HomeMy WebLinkAboutCompWaterPlan-Part II Appendices J - U
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City of Auburn
Comprehensive Water Plan
APPENDICES PART II
1
FIGURES
WELL 5BWELL 5BWELL 5B
WELL 5WELL 5WELL 5
WELL 5AWELL 5AWELL 5A
COAL CREEKCOAL CREEKCOAL CREEK
SPRINGSSPRINGSSPRINGS
WELL 3AWELL 3AWELL 3A
WELL 3BWELL 3BWELL 3B
WELL 4WELL 4WELL 4
WELL 1WELL 1WELL 1
WELL 7WELL 7WELL 7
WELL 6WELL 6WELL 6
WELL 2WELL 2WELL 2
WEST HILLWEST HILLWEST HILL
SPRINGSSPRINGSSPRINGS
Figure 1
Wellhead Protection Location Map
PM: BGC
November 2014
1051-005B City of Auburn: Water Comprehensive Plan Update
King County
T 21 N/R 04 E
Scale 1” = 4200’
Note:
Image from
ESRI ArcGIS
4200’0’
Legend
A Springs
&<Well
Area of Investigation
6 Month WHPA
1 Year WHPA
5 Year WHPA
10 Year WHPA
Area where Osceola
mudflow (Qom) aquitard
is not present
Water Service Boundary
Auburn City Limits
Active Railroad
Wh
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Auburn
Municipal
Airport
King
Pierce
UV516
UV164
UV181
UV167
UV18
UV162
UV18
UV167
UV516
UV410
UV161
UV58
5
Figure 2
Hazard Site Location Map
PM: BGC
November 2014
1051-005B City of Auburn: Water Comprehensive Plan Update
King County
T 21 N/R 04 E
Scale 1” = 4167’
Note:
Image from
ESRI ArcGIS
4167’0’
Figure 3Figure 3Figure 3
Figure 4Figure 4Figure 4
Figure 5Figure 5Figure 5
Figure 7Figure 7Figure 7Figure 6Figure 6Figure 6
A
WEST HILL
SPRINGS
489
479
445
478
312
318
321 406
309 298
385
437
127
421
423
165
219
399
250
488
171
314
439
434
433
310
Figure 3
Hazard Site Location Map
PM: BGC
November 2014
1051-005B City of Auburn: Water Comprehensive Plan Update
King County
T 21 N/R 04 E
Scale 1” = 1000’
Note:
Image from
ESRI ArcGIS
1000’0’
Legend
Hazard Ranking
0 - 5
6 - 173
174 - 260
261 - 347
347 - 433
434 - 520
Olympic Pipeline
Water SourceASprings
&<Well
Area of Investigation
6 Month WHPA
1 Year WHPA
5 Year WHPA
10 Year WHPA
Area where Osceola
mudflow (Qom) aquitard
is not present
&<
&<
WELL 7
WELL 6
226 225 260
235
240
261
257
224
101
258
259
138
185
204 139 120 190
480 444
442
443
222
223
234 255
256
99
183
184
182
100
440
221
251
181
180
203
239
254 94
95
96
97
137
202
252
93
178
179 89
90
201
84
85
86 189
438
92
176
200
115
81
174
199
79
397
503
504
217
87
135
136 82
83
114
131
168
169
198
170
396 172
80
173
77
197 73
112
113
72
311
435
308
432 405 304 271303502216237
213
215232
246247
133
78 130 76
129 66
157
25
2640 38 39 110 162
307
477 126
158
47
48
160
306 431501 429 299
192
128 64 63 151
44
155
305
505
301 210
211212
270 150
186
34
300
403
294
284
70 22425
13
1 17 36
118
35
122 21
55
142
143144
295
296297
427
281
207
124
152
153
41
288 282
472
68243
276
208
286
287500
269 109
426
395
285
383 384
430
Figure 4
Hazard Site Location Map
PM: BGC
November 2014
1051-005B City of Auburn: Water Comprehensive Plan Update
King County
T 21 N/R 04 E
Scale 1” = 500’
Note:
Image from
ESRI ArcGIS
500’0’
Legend
Hazard Ranking
0 - 5
6 - 173
174 - 260
261 - 347
347 - 433
434 - 520
Water Source
Springs
Well
Area of Investigation
6 Month WHPA
1 Year WHPA
5 Year WHPA
10 Year WHPA
Area where Osceola
mudflow (Qom) aquitard
is not present
A
&<
&<
&<&<
COAL CREEK
SPRINGS
WELL 4
WELL 1
WELL 6
418
279
499
346 436
342 493
302
277
451 373
370 376
98
116 368414
29
30
31
105
71 65
67
361
362459
470
23
46
49
53
154 167
196
415
380
164
75 386 367
463
464
191 233 324327328
330
387
446
447508
332 449
450 410
485 372
91 88134
166 238
441
315
4550106108
193
132
392
456
59 123146
147 148
187
188195
1415 60
61
119 149
347
121
145
8
349
141
104102
353
140 317
409
509
513
163 175 496
24
3233
52
56 57
156
27 28
253
357
458
51 111 358
360
4 12 359
2 36
20
218
220
3741 4358
107
159194
209
236
249476
322
487
62
283
293
2000’0’
Fi
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u
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e
5
Ha
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a
r
d
S
i
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L
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=
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0
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No
t
e
:
I
m
a
g
e
fr
o
m
E
S
R
I
Ar
c
G
I
S
Legend
Hazard Ranking
0 - 5
6 - 173
174 - 260
261 - 347
347 - 433
434 - 520
Water SourceASprings
&<Well
Area of Investigation
6 Month WHPA
1 Year WHPA
5 Year WHPA
10 Year WHPA
Area where Osceola
mudflow (Qom) aquitard
is not present
Ki
n
g
C
o
u
n
t
y
T
2
1
N
/
R
0
5
E
PM
:
B
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C
No
v
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2
0
1
4
10
5
1
-
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0
5
B
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:
W
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s
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e
P
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e
&<
&<&<
&<
WELL 5
WELL 3AWELL 3B
WELL 4
419
417 29
278
420
416
471
280
402
9
474 422
290291292381
404
425
473
74
69 161
424
177
411
398
340341
400
482
388
336
448
334
510 491 214 188
195
329
490
228
408 326
227 268
323
407
248
245
244
145
506 241262264265266
206
263
267
275
Figure 6
Hazard Site Location Map
PM: BGC
October 2014
1051-005B City of Auburn: Water Comprehensive Plan Update
King County
T 21 N/R 04 E
Scale 1” = 1000’
Note:
Image from
ESRI ArcGIS
1000’0’
Legend
Hazard Ranking
0 - 5
6 - 173
174 - 260
261 - 347
347 - 433
434 - 520
Water SourceASprings
&<Well
Area of Investigation
6 Month WHPA
1 Year WHPA
5 Year WHPA
10 Year WHPA
Area where Osceola
mudflow (Qom) aquitard
is not present
&<
&<
&<
WELL 5B
WELL 5
WELL 5A
375
371 467
374
377
466
364
365 460
483
465
363
484
469
455 355 378
379
468
511
390
391412
394 495
454 369
497
335
339
401
389
461
462
333
338
348
366
475
319
320 498
325
453
393 413
272
382428
273
313 507
337 512
350
354
229 486
481 331
343 205
351
457
356
117
230 231
289 452 345
344
352
242
492
494 103
Figure 7
Hazard Site Location Map
PM: BGC
November 2014
1051-005B City of Auburn: Water Comprehensive Plan Update
King County
T 21 N/R 04 E
Scale 1” = 2000’
Note:
Image from
ESRI ArcGIS
2000’0’
Legend
Hazard Ranking
0 - 5
6 - 173
174 - 260
261 - 347
347 - 433
434 - 520
Water Source
Springs
Well
Area of Investigation
6 Month WHPA
1 Year WHPA
5 Year WHPA
10 Year WHPA
Area where Osceola
mudflow (Qom) aquitard
is not present
WELL 5B
WELL 5 WELL 5A
COAL CREEK
SPRINGS
WELL 3A
WELL 3B
WELL 4
WELL 1
WELL 7
WELL 6
WELL 2
WEST HILL
SPRINGS
Figure 8
Zoning Map
PM: BGC
November 2014
1051-005B City of Auburn: Water Comprehensive Plan Update
King County
T 21 N/R 04 E
Scale 1” = 4200’
Note:
Image from
ESRI ArcGIS
4200’0’
Legend
Water Service
Boundary
Auburn City
Limits
Water Source
Springs
&<Well
Olympic Pipeline 125
Zoning
Industrial 16
Commercial 11
Mixed Use 10
Residential Low
(1 DU/ACRE)274
Residential
Medium (4-10
DU/ACRE)
18
Residential High
(11+ DU/ACRE)19
Rural (1 DU/4
ACRES)7
Mining 54
Hazard
Ranking
APPENDIX A
APPENDIX B
Table 10. Hazard Ranking Table
Final
Ranking EDR ID WHPA
Zone
Type of
Contamination
Direct
Distance FACILITY STREET CITY Type of Contamination Notes
1 CU 950, CU 949, CU 953, CU 952, CU 951 1 1 584.439 THE CHURCH OF JESUS CHRIST OF LATTER DAY
SAINTS 331 4TH ST. NE Auburn ICR, RGA HWS, FINDS, ALLSITES, CSCSL
2 DP1003 1 1 763.409 634 M STREET NE Auburn SPILLS
3 DP 975 1 1 908.592 1207 6TH ST NE Auburn SPILLS
4 CW 849 1 2 344.216 (residence - duplex)1208 4TH ST NE Auburn EDR US Hist Cleaners (residence - duplex)
5 DN 962, DN 969, DN 968 1 2 748.901 B AND G ONE HOUR CLEANERS(mattress store)420 N AUBURN WAY Auburn ALLSITES, Inactive Cleaners, RCRA NLR, FINDS,
Historic Cleaners
6 DP1000 1 3 783.032 634 M ST NE, APT 4 Auburn HIST CDL
7 Rural 1 4 0
8 AF 242, AF 241, AF 240, AF 243, AF 245, AF
244 1 4 245 MILES SAND & GRAVEL COMPANY, INC., PCL
CONSTRUCTION SERVICES INC 1201 M ST Auburn ALLSITES, RCRA NonGen/NLR, FINDS, ICIS,
NPDES, UST, Financial Assurance
9 I 39, I 40, I 37, I 38 1 4 595.728 ROHR INDUSTRIES, ROHR INC (DAA)3130 D ST SE Auburn FTTS, HIST FTTS, FTTS, ALLSITES, RCRA NonGen
/ NLR, UST (DAA)
10 Mixed Use 1 5 0
11 Commercial 1 5 22
12 CW 841 1 5 565.846 (Residence)308 M ST NE Auburn EDR US Hist Auto Stat (residence)
13 DN 961 1 5 751.674 TIME SERVICE (Little Ceasars Pizza)415 N AUBURN WAY Auburn EDR US Hist Auto Stat (Little Caesars Pizza)
14 X 212 1 5 1267.184 (walgreen's drug)1703 AUBURN WAY S Auburn EDR US Hist Auto Stat (Walgreen's Drug)
15 X 206 1 5 1302.778 (walgreen's Drug)1725 AUBURN WAY S Auburn EDR US Hist Auto Stat (Walgreen's Drug)
16 Industrial 1 5 1371
17 DD 916 1 6 295.609 AUBURN POOL 516 4TH ST NE Auburn ALLSITES, FINDS
18 Residential Medium 1 7 0
19 Residential High 1 7 80
20 CW 943 1 7 269.703 M STREET UNDERPASS PROJECT M STREET SE/3RD STREET/8TH STREET Auburn ALLSITES, NPDES
21 CH 883, CH 882 1 8 802.04 AUBURN SD 408 915 4TH AVE NE Auburn FTTS, HIST FTTS
22 DN 966, DN 965, DN 964 2 1 753.566
FORMER TOC HOLDINGS CO, JACKPOT FOOD
MART 309, JACK-POT SELF SERVICE LLOYD
HAYWORTH- Little Ceasars Pizza
415 AUBURN WAY NORTH Auburn UIC, VCP, ALLSITES, CSCSL, LUST, UST, EDR US
Hist Auto Stat (Little Caesars Pizza)
23 E 26, E 27 2 1 855.127 1226 29TH ST SE, APT C28 Auburn HIST CDL, SPILLS
24 BQ 654, 653 2 1 1411.778 AUBURN CITY IMPORTS LTD 1148 E MAIN ST Auburn RGA LUST
25 CC 755 2 1 1458.427 413 EAST MAIN STREET Auburn SPILLS 34 gallons of undisclosed chemical
26 CC 745, CC 746, CC 744, CC 752 2 1 1466.781 HOLIDAY CLEANERS, HOLIDAY CLEANERS SE
HOON SHIN 430 E MAIN ST Auburn
VCP, ALLSITES, Inactive Drycleaners, RCRA
NonGen/ NLR, CSCSL, FINDS, EDR US HIS
Cleaners, RGA HWS,
27 BY 633 2 1 1491.073 E MAIN ST & M ST Auburn SPILLS gasoline-unknown quantity
28 BY 629 2 1 1653.259 TEX ENTERPRISE 1302 W. MAIN ST.Auburn ICR
29 F 18, F 17 2 1 1753.594 GILDO RAY SCHOOL IMPROVEMENTS 1005 37TH ST SE Auburn ALLSITES, CSCSL, FINDS
30 B 2, B 3 2 1 3018.681 1702 33RD PL. SE Auburn HIST CDL, SPILLS
31 5 2 1 5321.764 UNKNOWN 2401 STUCK RIVER DRIVE Auburn SPILLS chemical, unknown type and quantity
32 BQ 655 2 2 1413.216 THRIFTY WASH 1103 MAIN ST E Auburn EDR US Hist Cleaners
33 BQ 652 2 2 1417.487 1103 E MAIN ST Auburn EDR US Hist Cleaners
34 CH 779 2 3 1273.828 205 "J" ST NE Auburn HIST CDL
35 DN1013 2 4 722.144 SCARFF FORD ISUZU 501 AUBURN WAY N Auburn ALLSITES, RCRA NonGen / NLR, FINDS, HAZNET,
UST
36 DD 888, DD 889 2 4 858.092 AUBURN SCHOOL DIST 408 AUBURN HS 800 4TH ST NE Auburn ALLSITES, MANIFEST, Financial Assurance,
RCRA-CESQG, FIND, UST, NPDES
37 DP1120, DP1121, DP1119 2 4 895.549 HARVEY ROAD 76, GREEN RIVER AUTOMOTIVE 810 HARVEY ROAD Auburn FINDS, ALLSITES, Financial Assurance, FINDS,
UST, EDR US Hist Auto Stat
38 CC 743 2 4 1413.105 LYLE & LOUISE SCHNEIDER MICHAEL J & LYNN D REYNOLDS Auburn UST, ALLSITES
39 CC 735, CC 738, CC 739 2 4 1450.292 DON SMALL & SONS OIL DISTRIBUTING CO INC,
EAST MAIN SHORT STOP 520 E MAIN ST Auburn Financial Assurance, ALLSITES, UST, FINDS
40 CC 754, CC 753 2 4 1481.639 AUBURN TIRE CENTER (Zola's Coffee Shop)402 E MAIN ST Auburn ALLSITES, UST, FINDS (Zola's Coffee Shop)
41 EG1140 2 5 670.244 GREGS PLACE AUTO REBUILD - (Gravel Parking
Lot)1042 NE 8TH Auburn ALLSITES, RCRA NonGen / NLR, FINDS (gravel parking lot)
42 DN 970 2 5 747.953 (mattress Store)423 AUBURN WAY N Auburn EDR US Hist Auto Stat (mattress store)
43 DP1118 2 5 891.711 GREEN RIVER AUTOMOTIVE JAMES P HIIBEL 800 HARVEY RD Auburn EDR US Hist Auto Stat
44 CU 876, CU 875 2 5 1063.802 GOSNEY MOTOR PARTS INC 220 AUBURN WAY N Auburn ALLSITES, EDR US Hist Auto Stat, RCRA NonGen
/ NLR, FINDS
45 X 167 2 5 1186.127 (vacant auto sales lot)1344 17TH ST SE Auburn EDR US Hist Auto Stat (vacant auto sales lot)
Robinson Noble, Inc.Page 1
Final
Ranking EDR ID WHPA
Zone
Type of
Contamination
Direct
Distance FACILITY STREET CITY Type of Contamination Notes
46 E 24 2 5 1191.371 (residence)1210 30TH ST SE Auburn EDR US Hist Auto Stat (residence)
47 CU 826, CC 825 2 5 1290.119 IMPORT AUTO OF AUBURN (Auburn Auto
License)124 N AUBURN WAY Auburn EDR US Hist Auto Stat (Auburn Auto License)
48 CC 814, CC 812, CC 813, CC 818 2 5 1350.037
WALT S RADIATOR AND MUFFLER VIC LEWIS
BR, VICS RADIATOR AUBURN, PETE S SERVICE
STATION (auto service)
102 AUBURN WAY N Auburn EDR US Hist Auto Stat, FINDS, ALLSITES, RCRA
NonGen / NLR
49 E 23 2 5 1375.025 (residence)1425 29TH ST SE Auburn EDR US Hist Auto Stat (residence)
50 X 194 2 5 1390.352 (walgreen's drug)1761 AUBURN WAY S Auburn EDR US Hist Auto Stat (Walgreen's Drug)
51 BY 686 2 5 1504.819 45 N ST Auburn EDR US Hist Auto Stat
52 BQ 628 2 5 1512.349 (residence)26 L ST SE Auburn EDR US Hist Auto Stat (residence)
53 E 12 2 5 1593.813 (Multi Family Residential)1410 30TH ST SE Auburn EDR US Hist Auto Stat (multi-family residential)
54 Mining/Transportation Cooridors 2 6 2600
55 DD 944 2 7 839.221 LOCAL ST PAVEMENT RECONSTRUCTION PROJ -
(completed road construction project)H ST & 5TH ST NE Auburn ALLSITES, NPDES (completed road construction project)
56 BQ 656, BQ 658, BQ 657, BQ 659 2 10 1395.266 AUBURN CITY IMPORT CHAS W AND SUE W
BUR 1148 MAIN ST E Auburn
EDR US Hist Auto Stat, CSCSL NFA, ALLSITES,
MANIFEST, RCRA NonGen / NLR, FINDS, ICR,
UST
57 BY 639, 635, 637, 634, 636, 640, 638, 644 2 10 1452.921 ARCO #6120, EAST MAIN GAS MART GROCERY 1204 E. MAIN Auburn
ICR, RCRA NonGen / NLR, FINDS, UST, FIND,
EDR US Hist Auto Stat, RGA LUST, CSCSL NFA,
VCP, ALLSITES, Financial Assurance, RGA LUST,
58 EG1169 3 1 946.321 UNKNOWN 815 HARVEY RD Auburn SPILLS material type and quantity unknown
59 AA 220 3 1 1019.819 1519 AUBURN WY S Auburn SPILLS unknown material and quantity
60 X 184 3 1 1168.224 1420 17TH ST SE Auburn SPILLS chemical type and quantity unknown
61 X 183 3 1 1170.532 1423 17TH ST SE Auburn SPILLS motor oil, unknown quantity
62 EG1265 3 1 1384.693 UNKNOWN 1010 K ST NE Auburn SPILLS diesel fuel, unknown quantity
63 CU 901 3 1 1430.227 TEXACO #63232 1413 201 AUBURN WAY Auburn ICR
64 CU 911 3 1 1588.356 20 2ND ST NE Auburn SPILLS 35 gallons of gasoline
65 D 13 3 1 1595.896 33RD ST SE & M ST SE Auburn SPILLS hydraulic oil, unknown quantity
66 CC 772 3 1 1605.412 GROUP W CABLE - (Spectrum Sign Co.)301 W. MAIN ST.Auburn ICR (Spectrum Sign Co.)
67 D 11 3 1 1615.146 PSE 1213 33RD ST SE Auburn SPILLS mineral oil, unknown quantity
68 EO1266, EO1268, EO1267 3 1 1624.03 ROUND UP CO PROPERTY, FRED
MEYER(Completed Commercial Development)901 AUBURN WY N Auburn RGA LUST, ICR (completed commercial development)
69 H 35 3 1 1671.595 709 29TH STREET SE Auburn SPILLS diesel fuel, unknown quantity
70 DN1060 3 1 1797.568 AUBURN PRINT33 LS051 3RDSUB MP 21.5 T21N R4EWM Auburn LUST, UST
71 D 21, D 22 3 1 1819.124 1114 33RD ST SE Auburn SPILLS, CDL
72 CC 696 3 1 1854.172 YOUNG, CAROL AND SANDY 121 'D' STREET SE APARTMENTS -
AUBURN Auburn SPILLS sewage/sludge, quantity unknown
73 CC 729, CC 730, CC 732, CC 733, CC 731 3 1 1914.928 SAFEWAY GAS STATION, SAFEWAY FUEL
STATION #0531 101 AUBURN WAY SO Auburn SPILLS, ERNS, FINDS, ALLSITES, Financial
Assurance, UST
74 71 3 1 1978.481 28TH ST SE & D ST SE Auburn SPILLS unknown quantity of petroleum
75 G 30 3 1 2074.642 1805 26TH ST SE Auburn SPILLS unknown quantity of gasoline
76 CF 803 3 1 2095.933 WICKHAM & SONS (Transit Center)23 A ST SW Auburn ALLSITES, ICR, RCRA NonGen / NLR, CSCSL,
FINDS, LUST, UST (Transit Center)
77 CF 790, CF 789 3 1 2174.279 PACIFIC FIRST FACILITY (vacant building)55 A ST SE Auburn RGA LUST (vacant building)
78 CF 829, CF 828, CF 827, CF 830 3 1 2276.508 AUBURN PROMENADE PROJECT, LANDMARK
DEVELOPMENT GROUP - (completed road project)12 & 16 DIVISION ST S IN R-O-W Auburn FINDS, UST, UIC, VCP, ALLSITES, CSCSL, LUST (completed road project)
79 BN 547 3 1 2453.455 320 F STREET SE Auburn SPILLS undisclosed material
80 CF 787, CF 786, CF 785, CF 788 3 1 2498.049 BILLS REPAIR 132ND, AUTO DETAIL SHOP, BILL
S REPAIR RAY HARDIN - (Gravel Parking Lot)107 S DIVISION Auburn ALLSITES, RCRA NonGen / NLR, FINDS, EDR US
Hist Auto Stat, ERNS, SPILLS (gravel parking lot)
81 BU 609, BU 610, BU 611, BU 612, BU 613 3 1 2512.389 MINIT LUBE, Q-LUBE, Q LUBE 1540, MINIT-LUBE
GENE THOMPSON (Jiffy Lube)307 S AUBURN WAY Auburn EDR US Hist Auto Stat, SPILLS, ALLSITES, UST,
FINDS Jiffy Lube
82 CF 725, CF 726, CR 728, CR 727 3 1 2571.537
CHEVRON USA A ST AUBURN, CHEVRON 92431,
LARRY S STREET CHEVRON, CHEVRON #9 2431 -
(Bank)
206 A ST (SE)Auburn
ALLSITES, RCRA NonGen / NLR, CSCSL, FINDS,
LUST, UST, RGA LUST, EDR US Hist Auto Stat,
ICR
(bank)
83 CF 722 3 1 2603.888 SAFETY KLEEN 222 A ST SE Auburn SPILLS 100 gallons of motor oil
84 BN 533 3 1 2676.854 499 4TH ST SE Auburn SPILLS chemical and quantity unknown
85 BN 534 3 1 2676.854 4TH ST NE & E ST NE Auburn SPILLS unknown material and quantity
86 BN 523 3 1 2689.985 BNSF 4TH ST & F ST Auburn SPILLS 75 gallons of diesel fuel
Robinson Noble, Inc.Page 2
Final
Ranking EDR ID WHPA
Zone
Type of
Contamination
Direct
Distance FACILITY STREET CITY Type of Contamination Notes
87 1885 3 1 2710.58
CITY OF AUBURN (CRITES-HUFF PROPERTY)-
Gravel Parking Lot - Development Site (property in
downtown auburn)
12 FIRST STREET AND 101 SOUTH
DIVISION (12-1st ST SW)Auburn US BROWNFIELDS (CRITES-HUFF PROPERTY)- gravel parking lot -
Development Site (property in downtown Auburn)
88 L 52, L 51, L 50, L 49 3 1 2719.6 COAL CREEK PUMP STATION, COAL CREEK
PUMP STATION (EXEMPT), CITY OF AUBURN 2108 HOWARD RD Auburn RGA LUST, ICR, INDIAN LUST
89 BU 581 3 1 2766.546 UNKNOWN 400 AUBURN WAY SO, OLD GAS
STATION Auburn SPILLS unknown chemical and quantity
90 BU 580 3 1 2766.546 400 AUBURN WAY S Auburn SPILLS
91 Q 64, Q 66, Q 67, Q 65 3 1 2833.1 CANHAM PROPERTY 1225 21ST ST SE Auburn SPILLS, ALLSITES, CSCSL, RGA HWS, FINDS
92
BU 677, BU 676, BU 679, BU 684, BU 678,
BU 675, BU 680, BU681, BU 685, BU 683,
BU 682
3 1 2857.161
SHELL STATION ALS SHELL, BP #11349 (FOUR
REPORTS), A ST VALERO, TONYS, AUBURN
SHELL, AL'S SHELL
305 A ST SE Auburn
EDR US Hist Auto Stat, FINDS, ICIS, ICR, VCP,
ALLSITES, Financial Assurance, CSCSL, LUST,
UST, RGA LUST, RGA HWS
93 BJ 537, BJ 538 3 1 3002.432 UNOCAL #5377, UNOCAL SERVICE STATION
5377 (Bigfoot Java)437 AUBURN WAY S.Auburn ICR, FINDS (Bigfoot Java)
94 BR 566, BR 568, BR 567 3 1 3461.348 ELECTROFINISHING CO 510 A ST SE Auburn ALLSITES, RCRA NonGen / NLR, CSCSL, FINDS,
HSL, RGA HWS
95 BR 559 3 1 3468.361
AUBURN AUTO WRECKING, AUBURN AUTO
WRECKING FORMER, ARD LLC - (La Quinta
motel)
512 A ST SE Auburn ALLSITES, MANIFEST, CSCSL, FINDS, RGA
HWS, RCRA NonGen / NLR (La Quinta motel)
96 BR 557 3 1 3492.026 CHEVRON 524 A ST SE Auburn SPILLS
97 BR 556 3 1 3506.645 PUGET SOUND RECYCLING (out of business)523 A ST SE Auburn RGA HWS (out of business)
98 A 1 3 1 3707.185 37TH ST SE & R ST SE Auburn SPILLS
99 AV 427, AV 422, AV 424, AV 426, AV 425, AV
430, AV 429, AV 423, AV 428 3 1 3798.008 AUBURN FIRE STATION, ABANDONDED
AUBURN FIRE STATION - (shopping center)700 AUBURN WAY S Auburn RGA LUST, FINDS, ALLSITES, CSCSL, LUST,
HSL, UST, ICR, RGA HWS (shopping center)
100 AV 375 3 1 3907.754 UNKNOWN 8TH AND D STREET Auburn SPILLS
101 AV 377 3 1 4083.794 PSE 8TH ST SE & C ST Auburn SPILLS
102 AO 305 3 1 4172.252 800 "M" ST Auburn SPILLS
103 AS 317, AS 318 3 1 4266.421 5420 RANDALL AVE SE Auburn SPILLS, HIST CDL
104 AO 294 3 1 4497.663 950 M STREET SE Auburn SPILLS
105 25 3 1 5920.302 2800 STUCK RVR DR Auburn SPILLS
106 X 188 3 2 1067.7 1801 HOWARD RD Auburn EDR US Hist Cleaners
107 EG1204, EG1205 3 2 1088.053 AUBURN ONE HOUR CLEANERS 911 HARVEY RD Auburn EDR US Hist Cleaners, ALLSITES, Inactive
Drycleaners, RCRA NonGen / NLR, FINDS
108 X 187 3 2 1104.954 1811 HOWARD RD Auburn EDR US Hist Cleaners
109 EW1290 3 2 1489.289 multifamily residential 812 10TH ST NE Auburn EDR US Hist Cleaners multi-family residential
110 708 3 2 1578.631 residence 10 G ST SE Auburn EDR US Hist Cleaners residence
111 BY 703 3 2 1752.634 (residence)106 PIKE ST NE Auburn EDR US Hist Cleaners (residence)
112 CC 723, CC 724 3 2 1936.584 FRONTIER CLEANERS 126 AUBURN WAY S Auburn EDR US Hist Cleaners, ALLSITES, Inactive
Drycleaners, RCRA NonGen / NLR, FINDS
113 BU 721 3 2 1992.796 FRONTIER CLEANERS 126 S AUBURN WAY Auburn EDR US Hist Cleaners
114 BU 660 3 2 2189.895 (Dentist at 309 2nd St Se - 317 doesn't exist)309 2ND ST SE Auburn EDR US Hist Cleaners (dentist at 309 2nd St Se - 317 doesn't exist)
115 BU 648, BU 649, BU 650 3 2 2815.891
AUBURN SUNSHINE CENTER ED WOEHL,
AUBURN SUNSHINE CTR CLEANERS - (cleaners
no longer at this site)
120 CROSS ST SE Auburn EDR US Hist Cleaners (cleaners no longer at this site)
116 A 4 3 2 4014.292 ICON MATERIALS 4040 KERSEY WAY SE Auburn SWF/LF
117 313 3 3 434.74 6210 LINDSAY AVE SE #2A Auburn HIST CDL
118 DN1100 3 3 1676.596 12 5TH ST. NW, APT. A Auburn HIST CDL
119 X 181 3 3 1697.648 1420 17TH ST SE, APT 133 Auburn HIST CDL
120 AR 321 3 3 4242.852 709 9TH ST. SE Auburn HIST CDL
121 AF 248, AF 249 3 4 245 AUBURN VALLEY YMCA (City Park, building has
been removed)1005 12TH ST SE Auburn UST, ALLSITES, FINDS (City Park, building has been removed)
122 DN 993, Dn 994 3 4 879.68 GOODYEAR GEMINI AUTO SERVICE- (auto sales)423 AUBURN AVE Auburn EDR US Hist Auto Stat, ALLSITES, RCRA NonGen
/ NLR, FINDS, UST (auto sales)
123 AA 214, AA 215 3 4 1188.028 ROGERS FURNITURE (Eagle Leather)1407 AUBURN WAY S Auburn FINDS, ALLSITES, UST (Eagle Leather)
124 ED1220, ED1219 3 4 1286.735 FRED FUEL STORE #019, FRED MEYER/FM FUEL
STOP #019 801 AUBURN WY N Auburn SWRCY, Financial Assurance, ALLSITES, FINDS,
UST
125 Pipeline Corridors 3 4 1348
126 CU 850, CU 851 3 4 1750.138 PHILLIPS 66 070816, PHILLIPS 66 COMPANY
SS070816 (Auburn Auto License)124 AUBURN WAY Auburn ALLSITES, UST, FINDS (Auburn Auto License)
127 IA2010 3 4 1795.844 AT&T WIRELESS AUBURN 2 5800 S 316TH ST Auburn ALLSITES, FINDS, UST
128 DA 935, DA 933, DA 934 3 4 1866.845 AUBURN REGIONAL MEDICAL CENTER,
MULTICARE AUBURN MEDICAL CENTER
PLAZA ONE 202 N DIVISION ST, 202 N
DIVISION ST Auburn RCRA NonGen / NLR, ALLSITES, MANIFEST,
FINDS, UST
Robinson Noble, Inc.Page 3
Final
Ranking EDR ID WHPA
Zone
Type of
Contamination
Direct
Distance FACILITY STREET CITY Type of Contamination Notes
129 CF 822, CF 823 3 4 1982.912 AUBURN PROFESSIONAL PLAZA LLC 15 AUBURN AVE Auburn ALLSITES, UST
130 CF 832, CF 833 3 4 2187.749
CAVANAUGH ACE HARDWARE-
(commercial/residential development under
construction)
26 E MAIN ST Auburn ALLSITES, UST, FINDS (commercial/residential development under construction)
131 BU 663, BU 662, BU 661 3 4 2242.206 TEXACO STATION 632320508, JACK BRITT,
AUBURN SHELL JACK BRITT (bank)202 AUBURN WAY S Auburn RCRA NonGen / NLR, FINDS, ALLSITES, UST,
EDR US Hist Auto Stat (bank)
132 L 89 3 4 2267.584 ACADEMY PUMP STATION (UST has been
removed)2004 AUBURN WAY S.Auburn INDIAN UST (UST has been removed)
133 DA 879, DA 877, DA 878 3 4 2301.728 AUBURN CITY PARKS- (Auburn City Hall UST
decomissioned)25 W MAIN ST Auburn UST, ALLSITES, NPDES, FINDS (Auburn City Hall UST decommissioned)
134 L 53, L 54, L 55 3 4 2510.222 7-ELEVEN STORE 2303-14481L 1539 SE 21ST ST Auburn UST, ALLSITES, Financial Assurance, FINDS
135 CF 747, CF 748, CF 749 3 4 2704.314 QWEST COMMUNICATIONS W00015, QWEST -
#070015, CENTURYLINK QC 10 2ND ST SE Auburn RCRA NonGen / NLR, FINDS, Financial Assurance,
ALLSITES, UST
136 CF 750 3 4 2727.998 AUBURN GENERAL HOSPITAL 202 N DIVISION ST Auburn Financial Assurance
137 BR 550, BR 551, BJ 553, BJ 552 3 4 3520.722 CHEVRON STATION # 304567, QUICK STUFF
7758 524 A ST SE Auburn ALLSITES, MANIFEST, Financial Assurance, UST,
FINDS, RCRA-SQG,
138 AV 352, AV 353, AV 354 3 4 4160.166 7 ELEVEN STORE 230325087J, ALLIANCE OIL-
(convenience store)813 AUBURN WAY S Auburn FINDS, ALLSITES, UST, EDR US Hist Auto Stat (convenience store)
139 AV 329, AV 328 3 4 4223.481 U-HAUL CO AUBURN 701-43, U HAUL CO OF
AUBURN 917 AUBURN WAY S Auburn ALLSITES, UST, RCRA NonGen / NLR, FINDS
140 BC 374, BC 272 3 4 4257.797 ART FETTER LOGGING CO INC 525 R ST SE Auburn FINDS, ALLSITES, UST
141 AO 302, AO 303 3 4 4318.171 GREEN RIVER HOMES 1103 9TH ST SE Auburn ALLSITES, UST, FINDS
142 ED1115 3 5 812.981 WALTS RADIATOR (car Lot)711 N AUBURN WAY Auburn EDR US Hist Auto Stat (car Lot)
143 ED1132 3 5 854.58 (red lotus restaurant)714 AUBURN WAY N Auburn EDR US Hist Auto Stat (Red Lotus restaurant)
144 ED1136, ED1138, ED1137 3 5 861.633 AUBURN FOREIGN CAR, AUBURN FOREIGN CAR
GLENN BROWN 725 N AUBURN WAY Auburn EDR US Hist Auto Stat, ALLSITES, MANIFEST,
RCRA-CESQG, FINDS
145 AF 237, AF 238, AF 236, AF 239 3 5 1003.213
AUBURN MUFFLER, BRAKE & RADIATOR,
AUBURN MUFFLER & BRAKE INC, AUBURN
MUFFLER AND RADIATOR CLYDE LEONA
1301 AUBURN WAY SOUTH Auburn FINDS, ALLSITES, RCRA NonGen / NLR, EDR US
Hist Auto Stat
146 AA 219 3 5 1027.937 MUNSON SERVICE CENTER 1525 S AUBURN WAY Auburn EDR US Hist Auto Stat
147 AA 224 3 5 1030.179 RITE AID 5172 1509 AUBURN WAY S Auburn ALLSITES, RCRA-CESQG, FINDS
148 AA 218 3 5 1037.857 TACOMA GOODWILL 1519 AUBURN WAY S Auburn SWRCY
149 X 182 3 5 1177.648 (multifamily residence)1420 17TH ST SE Auburn EDR US Hist Auto Stat (multi-family residence)
150 DN 960 3 5 1395.315 DON SMALL & SONS AUBURN BULK PLANT 112 3RD ST NW Auburn US AIRS
151 CU 896, CU 895 3 5 1398.903 QTONER.COM 209 SECOND ST. NE Auburn SWRCY
152 EO1247 3 5 1469.045 CURT S MACHINE SHOP (Commercial building,
liquor & Wine, AT&T, Real Estate 2000)794 N AUBURN WAY Auburn EDR US Hist Auto Stat (commercial building, liquor & wine, AT&T, Real Estate
2000)
153 EO1254 3 5 1510.146
AUBURN AUTO PARTS MACHINE SHOP
(Commercial Building, Liquor & Wine, AT&T, Real
Estate 2000)
798 N AUBURN WAY Auburn EDR US Hist Auto Stat (commercial building, liquor & wine, AT&T, Real Estate
2000)
154 E 20 3 5 1540.509 (residence)1516 29TH ST SE Auburn EDR US Hist Auto Stat (residence)
155 CH 742 3 5 1564.03 BUG WORKS THE JAMES W NANNERY
(residence)123 J ST NE Auburn EDR US Hist Auto Stat (residence)
156 BQ 651 3 5 1699.287 residence 18 K ST SE Auburn EDR US Hist Auto Stat (residence)
157 CC 757 3 5 1727.639 (apartment building)40 AUBURN WAY S Auburn EDR US Hist Auto Stat (apartment building)
158 CU 859 3 5 1741.045 LOUIE S SHELL SERVICE (bank)103 AUBURN AVE Auburn EDR US Hist Auto Stat (bank)
159 EA1099 3 5 1865.742 (multifamily residence)802 PIKE ST NE Auburn EDR US Hist Auto Stat (multi-family residence)
160 BQ 692 3 5 1929.946 (commercial/office building)903 E MAIN ST Auburn EDR US Hist Auto Stat (commercial/office building)
161 H 32 3 5 1935.182 (residence- mobile home park)900 29TH ST SE Auburn EDR US Hist Auto Stat (residence- mobile home park)
162 BQ 691 3 5 1955.126 (residence)5 J ST SE Auburn EDR US Hist Auto Stat (residence)
163 BQ 541 3 5 2081.845 (residence)215 K ST SE Auburn EDR US Hist Auto Stat (residence)
164 G 28 3 5 2083.565 (residence)2710 R ST SW Auburn ERNS (residence)
165 2329 3 5 2119.32 (residence)5410 S 314TH ST Auburn EDR US Hist Auto Stat (residence)
166 L 88 3 5 2159.882 MIKES HONDA PARTS INC (Valley Regional Fire
Authority fire station)2015 R ST SE Auburn ALLSITES, RCRA-CESQG, FINDS (Valley Regional Fire Authority fire station)
167 14 3 5 2171.286 AUBURN BARREL FIRE (City Parks Property)1800 BLOCK OF 29TH SE Auburn ALLSITES, RCRA NonGen / NLR, FINDS (City Parks property)
168 BU 690 3 5 2219.619 AUBURN SHELL (bank)202 S AUBURN WAY Auburn EDR US Hist Auto Stat (bank)
169 BU 689 3 5 2219.619 BOB S TEXACO 201 S AUBURN WAY Auburn EDR US Hist Auto Stat
170 BN 584 3 5 2231.785 NATIONAL CONCRETE CUTTING INC (indoor
Billboard Co)224 G ST SW Auburn ALLSITES, RCRA NonGen / NLR, FINDS (Indoor Billboard Co)
171 2904 3 5 2238.249 FEDERAL WAY WATER DIST 305TH S 5600 BLK S 305TH ST Auburn ALLSITES, RCRA NonGen / NLR, FINDS
172 CF 796 3 5 2503.102 (gravel parking lot)12 1ST ST SW Auburn EDR US Hist Auto Stat (gravel parking lot)
Robinson Noble, Inc.Page 4
Final
Ranking EDR ID WHPA
Zone
Type of
Contamination
Direct
Distance FACILITY STREET CITY Type of Contamination Notes
173 CF 780, CF 781 3 5 2507.604 DALES AUTOBODY (gravel parking lot)111 S DIVISION ST Auburn ALLSITES, RCRA NonGen / NLR, FINDS, EDR US
Hist Auto Stat (gravel parking lot)
174 BU 608 3 5 2545.291 B AND J ARCO SERVICE (Burger King)320 S AUBURN WAY Auburn EDR US Hist Auto Stat (Burger King)
175 512 3 5 2588.684 (residence) 1342 SE 3RD ST AUBURN 1342 SE 3RD ST 3 Auburn ALLSITES, RCRA NonGen / NLR, FINDS
176 BU 718, BU 719, BU 720 3 5 2613.729 SCHUCKS AUTO SUPPLY 4204 (O'Reilley's)222 A ST SE Auburn ALLSITES, MANIFEST, RCRA NonGen / NLR,
FINDS, EDR US Hist Auto Stat, ERNS
177 K 48 3 5 2613.773 (residence)705 26TH ST SE Auburn EDR US Hist Auto Stat (residence)
178 BU 606 3 5 2773.1 KENT VALLEY IMPORTS ELWOOD LINTTHICUM
(Building has been demolished, vacant land)207 CROSS ST SE Auburn EDR US Hist Auto Stat (Building has been demolished, vacant land)
179 BU 607 3 5 2773.125 SPECTRUM AUTO REBUILD AND RESTORATION
M - (Burger King)205 CROSS ST SE Auburn EDR US Hist Auto Stat (Burger King)
180 BJ 465, BJ 484, BJ 483, BJ 481, BJ 482 3 5 3589.005
VERN S MARKET, U-SAVE MARKET SPENCER
GREGORY MGR, U SAVE OIL CO AUBURN-
(Sounds on Wheels and British Meet Store)
615 S AUBURN WAY Auburn EDR US Hist Auto Stat (Sounds on Wheels and British Meet Store)
181 BJ 520 3 5 3655.486 BNSF RAILWAY COMPANY AUBURN1 6TH & A ST SW Auburn ALLSITES, MANIFEST, FINDS (residence)
182 AV 400 3 5 3775.953 ERICKS AUTOMOTIVE 727 22D ST Auburn EDR US Hist Auto Stat
183 AV 421 3 5 3806.168 (McDonalds)702 AUBURN WAY S Auburn EDR US Hist Auto Stat (McDonalds)
184 AV 418 3 5 3842.206 ROADRUNNER SERVICE- (Taco Bell)710 S AUBURN WAY Auburn EDR US Hist Auto Stat (Taco Bell)
185 AV 338 3 5 4288.762 (insurance co)909 E ST SE Auburn EDR US Hist Auto Stat (insurance co)
186 DN 960 3 6 1395.315 DON SMALL & SONS AUBURN BULK PLANT 112 3RD ST NW Auburn FINDS
187 AA 195 3 6 1530.936 ROYAL G & H INC 111117TH ST SE Auburn FINDS
188 AA 205 3 6 1694.021 KENT/AUBURN CONVEYANCE - STUCK RIVER
TRU (completed sanitary sewer trunk line project)17TH ST SE AND K STREET SE Auburn FINDS (completed sanitary sewer trunk line project)
189 BN 518 3 6 2703.51 AMERICAN CONCRETE Auburn US MINES
190 AR 314, AR 315, AR 316 3 6 4323.424 AUBURN COMMUNITY CENTER LES GOVE PARK
II 808 9TH ST SE Auburn ALLSITES, NPDES, ALLSITES, FINDS
191 36 3 7 3301.762 KAHNE COMMERCIAL PROJECT PARCEL ID 0519022054 Auburn ALLSITES, NPDES
192 DA 971 3 9 2107.275 AUBURN INK SITE (gravel parking lot)222 NW A ST Auburn CERC-NFRAP (gravel parking lot)
193 X 186, X 185 3 10 1119.847 AUBURN SHOPPING CENTER 1815 HOWARD RD Auburn FINDS, CSCSL NFA, VCP, ALLSITES
194 DP1095, DP1096 3 10 1297.538 7 ELEVEN FOOD STORE 230320249 (USTs
removed)1302 8TH NE Auburn FINDS, CSCSL NFA, VCP, ALLSITES, UST (USTs removed)
195 AA 208, AA 207, AA 211, AA 210, AA 209 3 10 1699.873 ROYAL AUBURN BP, BP SERVICE STATION 11065 1111 17TH ST SE Auburn
RGA HWS, CSCSL NFA, VCP, ALLSITES,
MANIFEST, ICR, Financial Assurance, RCRA
NonGen / NLR, FIND, UST, RGA HWS, EDR US
Hist Auto Stat, RGA LUST
196 E 15, E 16 3 10 1722.563 WA PARKS PUGET SOUND REGION HQ (city
parks project)1602 29TH ST SE Auburn MANIFEST, RCRA NonGen / NLR, FINDS, UST,
CSCSL NFA, ALLSITES, MANIFEST, ICR (City Parks project)
197 CF 783, CF 784, CF 782 3 10 2176.576 PACIFIC FIRST FACILITY (vacant building)55 A ST SE Auburn FINDS, ICR, CSCSL NFA, ALLSITES, UST (vacant building)
198 BU 673, BU 669, BU 674, BU 672, BU 668,
BU 667, BU 665, BU 666, BU 670, BU 671 3 10 2253.795
BOB S TEXACO ROBT R ROBBINS, JACKSONS
#652, SHELL STATION 120849, TEXACO #63-232-
1413
201 AUBURN WAY S Auburn
EDR US Hist Auto Stat, SPILLS, UST, RGA LUST,
CSCSL NFA, ALLSITES, MANIFEST, Financial
Assurance, RCRA NonGen / NLR, FINDS,
199 BU 605 3 10 2567.617 FUEL FARM 328 C ST NW Auburn CSCSL NFA, VCP, ALLSITES
200 BU 717, Bu 716, BU 715 3 10 2623.913 A ST AUTOMOTIVE LARRY RAAB 225 A ST SE Auburn EDR US Hist Auto Stat, CSCSL NFA, ALLSITES,
RCRA NonGen / NLR, FINDS, UST
201 BJ 575, BJ 577, BJ 579, BJ 578, BJ 576 3 10 2809.627 AUBURN WAY UNION, UNOCAL #5377(Bigfoot
Java)407 S AUBURN WAY Auburn
EDR US Hist Auto Stat, ICR, CSCSL NFA,
ALLSITES, UST, RGA LUST, RCRA NonGen / NLR,
FINDS
(Bigfoot Java)
202 BJ 521 3 10 3265.309 AUBURN CITY MAINTENANCE FACILITY (City
park)AUBURN WAY S & SR 18 OFF RAMP Auburn CSCSL NFA, ALLSITES (City park)
203
BJ 485, BJ 497, BJ 494, BJ 490, BJ 501, BJ
493, BJ 49, Bj 499, BJ 500, BJ 498, BJ 491,
BJ 496
3 10 3556.62
CONOCO, CONOCOPHILLIPS SITE 2705928,
CONVENIENCE RETAILERS #2705928, U-SAVE
OIL CO, CIRCLE K/76 2705928, CONOCOPHILLIPS
SITE 2705928, CIRCLE K/76 #2705928
601 AUBURN WAY S Lake
Tapps
SPILLS, RCRA NonGen / NLR, RGA LUST, EDR
US Hist Auto Stat, RGA LUST, ICR, MANIFEST,
Financial Assurance, FINDS, CSCSL NFA, VCP,
ALLSITES, SPILLS, UST
Robinson Noble, Inc.Page 5
Final
Ranking EDR ID WHPA
Zone
Type of
Contamination
Direct
Distance FACILITY STREET CITY Type of Contamination Notes
204
AV 364, AV 365, AV 361, AV 362, AV 359, AV
355, AV 358, AV 357, AV 356, AV 360, AV
363
3 10 4119.832 BROWN BEAR CAR WASH #5473, CAR WASH
ENTERPRISES-1995, AUBURN 2 814 AUBURN WAY S Auburn
RGA LUST, RGA HWS, FINDS, ICR, RCRA
NonGen / NLR, UST, CSCSL NFA, VCP, ALLSITES,
Financial Assurance, CSCSL, LUST
205 758 3 10 8459.433 LAKE TAPPS GROCERY (vacant lot)18929 9TH AVE Auburn CSCSL NFA, VCP, ALLSITES, ICR, UST (vacant lot)
206 AK 274 4 1 1339.71 WASTE MANAGEMENT 1138 AUBURN WY S Auburn SPILLS
207 ED1244 4 1 1481.408 220 8TH NE Auburn SPILLS
208 EO1307 4 1 1795.47 UNKNOWN 926 AUBURN WAY N, ST. VINCENT DE
PAUL BU Auburn SPILLS
209 EA1126 4 1 1894.462 PSE - PUGET SOUND ENERGY 830 PIKE ST NE Auburn SPILLS
210 DN1037 4 1 2058.832 UNOCAL #0028 113 3RD ST. NW Auburn ICR
211 DN1030, DN1031, DN1032, DN1033,
DN1034 4 1 2061.323 UNOCAL BULK PLANT #0028 112 3RD ST. N.W.Auburn
RGA HWS, ICR, RCRA NonGen / NLR, UST, RGA
HWS, ALLSITES, NPDES, Financial Assurance,
CSCSL, LUST, RGA LUST
212 DN1039 4 1 2079.683 TOSCO 112-3RD NW Auburn ICR
213 CV 870, CV 869, CV 873, CV 871, CV 872 4 1 2512.998 TRACKSIDE SERVICE, V DUB CENTRAL (A & W
Automotive)123 W MAIN ST Auburn
EDR US Hist Auto Stat, RGA HWS, ALLSITES,
ICR, CSCSL, LUST, UST, RCRA NonGen / NLR,
FINDS, RGA LUST
214 AD 225, AD 226 4 1 2515.521 HOLY FAMILY 505 17TH SE Auburn SPILLS, FTTS, HIST FTTS
215 CV 858, CV 860, CV 857, CV 854, CV856, CV
855 4 1 2523.397
WICKHAM & SONS AUTO & TRUCK REPAIR,
WICKHAM AND SONS AUTO REPAIR DUANE
WICK (Transit Center)
23 A ST SW Auburn RGA LUST, RGA HWS, EDR US Hist Auto Stat,
SPILLS (transit center)
216 CV 898, CV 897, CV 900 4 1 2696.536 AUBURN COLLISION CENTER 233 W MAIN Auburn
ALLSITES, MANIFEST, RCRA NonGen / NLR,
CSCSL, FINDS, LUST, UST, RGA LUST, EDR US
Hist Auto Stat
217 CF 773 4 1 2921.85 110 2ND ST SW Auburn SPILLS
218 DK 973 4 1 3131.953 32300 104TH AVE SE Auburn SPILLS
219 LH2821 4 1 3161.055 4909 S 310TH PL Auburn SPILLS
220 DK 945 4 1 3261.788 32400 104TH PL SE Auburn SPILLS
221 BR 544, BR 546 4 1 3811.202 PUGET SOUND RECYCLING (out of business)523 A ST SE Auburn FINDS, ALLSITES, RCRA NonGen / NLR, CSCSL (out of business)
222 BD 513 4 1 4044.863 BURLINGTON NORTHERN RAILROAD 7TH & "A" ST.Auburn ICR
223 BD 510 4 1 4098.47 720 A ST SE Auburn SPILLS
224 AV 378 4 1 4168.107
VALLEY SUPPLY CO OP, CHS AUBURN, CENEX
VALLEY SUPPLY COOP, CENEX HARVEST
STATES AUBURN, CENEX HARVEST STATES
AUBURN, BIG O OR BIG 5 TIRES
238 8TH ST (SE)Auburn
EDR US Hist Auto Stat, RGA LUST, RGA HWS,
Financial Assurance, RCRA NonGen / NLR, FINDS,
EDR US Hist Auto Stat, RGA HWS, ALLSITES,
CSCSL, LUST, HSL, UST, ICR, SPILLS
225 BD 376 4 1 4460.948 820 B ST SE Auburn SPILLS
226 BD 419, BD 420 4 1 4586.772 BURLINGTON NORTHERN RR AUBURN A ST SE & SE 9TH ST Auburn ALLSITES, CSCSL, HSL, FINDS
227 AQ 326 4 1 5467.399 1211 A. ST SE Auburn SPILLS
228 AI 264, Al 265 4 1 6146.096 UNKNOWN (multi family residence)307 15TH STREET SE Auburn SPILLS, EDR US Hist Auto Stat (multi-family residence)
229 BL 514 4 2 1318.606 (residential)1239 68TH LOOP SE Auburn EDR US Hist Cleaners (residential)
230 AM 278 4 2 1677.211 (residential)1618 61ST ST SE Auburn EDR US Hist Cleaners (residential)
231 AM 277 4 2 2113.022 ( 5-star carpet cleaners)1816 61ST ST SE Auburn EDR US Hist Cleaners (5-star carpet cleaners)
232 CV 867 4 2 2515.245 WEST MAIN SUDS SHOP (multifamily residential
unit)120 W MAIN ST Auburn EDR US Hist Cleaners (multi-family residential unit)
233 33 4 2 3654.72 AUBURN CENTER LAUNDERETTE AND DRY
CLEANE 1801 HOWARD RD Auburn EDR US Hist Cleaners
234 BD 511 4 2 4072.747 (carpet and flooring store)704 A ST SE Auburn EDR US Hist Cleaners (carpet and flooring store)
235 AK 311 4 2 4596.933 AUBURN CLEANERS 1011 S AUBURN WAY Auburn EDR US Hist Cleaners
236 DK1083 4 4 2609.728 LEA HILL PUMP STATION (UST removed)10406 LEA HILL RD Auburn ALLSITES, UST (UST removed)
237 CV 890, CV 891, CV 892, CV 893 4 4 2673.052
WEST MAIN UNION, DON SMALL & SONS OIL
DISTRIBUTING CO INC, WEST MAIN SHORT
STOP
210 W MAIN ST Auburn EDR US Hist Auto Stat, Financial Assurance,
ALLSITES, UST, EDR US Hist Auto Stat
238 69 4 4 2861.995 7-ELEVEN INC #27219 2202 AUBURN WY S Auburn Financial Assurance
239 BR 630, BR 632, BR 631 4 4 4020.545 ASSOCIATED SIGN GRAPHICS, SCOTT
COATINGS LLC, PALMER G LEWIS CO INC 535 C ST SW Auburn ALLSITES, RCRA NonGen / NLR, FINDS,
ALLSITES, MANIFEST, FINDS, UST
240 AK 308, AK 309 4 4 4619.665 RENTAL MARTS (King Co Library Parking Lot)1018 AUBURN WAY S Auburn ALLSITES, UST, FINDS (King Co Library Parking Lot)
241 AQ 351 4 4 5150.053 TERN BOAT PROPERTY (retail building, white
knight safe & Lock and Tiki Tails)106 11TH ST SE Auburn ALLSITES, FINDS, UST (retail building, White Knight Safe & Lock and Tiki Tails)
242 252 4 5 1444.704 (residential)1406 59TH ST SE Auburn EDR US Hist Auto Stat (residential)
243 EO1271 4 5 1608.473 901 N AUBURN WAY Auburn EDR US Hist Auto Stat
Robinson Noble, Inc.Page 6
Final
Ranking EDR ID WHPA
Zone
Type of
Contamination
Direct
Distance FACILITY STREET CITY Type of Contamination Notes
244 AD 251 4 5 2044.365 (residence)1307 F ST SE Auburn EDR US Hist Auto Stat (residence)
245 AP 297 4 5 2410.8 SOUND RADIATOR AND FENDER WORKS 1227 E Auburn EDR US Hist Auto Stat
246 CV 866 4 5 2491.393 WICKHAM AND SONS (apartment building)111 W MAIN ST Auburn EDR US Hist Auto Stat (apartment building)
247 CV 868 4 5 2523.102 LINCOLN APARTMENTS 124 W MAIN ST Auburn ALLSITES, RCRA NonGen/ NLR, FINDS
248 AP 301, AP 300 4 5 2648.685 US EPA HARTUNG PROPERTY AUBURN
RESIDENT 424 12TH ST SE Auburn FINDS, ALLSITES, RCRA NonGen / NLR
249 DK1073 4 5 2661.167 (residence)32013 104TH PL SE Auburn EDR US Hist Auto Stat (residence)
250 LH2949 4 5 3306.66 residential 30849 48TH CT S Auburn EDR US Hist Auto Stat residence
251 BR 545 4 5 3811.202 PUGET SOUND Auburn ERNS
252 BR 693 4 5 3863.144 (carpet, flooring, and counter shop)501 C ST SW Auburn EDR US Hist Auto Stat (carpet, flooring, and counter shop)
253 524 4 5 3958.823 (residence- may be small engine repair business)2001 2ND ST SE Auburn EDR US Hist Auto Stat (residence- may be small engine repair business)
254 BR 641 4 5 3967.807 B J AUTO REPAIR INC JOHN M C CULLOUGH PR 517 C ST SW Auburn EDR US Hist Auto Stat
255 BD 509 4 5 4024.806 RONS AUTO BODY (accounting/bookkeeping
business)124 7TH ST Auburn EDR US Hist Auto Stat (accounting/bookkeeping business)
256 BD 431 4 5 4092.89 JACK AND JERRY S (madly electric)201 8TH ST Auburn EDR US Hist Auto Stat (madly electric)
257 BD 413, BD 414, BD 412 4 5 4159.08 PEP BOYS 1471 AUBURN 220 8TH ST SE Auburn RCRA-CESQG, ALLSITES, MANIFEST, FINDS
258 AV 367 4 5 4248.097 FRED S AUTO REPAIR 810 C ST Auburn EDR US Hist Auto Stat
259 AV 366 4 5 4269.47 (auto repair)820 C ST SE Auburn EDR US Hist Auto Stat (auto repair)
260 AV 345 4 5 4409.282 JACK AND JERRY S AUTOMOTIVE JERRY
BURLE (Valley Park West Multi Family Residential)909 C ST SE Auburn EDR US Hist Auto Stat (Valley Park West Multi Family Residential)
261 AK 306, AK 307 4 5 4647.978 AUBURN TRANSMISSIONS (1st Auto service)1021 AUBURN WAY S Auburn EDR US Hist Auto Stat (1st Auto service)
262 AQ 347, AQ348 4 5 5139.61 STEVES QUALITY AUTO REFINISHIN (warehouse)114 11TH ST SE Auburn ALLSITES, RCRA NonGen / NLR, FINDS, EDR US
Hist Auto Stat (warehouse)
263 AF 263 4 5 5212.454 JOSE S CHEVRON 1156 S AUBURN WAY Auburn EDR US Hist Auto Stat
264 AQ 350 4 5 5213.105 TWO WHEEL FITTINGS (auto repair)1120 A ST Auburn EDR US Hist Auto Stat (auto repair)
265 AQ 349 4 5 5213.644 (auto repair)1118 A ST SE Auburn EDR US Hist Auto Stat (auto repair)
266 AQ 346 4 5 5218.827 RICK S AUTOMOTIVE RICK BECKLAND (auto
repair)1120 A ST SE Auburn EDR US Hist Auto Stat (auto repair)
267 AF 257 4 5 5393.308 (Shocker's gym)1201 AUBURN WAY S Auburn EDR US Hist Auto Stat (Shocker's gym)
268 AQ 327 4 5 5452.163 (used auto sales)1202 A ST SE Auburn EDR US Hist Auto Stat (used auto sales)
269 EO1326, EO1325 4 6 1915.761 CENTIOLI PLAZA (completed commercial
development)1002 (1104) AUBURN WAY N Auburn FINDS, ALLSITES (completed commercial development)
270 DN1035 4 6 2052.876 DON SMALL & SONS DIST CO AUBURN 112 3RD NW Auburn FINDS
271 CV 902 4 6 2720.936 WASTE MGMT RST DISP HAUL MAINT 240 W MAIN ST Auburn FINDS
272 BL 532 4 7 1842.303 LAKELAND AUBURN CSWGP (constructed
subdivision)LAKELAND HILLS WAY & 69TH AVE SE Auburn ALLSITES (constructed subdivision)
273 519 4 7 2203.243 PINNACLE ESTATES (constructed subdivision)69TH ST E STUART AVE SE QUINCY AVE
SE Auburn ALLSITES (constructed subdivision)
274 Residential Low 4 7 2562
275 AK 267, AK 273, AK272, AK270, AK 268, AK
269, AK 271 4 10 1310.242 AUBURN VALLEY CHEVRON, CHEVRON 95445, 1156 AUBURN WAY S Auburn
CSCSL NFA, VCP, ALLSITES, Financial Assurance,
RCRA NonGen / NLR, FINDS, RGA LUST, UST,
ICR, EDR US Hist Auto Stat
276 EO1273, EO1272 4 10 1949.602 FRED MEYER AUBURN, PIONEER AUTO REPAIR
(Completed Commercial Development)901 & 931 AUBURN WAY N Auburn CSCSL NFA, ALLSITES, FINDS (completed commercial development)
277 C 7, C 6, C 8, C 10, C 9 4 10 5472.826 M.A. SEGALE,INC., ICON MATERIALS, ICON
MATERIALS INC AUBURN PIT & PLANT R STREET SE & ORAVETZ RD Auburn
RGA LUST, US Mines, FINDS, US AIRS, RGA
LUST, MANIFEST, NPDES, RCRA-CESQG, CSCSL
NFA, ALLSITES, UST
278 T 111 5 1 1678.493 3414 A ST SE Auburn SPILLS
279 47 5 1 1708.836 WASTE MANAGEMENT SOUTH KING CO 5016 QUINCY AVE Auburn SPILLS
280 T 115, T 116, T 117, T 118, T 119, T 120 5 1 1726.715 VALLEY AUTO REBUILD RONALD E BALMER,
Valley Towing
3214 A ST SE, 3214 A STREET SE,
VALLEY TOWING, 3214 "A" ST SE Auburn EDR US Hist Auto Stat, ALLSITES, RCRA NonGen
/ NLR, FINDS, SPILLS
281 ER1231, ER1230 5 1 1812.75 MOHAWK NORTHERN PLASTICS INC, WASTE
MANAGEMENT OF SOUTH KING CO 701 A ST NE Auburn ALLSITES, MANIFEST, NPDES, FINDS, RCRA-
LQG, SPILLS
282 EO1340 5 1 1880.67 UNKNOWN 1001 D ST NE Auburn SPILLS
283 FF1362, FF1365 5 1 1972.373 1204 12TH ST NE Sumner ERNS, SPILLS
284 DN1079, DN1078, DN1075, DN1076,
DN1077 5 1 2045.349
PSE, GROW GROUP INC. CONSUMER &
PROFESSIONAL, GROW GROUP, INC.--AUBURN
PLANT, GROW GROUP INC CONSUMER PROD
DIV
111 3RD ST NW Auburn
SPILLS, FINDS, SSTS, CORRACTS, FTTS,
ALLSITES, CERC-NFRAP, HIST FTTS, RCRA
NonGen / NLR, UST, EDR US Hist Auto Stat
Robinson Noble, Inc.Page 7
Final
Ranking EDR ID WHPA
Zone
Type of
Contamination
Direct
Distance FACILITY STREET CITY Type of Contamination Notes
285 EW1415, EW1424, EW1423, EW1422 5 1 2155.565 1221 NE HARVEY RD 1221 HARVEY RD. NE Auburn HIST CDL, US HIST CDL, SPILLS
286 FL1396, FL1398 5 1 2231.032 PSE 1101 D ST NE Auburn SPILLS, ERNS
287 FL1399 5 1 2237.696 1102 D ST NE Auburn SPILLS
288 1389 5 1 2243.196 102 -10TH ST NE Auburn SPILLS
289 AT 319, AT 320, AT 324 5 1 2259.839
624 OLD MAN THOMAS RD E SUMNER METH
LAB, WA ECY 624 OLD MAN THOMAS METH
LAB
624 OLD MAN THOMAS RD E Auburn ALLSITES, RCRA NonGen / NLR, FINDS, FINDS,
SPILLS
290 S 155, S 157, S 156 5 1 2264.373 AUBURN SALVAGE & RECYCLING, METAL
PROCESSORS (gravel lot)2906 'A' ST. S.E.Auburn RGA HWS, FINDS (gravel lot)
291 S 162 5 1 2278.072 AUBURN SALVAGE & RECYCLING (gravel lot)2905 A ST SE Auburn RGA HWS (gravel lot)
292 S 159, S 165, S 164, S 160 5 1 2278.072 BNSF RAILWAY COMPANY A STREET 2905 A ST Auburn RCRA NonGen / NLR, ALLSITES, MANIFEST,
CSCSL, HSL, FINDS, HAZNET
293 1255 5 1 2442.148 31728 102ND AVE SE Auburn SPILLS
294 DX1131, DX1134, DX 1133 5 1 2460.525 FUEL FARM, DON SMALL & SONS OIL
DISTRIBUTING CO INC 325 C ST NW Auburn SPILLS, Financial Assurance, EDR US Hist Auto
Stat
295 ER1286 5 1 2470.743 BEADEX 401 C ST NW AUBURN Auburn SPILLS
296 ER1309, ER1287 5 1 2498.953 UNITED STATES GYPSUM CO, US GYPSUM 401 C ST NW Auburn ALLSITES, MANIFEST, NPDES, RCRA-CESQG,
FINDS, SPILLS
297 ER1311 5 1 2499.558 KEY TRUCKING 425 C ST NW Lake
Tapps SPILLS
298 IA1890 5 1 2519.503 WASTE MANAGEMENT 1001 U ST NW Auburn SPILLS
299 DA1009, DA1007, DA1008 5 1 2598.111 202 C ST NW DELS FARM SUPPLY (warehouse)202 C ST NW Auburn FINDS, RGA HWS, ALLSITES, CSCSL
300 DX1106 5 1 2753.664 319 D STREET NW Auburn SPILLS
301 DX1082 5 1 2763.871 UNK 3RD & D ST NW NEAR BUSINESS Auburn SPILLS
302 401 5 1 2836.758 4602 BRIDGET AVE Auburn SPILLS
303 CV 918 5 1 2847.465 DON SMALL`S UNION 76 DELIVERY 300 W MAIN ST Auburn SPILLS
304 CV 921, CV 920, CV 922 5 1 2874.683 AUBURN LAWN & GARDEN INC 308 WEST MAIN ST Auburn FTTS, HIST FTTS, FINDS, SPILLS
305 DR1123 5 1 3297.779 U HAUL ABURN RERS (Wate Management
Facility)615 2ND ST NW Lake
Tapps ICR, RCRA NonGen / NLR, FINDS (Water Management Facility)
306 DR1080 5 1 3357.485 U-HAUL AUBURN (Waste Management Facility)615 2ND ST NW Auburn RGA LUST (Waste Management Facility)
307 DR1042 5 1 3398.335 SEAL GUARD 101 F ST NW Auburn SPILLS
308 DR1004 5 1 3477.59 PUGET SOUND ENERGY 25 F STREET NW Lake
Tapps SPILLS
309 JD2200 5 1 3589.245 WASTE MGT 51ST AVE S & S 318TH ST Auburn SPILLS
310 NB3143 5 1 3630.02 PSE 5323 S 300TH PL Auburn SPILLS
311 DF 997 5 1 3652.246 PADDY AND DADDY CONSTRUCTION 15 "F" STREET SW Auburn SPILLS
312 HO1884 5 1 3820.136 PSE - PUGET SOUND ENERGY 32109 58TH AVE S Auburn SPILLS
313 BZ 688, BZ 687 5 1 4145.161 1418 OLD MAN THOMAS RD Auburn SPILLS
314 NQ3262 5 1 4322.487 PSE - PUGET SOUND ENERGY 4730 S 301ST DR Auburn SPILLS
315 N 57 5 1 4489.043 MUCKLESHOOT CASINO 2402 AUBURN WY S Auburn SPILLS
316 FT1443 5 1 4678.324 PSE - PUGET SOUND ENERGY 31510 106TH PL SE Lake
Tapps SPILLS
317 BE 399 5 1 4984.172 407 V PL SE Auburn SPILLS
318 KE2405 5 1 5189.429 32011 44TH AVE SO Auburn SPILLS
319 CM 774 5 1 5248.887 16TH ST E AND SUMNER TAPPS HWY Auburn SPILLS
320 CM 842 5 1 5362.02 2119 SUMNER TAPPS HIGHWAY Auburn SPILLS
321 KE2348 5 1 5366.61 UNKNOWN S 321ST & 44TH AVE S Auburn SPILLS
322 EF1245 5 1 5444.721 UNKNOWN 11002 SE 318TH CT Lake
Tapps SPILLS
323 AQ 325 5 1 5528.957 CEDAR GROVE COMPOST 1232 A ST SE Auburn SPILLS
324 O 83, O 84 5 1 5959.53 UNION 76/CIRCLE K, D AND D EXXON 2802 AUBURN WAY S Auburn SPILLS, EDR US Hist Auto Stat
325 CD 804 5 1 6041.488 17800 16TH STREET EAST Lake
Tapps SPILLS
326 BA 344 5 1 6100.915 UNKNOWN C ST & 15TH Auburn SPILLS
327 O 80, O 81 5 1 6112.781 PRESTIGE STATION INC NO 652, ARCO FACILITY
#6093 2790 S AUBURN WAY Auburn EDR US Hist Auto Stat, INDIAN LUST, INDIAN
UST
328 O 86, O 87 5 1 6163.474 MUCKLESHOOT MARKET & DELI, CIRCLE K
01477 2802 AUBURN WAY S.Auburn INDIAN LUST, FINDS, INDIAN UST
329 AI 304 5 1 6279.446 15TH & A ST NW Auburn SPILLS
330 O 91, O 92 5 1 6463.534 FOREST VILLA (shopping center has been
demolished, vacant property remains)2902 AUBURN WAY S Auburn FINDS, VCP, ALLSITES, CSCSL (shopping center has been demolished, vacant property
remains)
Robinson Noble, Inc.Page 8
Final
Ranking EDR ID WHPA
Zone
Type of
Contamination
Direct
Distance FACILITY STREET CITY Type of Contamination Notes
331 BK 486, BK 488, BK 487, BK 489, BK 503, BK
502 5 1 6720.713 LAKE TAPPS MINI MART 18215 9TH ST E, 18215 9TH ST E STE 101,
18215 - 9TH STREET EAST
Lake
Tapps
FINDS, EDR US Hist Auto Stat, EDR US Hist
Cleaners, VCP, ALLSITES, CSCSL, LUST, UST,
HMIRS, Financial Assurance
332 V 138, V 137, V 136, V 139 5 1 6993.055
FAA SEATTLE AIR ROUTE TRAFFIC CONTROL CE,
FEDERAL AVIATION ADMINISTRATION, FEDERAL
AVIATION ADMINISTRATION (EXEMPT)
3101 AUBURN WAY S.Auburn INDIAN LUST, INDIAN UST, RGA LUST
333 1176 5 1 7060.357 COUNTY WASTE 17917 22ND ST CT EAST Auburn SPILLS
334 AH 259, AH 260, AH 262, AH 261 5 1 7068.132 AUBURN STOR MORE 1802 A ST SE, 1802 ''A'' STREET, 1802 A
ST SE, LOCKER #60 Auburn ALLSITES, RCRA NonGen / NLR, FINDS, SPILLS
335 1315 5 1 7135.441 RYDER TRUCKS 17508 24TH ST COURT E 166TH EXIT -
LEFT Auburn SPILLS
336 AH 250 5 1 7362.043 1902 A ST SE Auburn SPILLS
337 835 5 1 7368.224 18310 14TH CT E Auburn SPILLS
338 1027 5 1 7736.781 VESSEL OWNER 1710 CHANNEL DRIVE Auburn SPILLS
339 FK1387 5 1 8093.977 NONE 2509 179TH AVE EAST - BONNEY LAKE Auburn SPILLS
340 AE 256 5 1 8183.057 1901 C STREET SW Auburn SPILLS
341 AE 253, AE 255, AE 254 5 1 8192.078 USE-AGAIN, US NAVY SEADET PERA CV AUBURN 1903 C STREET SW, 1903 C STREET
WHSE 8 DOOR 1 Auburn SPILLS, RCRA NonGen / NLR, FINDS, ALLSITES
342 J 42 5 1 8402.1 2020 49TH SE Auburn SPILLS
343 664 5 1 8564.864 PRIVATE CITIZEN 909 187TH AVENUE EAST, BONNEY
LAKE, WA.Auburn SPILLS
344 1274 5 1 8603.011 UNKNOWN 409 205TH AVENUE COURT SOUTH,
SUMNER WA.Auburn SPILLS
345 EC1237 5 1 8810.491 PUGET SOUND ENERGY 20311 6TH ST CT E Auburn SPILLS
346 M 56 5 1 9144.349 4900 KERSEY WAY Auburn SPILLS
347 227 5 1 9472.498 WASTE MANAGEMENT 2820 SKYWAY PLACE SE Auburn SPILLS
348 1257 5 1 9516.967 1913 TACOMA POINT DR EAST Sumner SPILLS
349 279 5 1 9861.694 3210 SCENIC DR SE Auburn HIST CDL, SPILLS
350 FI1381 5 1 10189.31 UNKNOWN 20208 12TH ST. E, SUMNER, AT THE
INTERSE
Lake
Tapps SPILLS
351 GF1542, GF1544 5 1 10323.59 20906 EAST EDWARDS ROAD 20906 EAST EDWARDS ROAD Auburn US CDL, SPILLS
352 GF1605 5 1 10605.81 BANNER STRUCTURE 21112 7TH AVENUE STREET COURT
EAST Auburn SPILLS
353 587 5 1 10684.8 GREEN VALLEY ROAD & AUBURN BLACK
DIAMOND Auburn SPILLS
354 FI1457, FI1458 5 1 10812.27 1312 203RD AVE. E.Bonney
Lake HIST CDL, SPILLS 90
355 1811 5 1 10971.66 3515 DEER ISLAND DRIVE EAST Auburn SPILLS
356 1629 5 1 11191.75 1120 211TH AVE E Auburn SPILLS
357 EM1213, EM1212 5 1 11981.47 DEPT OF FISH & WILDLIFE, WA DFW SOOS
CREEK HATCHERY 13030 AUBURN-BLACK DIAMOND RD Lake
Tapps SPILLS, ALLSITES, NPDES, FINDS
358 EM1342 5 1 12239.5 17630 SE 323RD ST 13404 AUBURN - BLACK DIAMOND RD Auburn SPILLS
359 1477 5 1 12702.88 PSE 13404 SE AUBURN BLACK DIAMOND RD Auburn SPILLS
360 1361 5 1 12840.49 PSE - PUGET SOUND ENERGY 33009 129TH WAY SE Auburn SPILLS
361 BG 443 5 1 13076.32 CITY OF AUBURN 5002 AUBURN WAY S Auburn SPILLS
362 BG 450, BG 448, BG 447, BF 451, BG 445,
BG 446, BG 444, BF 449 5 1 13078.01 AUBURN ADVENTST ACADEMY 5000 AUBURN WAY SOUTH Auburn RGA LUST, FTTS, HIST FTTS, RGA HWS, FINDS
363 IS2057 5 1 13099.01 4309 183RD AVE E Auburn SPILLS
364 JU2239 5 1 13850.28 18006 45TH ST E Auburn SPILLS
365 JU2240 5 1 13850.28 18005 45TH ST E Auburn SPILLS
366 2061 5 1 15183.46 CITIZEN 21512 22ND STREET COURT EAST Auburn SPILLS
367 BB 368 5 1 15347.42 2801 ACADEMY DR Auburn SPILLS
368 CL 798, CL 799, CL 800 5 1 15645.55
NORTHWEST PIPELINE ENUMCLAW BUCKLEY
M/S, NORTHWEST PIPELINE METER STATIONS -
ENUM
3839 ACADEMY DR SE Lake
Tapps
RCRA NonGen / NLR, VCP, ALLSITES,
MANIFEST, CSCSL, FINDS, HSL, ICR
369 2235 5 1 16483.02 N/A 2803 214TH AVE EAST - SUMNER Auburn SPILLS
370 948 5 1 16582.81 5725 AUBURN WAY SO Auburn SPILLS
371 3107 5 1 17277.96 PRIVATE CITIZEN 5505 185TH AVE CT E Auburn SPILLS
372 863 5 1 17321.73 13629 SE GREEN VALLEY ROAD Auburn SPILLS
Robinson Noble, Inc.Page 9
Final
Ranking EDR ID WHPA
Zone
Type of
Contamination
Direct
Distance FACILITY STREET CITY Type of Contamination Notes
373 1114 5 1 17581.37 MUKELSHOOT TRIBE 41135 AUBURN WAY SE Auburn SPILLS
374 NC3169 5 1 18036.56 5222 W TAPPS DRIVE E Auburn SPILLS
375 NC3212 5 1 18199.98 PUGET SOUND ENERGY-PSE 5405 189TH AVENUE EAST Auburn SPILLS
376 1306 5 1 18252.74 36400 148TH AVE SE Auburn SPILLS
377 NN3215, NN3216, NN3217, NN3218 5 1 18410.03 19201 E 54TH ST, 19201 54TH E ST 19201 E 54TH ST Auburn US HIST CDL, HIST CDL, SPILLS, US CDL
378 LD2544 5 1 18563.88 RESIDENCE 3320 214TH AVE E Auburn SPILLS
379 LD2910 5 1 19099.82 PUGET SOUND ENERGY 3608 214TH AVE E Auburn SPILLS
380 1907 5 1 25396.51 PSE- PUGET SOUND ENERGY 16131 SE GREEN VALLEY RD.Auburn SPILLS
381 S 163 5 2 2278.072 AAA RECYCLING (gravel lot)2905 A ST SE Auburn RGA LF (gravel lot)
382 CA 694 5 2 2604.276 (Regency Cleaners)1408 LAKE TAPPS PKWY SE Auburn EDR US Hist Cleaners (Regency Cleaners)
383 FR1462, FR1461, FR1464 5 2 2687.509 VILLA DRY CLEANERS 1315 AUBURN WAY N Auburn EDR US Hist Cleaners, ALLSITES, RCRA NonGen
/ NLR, FINDS, EDR US Hist Cleaners
384 FR1465 5 2 2701.827 1319 AUBURN WAY N Auburn EDR US Hist Cleaners
385 KJ2404 5 2 4160.916 residence 31723 47TH CT S Auburn EDR US Hist Cleaners residence
386 34 5 2 5002.091 (residence)2520 26TH ST SE Auburn EDR US Hist Cleaners (residence)
387 O 93, O 94, ) 95, O 96 5 2 6325.142
FOREST VILLA CLEANERS & LAUNDERETTE
(shopping center has been demolished, only vacant
property remains)
2908 AUBURN WAY S Auburn
EDR US Hist Cleaners, ALLSITES, Inactive
Drycleaners, RCRA NonGen / NLR, US AIRS,
FINDS, EDR US Hist Cleaners
(shopping center has been demolished, only vacant
property remains)
388 AC 223 5 2 7691.911 (residence)221 21ST PL SE Auburn EDR US Hist Cleaners (residence)
389 1256 5 2 8122.573 (residence)2410 185TH AVE E Auburn EDR US Hist Cleaners (residence)
390 GM1638, GM1639 5 2 8872.742 (Lake Tapps Cleaner)3106 SUMNER TAPPS HWY E Auburn EDR US Hist Cleaners (Lake Tapps Cleaner)
391 GM1640 5 2 8894.855 LAKE TAPPS CLEANER CLEANERS (nail salon)3110 SUMNER TAPPS HWY E Auburn EDR US Hist Cleaners (nail salon)
392 AG 247 5 2 11216.27 (residence)3415 19TH ST SE Auburn EDR US Hist Cleaners (residence)
393 1460 5 2 11256.69 (residence)20005 16TH ST E Auburn EDR US Hist Cleaners (residence)
394 2044 5 2 16482.13 BRIGHTSIDE HOME SVC CARPET (residential)20315 ISLAND PKY E Auburn EDR US Hist Cleaners (residential)
395 EW1404 5 3 2128.324 722 12TH ST NE Auburn HIST CDL
396 CV 894 5 3 3269.516 102 'D' STREET SW APT. C Auburn HIST CDL
397 CV 848 5 3 3453.785 223 D ST SW Auburn HIST CDL
398 141 5 3 4500.567 426 - 23RD STREET SE, UNIT C,Auburn HIST CDL
399 NV3268, NV3272 5 3 5556.776 30862 S 38 AVE- residence 30862 38TH AVE. S.Auburn HIST CDL, US HIST CDL
400 AE 235 5 3 8005.002 2104 "A" ST SE APT C Auburn HIST CDL
401 FK1386 5 3 8093.977 2509 - 179TH AVENUE E Auburn HIST CDL
402 S 134, S 135 5 4 1878.673 AUBURN ELECTRIC 3108 A ST SE Auburn FINDS, ALLSITES, UST
403 DX1135, DX1142 5 4 2465.001 FUEL FARM 328 C ST NW Auburn FINDS, UST
404 S 174, S 179, S 177, S 176, S 178, S 175, S
180 5 4 2520.521 UTILITY VAULT, OLDCASTLE PRECAST INC 2808 A ST SE Auburn UIC, RCRA NonGen / NLR, FINDS, TRIS, UST,
ALLSITES,
405 CV 955 5 4 3220.751 HENRY F KRATOVEL 448 W MAIN ST Auburn ALLSITES, FINDS, UST
406 JD2105, JD2104 5 4 4298.425 HUBNER BROTHERS CONSTRUCTION INC
(callalilly flower farm)5021 S 321ST Auburn ALLSITES, UST, FINDS (calla lily flower farm)
407 AQ 310 5 4 5913.139 BURLINGTON NORTHERN RAILROAD 15TH & A ST (SECTION HOUSE)Auburn ALLSITES, UST
408 BA 371, BA 372 5 4 6228.211 GSA AUBURN PROPERTY MGMT TEAM, US GSA
AUBURN 400 15TH ST SW Auburn ALLSITES, MANIFEST, RCRA NonGen / NLR,
FINDS, ALLSITES, UST
409 AZ 342, AZ 341 5 4 6286.361 FENSTER 10520 AUBURN BLACK DIAMOND RD Auburn FINDS, ALLSITES, UST
410 Y 191, Y 190 5 4 7962.962 NORTHWEST PUMP & DRILLING COMPANY 3245 AUBURN WAY S Auburn FINDS, ALLSITES, UST
411 AE 230, AE 229, AE 228 5 4 8340.536 BERNARD MOTORS 2204 A ST SE Auburn ALLSITES, MANIFEST, FINDS, EDR US Hist Auto
Stat, MANIFEST, RCRA-CESQG
412 GM1644 5 4 8922.086 PIERCE CNTY FIRE DIST 22 LAKE TAPPS 3206 W TAPPS DR E Auburn ALLSITES, RCRA NonGen / NLR, FINDS, UST
413 1799 5 4 12734.66 FIRE STATION 2 21105 N TAPPS HWY (1605 210th Avenue
East)Auburn ALLSITES, UST
414 CL 767, CL 768, CL 769, CL 770 5 4 15446.98 B C OIL, BROWN'S CORNER SHORT STOP, DON
SMALL & SONS OIL DISTRIBUTING CO INC 5550 S AUBURN WAY Auburn EDR US Hist Auto Stat, UST, Financial Assurance,
ALLSITES, FINDS
415 582 5 4 17635.52 AUBURN ADVENTIST ACADEMY WYMAN DR 2732 WYMAN DR Auburn ALLSITES, UST
416 I 46 5 5 489.149 (residence)3117 D ST SE Auburn EDR US Hist Auto Stat (residence)
417 41 5 5 700.928 (tall cedars mobile home park)401 37TH ST. S.E.Auburn ERNS (tall cedars mobile home park)
418 85 5 5 1105.558 (residence)5103 NATHAN AVE SE Auburn EDR US Hist Auto Stat (residence)
419 29 5 5 1231.211 (Spaid Mobile Home park)707 37TH ST SE Auburn EDR US Hist Auto Stat (Spaid Mobile Home park)
420 T 112, T 113 5 5 1685.715 GM NAMEPLATE INC AUBURN (Imaginetics)3410 A ST SE Auburn RCRA NonGen / NLR, FINDS, ALLSITES (Imaginetics)
421 1967 5 5 1724.444 residential 1322 U ST NW Auburn EDR US Hist Cleaners residential
422 S 146 5 5 2071.637 (AgBAR Technologies, Inc, Auto Emissions)3002 A ST SE Auburn EDR US Hist Auto Stat (AgBAR Technologies, Inc., Auto Emissions)
423 IA1903 5 5 2201.667 residential 1226 U ST NW Auburn EDR US Hist Auto Stat residential
424 K 61 5 5 2233.352 (residence)506 27TH ST SE Auburn EDR US Hist Cleaners (residence)
Robinson Noble, Inc.Page 10
Final
Ranking EDR ID WHPA
Zone
Type of
Contamination
Direct
Distance FACILITY STREET CITY Type of Contamination Notes
425 S 158 5 5 2268.409 (Herb's auto service)2904 A ST SE Auburn EDR US Hist Auto Stat (Herb's auto service)
426 FR1439, FR1438, FR1437 5 5 2388.322 RITE AID #5171 1231 AUBURN WAY N Auburn ALLSITES, FINDS, RCRA-CESQG
427 ER1319, ER1320, ER1318 5 5 2528.374 NORGREN GT DEVELOPMENT CORP 425 C ST NW, 425 C ST NW SUITE 100 Auburn ALLSITES, TRIS, FINDS
428 CA 697 5 5 2622.274 (Higgin Foods)1406 LAKE TAPPS PARKWAY E.Auburn ERNS (Higgin Foods)
429 DR1044 5 5 2755.291 LOYAL S AUTO REPAIR (transit refrigeration)208 D ST Auburn EDR US Hist Auto Stat (transit refrigeration)
430 FR1470 5 5 2788.385 ERNST HOME NURSERY 248 (vacant grocery
store)1347 AUBURN WAY N Auburn ALLSITES, RCRA NonGen / NLR, FINDS (vacant grocery store)
431 DR1049 5 5 2826.089 vacant residence 220 D ST NW Auburn EDR US Hist Cleaners vacant residence
432 CV 959 5 5 3395.903 KING CNTY AMBULANCE CO AUBURN (office
building)18 E ST SW Auburn ALLSITES, RCRA NonGen / NLR, FINDS (office building)
433 NB3145 5 5 3608.153 residential 5319 S 301ST CT Auburn EDR US Hist Auto Stat residential
434 3146 5 5 3629.406 residential 5102 S 302ND PL Auburn EDR US Hist Auto Stat residential
435 DF 996 5 5 3660.21 (Multi Family Residential)15 F ST S.W.Auburn ERNS (multi-family residential)
436 452 5 5 3695.123 (residence)5019 BRIDGET AVE SE Auburn EDR US Hist Auto Stat (residence)
437 KJ2409 5 5 3749.289 residential 4811 S 315TH PL Auburn EDR US Hist Auto Stat residential
438 CV 874 5 5 3900.749 (alpine products warehouse)550 3RD ST SW Auburn EDR US Hist Auto Stat (alpine products warehouse)
439 NQ3249 5 5 4297.557 multifamily residential 4626 S 302ND LN Auburn EDR US Hist Auto Stat multi-family residential
440 BR 600 5 5 4311.496 B AND B RADIATOR 529 C ST Auburn EDR US Hist Auto Stat
441 N 60, N 59 5 5 4363.202 MUCKLESHOOT CASINO 2402 AUBURN WAY SO Auburn ERNS, FINDS
442 BR 558 5 5 4448.501 tattoo parlor 801 C ST SW Auburn EDR US Hist Auto Stat tattoo parlor
443 BS 548, BS 549 5 5 4571.192 SCOTT COATINGS LLC (pro refrigeration)326 8TH ST SW STE 4 Auburn RCRA NonGen / NLR, ALLSITES, MANIFEST,
FINDS (pro refrigeration)
444 BS 583 5 5 4694.401 SONOCO PRODUCTS CO AUBURN (auto and
truck service)428 8TH ST SW STE 5 Auburn ALLSITES, RCRA NonGen / NLR, FINDS (auto and truck service)
445 2011 5 5 5117.07 residential 5124 S 324TH ST Auburn EDR US Hist Auto Stat residential
446 O 62 5 5 5554.416 AUBURN ARCO 2702 S AUBURN WAY Auburn EDR US Hist Auto Stat
447 O 90 5 5 6294.771 (multi family residential)2901 AUBURN WAY S Auburn EDR US Hist Cleaners (multi-family residential)
448 AC 217 5 5 7370.577 (residence)1914 C ST SE Auburn EDR US Hist Auto Stat (residence)
449 V 173 5 5 7441.832 (vacant lot)3213 AUBURN WAY S Auburn EDR US Hist Auto Stat (vacant lot)
450 V 189 5 5 7567.823 ART S AUTOMOTIVE AND SMALL ENGINE
REPAIR (vacant lot)3241 S AUBURN WAY Auburn EDR US Hist Auto Stat
451 31 5 5 7879.41 ICON AUBURN R ST SE & ORVALEZ RD Auburn TRIS
452 EC1113 5 5 8374.098 (residential)505 201ST AVE E Auburn EDR US Hist Auto Stat (residential)
453 1036 5 5 8531.946 (residential)1720 TACOMA POINT DR E Auburn EDR US Hist Auto Stat (residential)
454 1497 5 5 8943.453 (residential)2804 179TH AVE E Auburn EDR US Hist Auto Stat (residential)
455 1766 5 5 9841.048 (residential)3410 W TAPPS DR E Auburn EDR US Hist Auto Stat (residential)
456 AG 246 5 5 10681.81 (residence)1926 19TH PL SE Auburn EDR US Hist Auto Stat (residence)
457 GF1606, GF1607 5 5 10914.02 US EPA EDWARDS RD EDWARDS RD & 10TH ST Auburn FINDS, ALLSITES, RCRA NonGen / NLR
458 EM1206 5 5 11991.52 WA DFW AUBURN, 13124 AUBURN BLACK DIAMOND RD Auburn RCRA NonGen / NLR
459 BG 453 5 5 13092.14 AUBURN CITY AUBURN WAY S 5002 AUBURN WAY S Auburn ALLSITES, RCRA NonGen / NLR, FINDS
460 JU2304 5 5 14244.42 (residential)18022 46TH AVE EAST Auburn ERNS (residential)
461 1964 5 5 15087.4 residential 2423 211TH AVE E Auburn EDR US Hist Auto Stat residential
462 2042 5 5 15230.02 (residential)21217 23RD STREET CT E Auburn EDR US Hist Auto Stat (residential)
463 BB 369 5 5 15417.43 BERRY GOOD PRODUCTS LP 2809 ACADEMY DR SE Auburn ALLSITES, RCRA NonGen / NLR, FINDS
464 BB 370 5 5 15472.59 (industrial)2810 ACADEMY DR SE Auburn EDR US Hist Auto Stat (industrial)
465 IW2070, IW2071 5 5 15487.03 (residential)18010 41ST STREET CT E Auburn EDR US Hist Auto Stat (residential)
466 2854 5 5 16010.34 (residential)4926 W TAPPS DR E Auburn EDR US Hist Auto Stat (residential)
467 NC3151 5 5 17910.22 (residential)5216 W TAPPS DR E Auburn EDR US Hist Auto Stat (residential)
468 2987 5 5 19267.23 TECHNIC MACHINE CO INC (residential)21917 34TH ST CT E Auburn ALLSITES, RCRA NonGen / NLR, FINDS (residential)
469 LD2942, LD2947 5 5 19320.09 (residential)3706 214TH AVE E Auburn EDR US Hist Auto Stat (residential)
470 777 5 5 19380.92 AUBURN ADVENTIST ACADEMY 3404 ACADEMY DR SE Auburn ALLSITES, RCRA NonGen / NLR, FINDS
471 I 45, I 44 5 6 481.894 ROHR INC, ROHR INDUSTRIES (DAA)3130 D ST. S.E.Auburn FINDS, HIST FTTS (DAA)
472 EO1339, EO1338, EO1337 5 6 1879.824 AUBURN MARKETPLACE LOT B 10TH ST NE & D ST NE Auburn ALLSITES, NPDES, FINDS
473 S 161 5 6 2278.072 AUBURN SALVAGE & RECYCLING (gravel lot)2905 A ST SE Auburn FINDS (gravel lot)
474 Z 193, Z 192 5 6 2509.107 LOWES OF AUBURN WA FLATBED LOCATION
1409 2509 C ST SW Auburn ALLSITES, FINDS
475 CA 712, CA 711 5 6 2652.181 EVERGREEN FACILITY GROUP (shopping center)1402 LAKE TAPPS PARKWAY E Auburn ALLSITES, FINDS
476 DK1107 5 6 2736.697 LEA HILL PUMP STATION 10406 LEA HILL RD Auburn FINDS (shopping center)
477 CV 939 5 6 2758.604 CENEX HARVEST STATES AUBURN LPG 130 C ST NW Auburn ALLSITES, FINDS
478 HO1845 5 6 4250.438 COMCAST COMMUNICATIONS LLC AUBURN 32323 58TH AVE S Auburn ALLSITES, FINDS
Robinson Noble, Inc.Page 11
Final
Ranking EDR ID WHPA
Zone
Type of
Contamination
Direct
Distance FACILITY STREET CITY Type of Contamination Notes
479 HO1816, HO1815 5 6 4637.23 MOUNTAIN VIEW ESTATES AUBURN - subdivision
under construction 32516 58TH AVE S Auburn FINDS, ALLSITES, NPDES subdivision under construction
480 BS 624, BS 625 5 6 4920.746 LA PIANTA LP AUBURN 8TH ST SW 622 8TH ST SW Auburn FINDS, ALLSITES, NPDES
481 BF 417, BF 415, BF 416 5 6 5583.183 NORTHLAKE ESTATES LENNAR (constructed
subdivision)
LAKE TAPPS PKWY E & FRANKLIN AVE
SE Auburn FINDS, ALLSITES (constructed subdivision)
482 AE 232, AE 233 5 6 8061.411 AAA RECYCLING AND SALVAGE (auto service)2112 A STREET NE Auburn FINDS, FTTS, HIST FTTS (auto service)
483 1990 5 6 11892.22 WA ECY W TAPPS DR DUMP SITE INTERSECTION OF W TAPPS DR & 175TH Auburn ALLSITES, FINDS
484 IS2040 5 6 13062.29 DRAINAGE DISTRICT 24 LAKE TAPPS (residential)4407 184TH AVE E Auburn FINDS (residential)
485 AX 334, AX 333 5 6 14488.98 SEA TAC PAC 2731 ACADEMY DR SE #A-2 Auburn FINDS, SSTS
486 454 5 7 3118.706 LAKELAND VILLAS (constructed sub division)THOMAS AVE SE Auburn ALLSITES, NPDES (constructed sub division)
487 EF1125 5 7 4695.876 WESLEY HOMES 10805 SE 320TH ST Auburn ALLSITES
488 3158 5 7 4741.489 LAKE DOLLOFF ELEMENTARY 4200 S. 308TH ST.Auburn PADS
489 1738 5 7 6534.42 STIPPS MEADOW (new subdivision under
construction)62810 56TH AVE S Auburn ALLSITES, NPDES
490 AH 298 5 7 6562.774 ORION AEROSPACE A ST NE & 16TH ST NW Auburn ALLSITES, NPDES
491 AI 258 5 7 6618.816 KENT/AUBURN CONVEYANCE - STUCK RIVER
TRU 17TH ST SE AND K STREET SE Auburn ALLSITES, NPDES
492 831 5 7 6636.945 199TH AVE CT E & 198TH AVE E ROAD PROJEC
(constructed road project)199TH AVE CT E & 198TH AVE E Auburn ALLSITES, NPDES (constructed road project)
493 J 43 5 7 8568.889 LITOWITZ SEWER EXTENSION KERSEY WAY SE & 49TH ST SE Auburn ALLSITES
494 W 143, W 144, W 145 5 7 10248.43
EDGEVIEW, KERSEY III DIVISION 2, KERSEY III
DIVISION 2, NORRIS HOMES KERSEY III
DIVISION 1 (constructed sub division)
SWC KERSEY WAY SE & 53RD ST SE Auburn ALLSITES, NPDES, ALLSITES, NPDES (constructed sub division)
495 2122 5 7 16713.14 TAPPS ISLAND GOLF COURSE 20818 ISLAND PKWY E Auburn ALLSITES
496 BE 517 5 9 4801.556 FENSTER 2B SETBACK REVETMENT FENSTER NATURE PARK Auburn NPDES
497 1145 5 9 5409.601 FOREST CANYON HIGHLANDS NOVASTAR
(constructed road project)EXTENSION OF LAKELAND HILLS WAY Auburn NPDES (constructed road project)
498 CM 862 5 9 5957.22 FAIRWEATHER COVE (constructed sub division)Auburn NPDES (constructed sub division)
499 M 68 5 9 8281.303 LAKELAND HILLS ESTATES (constructed sub
division)5000 BLOCK OF KERSEY WAY SE Auburn NPDES (constructed sub division)
500 FL1391, FL1392, FL1393, FL1394, FL1395,
FL1397, 5 10 2230.746 CITY OF AUBURN FIRE DEPT, NORTH FIRE
STATION, NORTH AUBURN FIRE DEPT 1101 D STREET NE, 1101 D ST. NE Auburn RGA LUST, ICR, CSCSL NFA, ALLSITES, RCRA
NonGen / NLR, FINDS, UST, RGA LUST, SPILLS,
501 DR1058, DR1054, DR1057, DR1056,
DR1055, DR1059 5 10 2823.044 ACCURATE INDUSTRIES INC, CUSTOM BUILT
METALS, SCHADE TRUST 233 D ST NW Auburn
RCRA NonGen / NLR, RGA HWS, FINDS, CSCSL
NFA, VCP, INST CONTROL, ALLSITES,
MANIFEST, UST, FINDS
502 CV 919 5 10 2847.465 GROUP W CABLE INC (Spectrum Sign Co)301 W MAIN Auburn CSCSL NFA, ALLSITES, FINDS, UST
503 CV 845 5 10 3231.72 WR GRACE (Transit Center)102 C ST Auburn CSCSL NFA, ALLSITES, RCRA NonGen / NLR,
FINDS
504 CV 837, CV 840, CV 839, CV 838 5 10 3282.222
THOROUGHBRED AUTO BODY, SUNBREAK CAF
/THOROUGHBRED AUTO BODY (TW,
ABANDONDED FORMER TEXACO (Bridge over
Railroad and Freeway Entrance)
309 C ST SW Auburn
CSCSL NFA, VCP, ALLSITES, RCRA NonGen /
NLR, FINDS, UST, ICR, RGA LUST, EDR US Hist
Auto Stat
(TW, Abandoned former TEXACO, bridge over railroad and
freeway E\entrance)
505 DR1124, DR1122 5 10 3297.779
AUBURN RENTAL EQUIP REPR SHOP INC,
AUBURN RENTAL EQUIPMENT REPAIR SHOP
INC(Waste Management Facility)
615 2ND AVE NW Auburn FINDS, CSCSL NFA, ALLSITES, UST (Waste Management Facility)
506
BA 432, BA 436, BA 440, BA 438, VA 437,
BA 439, BA 434, BA 435, BA 433, BA 441,
BA 442
5 10 5412.381 CITY OF AUBURN MAINTENANCE AND
OPERATION, AUBURN CITY M & O BUILDING 1305 C STREET SW Auburn
FINDS, SPILLS, ICIS, RGA LUST, CSCSL NFA,
ALLSITES, Financial Assurance, RCRA NonGen /
NLR, UST, ICR,
507 CD 701, CD 700, CD 702 5 10 5762.544 DIERINGER SD 343, DIERINGER SCHOOL DIST
343 1320 178TH AVE E Auburn FTTS, HIST FTTS, CSCSL NFA, ALLSITES, ICR,
RCRA NonGen / NLR, FINDS, UST
508 O 78 5 10 6108.7 ARCO 6093 2790 AUBURN WAY S Auburn CSCSL NFA, ALLSITES, MANIFEST, RCRA
NonGen / NLR, FINDS, ICR
509 AZ 340, ALLSITES, ICR, UST 5 10 6319.603 CONTINENTAL DIRT CONTRACTORS INC 10526 AUBURN BLACK DIAMOND HWY Auburn CSCSL NFA
Robinson Noble, Inc.Page 12
Final
Ranking EDR ID WHPA
Zone
Type of
Contamination
Direct
Distance FACILITY STREET CITY Type of Contamination Notes
510
AH 283, AH 284, AH 281, AH 282, AH 280,
AH 285, AH 286, AH 290, AH 291, AH 287,
AH 288, AH 289, AH 292
5 10 6643.921
PETROSUN #1308, JACKPOT STATION 308, TIME
OIL #01 308, JACK POT CONNIE COLLINS MGR,
FOOD MART 308, PETROSUN #1308, 7-11
1602 A STREET SE Auburn
FINDS, EDR US Hist Auto Stat, CSCSL NFA, VCP,
ALLSITES, Financial Assurance, ICR, UST, RGA
LUST, RGA HWS, SPILLS
511 GM1586, GM1588, GM1589, GM1587 5 10 8331.186 LAKE TAPPS DELI & GAS 17008 LAKE TAPPS HWY N Auburn Financial Assurance, FINDS, UST, EDR US Hist
Auto Stat, CSCSL NFA, ALLSITES
512 EV1281, EV1280 5 10 10328.02 LAKE TAPPS COUNTY PARK 1715 198TH AVE E Auburn CSCSL NFA, VCP, ALLSITES, ICR, UST, FINDS
513 795 5 10 11392.66 WA DFW AUBURN 13124 AUBURN BLACK DIAMOND RD Auburn CSCSL NFA, ALLSITES, UST
CW 927 Deleted after field verification and database review Auburn SPILLS deleted after field verification and EDR review-1 gallon
gasoline spill. Insignificant
X 200 Deleted after field verification and database review Auburn SPILLS deleted after field verification and EDR review-1 gallon of
antifreeze
CU 861 Deleted after field verification and database review WASTE MANAGEMENT Auburn SPILLS deleted after field verification and EDR review-10 gallons
of hydraulic oil-relatively insignificant
AF 231 Deleted after field verification and database review PUGET SOUND ENERGY 1403 AUBURN WAY S Auburn SPILLS 20 gallons of transformer oil
EW1289 Deleted after field verification and database review PSE - PUGET SOUND ENERGY 819 10TH ST NE Auburn SPILLS 22 gallons of transformer oil
EO1218 Deleted after field verification and database review 502 8TH NE Auburn SPILLS 2 gallons of gasoline
D 19 Deleted after field verification and database review PSE 1128 33RD RD SE Auburn SPILLS 2 gallons of mineral oil
Green text = Robinson Noble notes
Purple text = Field survey notes
Blue text = Zoning categories
Robinson Noble, Inc.Page 13
APPENDIX C
[Date]
King County Fire Protection District 31,
The City of Auburn has developed an updated Wellhead Protection Plan (WHPP) as required by
the Washington Department of Health (DOH). As part of this plan, the City must coordinate
with agencies responsible for incident/spill response procedures. As stated in the DOH Well-
head Protection Program Guidance Document, “if a public water system’s source water is de-
termined to be vulnerable to surface activities, special procedures may need to be incorporated
into local emergency response plans.” As part of the WHPP, we request that District 31 con-
sider changes to your incident/spill response procedures to ensure adequate protection of
groundwater resources within the defined wellhead protection areas.
The findings of the WHPP indicate that, due to the geologic setting, there is only limited protec-
tion for the City’s single-source aquifer from low-permeability materials at the ground surface.
Therefore, surface spills could quickly infiltrate into the aquifer placing our water sources at risk,
especially if the spill is in close proximity to the production wells. Regardless of the apparent
surface material conditions, care should still be exercised because the nature of the geology
can vary appreciably over short distances.
The City is interested in establishing a cooperative relationship with the Fire District that will
allow for pre-response planning and data exchanges, as well as on-site coordination in the
event of a spill within our Wellhead protection areas. It might be beneficial to meet with you
and your staff so we can better understand how the Fire District would respond to various sce-
narios and potential chemical spills and other hazards. At the same time, we could explain our
priority areas and concerns regarding the protection of the local groundwater.
We would like to meet with you to coordinate our efforts, and request that you contact the City
with suggested meeting dates/times. Thank you for your attention in this matter. If you have
any questions about the plan, please do not hesitate to contact the City.
Sincerely,
The City of Auburn
[Date]
King County Fire Protection District 37,
The City of Auburn has developed an updated Wellhead Protection Plan (WHPP) as required by
the Washington Department of Health (DOH). As part of this plan, the City must coordinate
with agencies responsible for incident/spill response procedures. As stated in the DOH Well-
head Protection Program Guidance Document, “if a public water system’s source water is de-
termined to be vulnerable to surface activities, special procedures may need to be incorporated
into local emergency response plans.” As part of the WHPP, we request that District 37 con-
sider changes to your incident/spill response procedures to ensure adequate protection of
groundwater resources within the defined wellhead protection areas.
The findings of the WHPP indicate that, due to the geologic setting, there is only limited protec-
tion for the City’s single-source aquifer from low-permeability materials at the ground surface.
Therefore, surface spills could quickly infiltrate into the aquifer placing our water sources at risk,
especially if the spill is in close proximity to the production wells. Regardless of the apparent
surface material conditions, care should still be exercised because the nature of the geology
can vary appreciably over short distances.
The City is interested in establishing a cooperative relationship with the Fire District that will
allow for pre-response planning and data exchanges, as well as on-site coordination in the
event of a spill within our Wellhead protection areas. It might be beneficial to meet with you
and your staff so we can better understand how the Fire District would respond to various sce-
narios and potential chemical spills and other hazards. At the same time, we could explain our
priority areas and concerns regarding the protection of the local groundwater.
We would like to meet with you to coordinate our efforts, and request that you contact the City
with suggested meeting dates/times. Thank you for your attention in this matter. If you have
any questions about the plan, please do not hesitate to contact the City.
Sincerely,
The City of Auburn
[Date]
Mountain View Fire & Rescue,
The City of Auburn has developed an updated Wellhead Protection Plan (WHPP) as required by
the Washington Department of Health (DOH). As part of this plan, the City must coordinate
with agencies responsible for incident/spill response procedures. As stated in the DOH Well-
head Protection Program Guidance Document, “if a public water system’s source water is de-
termined to be vulnerable to surface activities, special procedures may need to be incorporated
into local emergency response plans.” As part of the WHPP, we request that Mountain View
Fire & Rescue consider changes to your incident/spill response procedures to ensure adequate
protection of groundwater resources within the defined wellhead protection areas.
The findings of the WHPP indicate that, due to the geologic setting, there is only limited protec-
tion for the City’s single-source aquifer from low-permeability materials at the ground surface.
Therefore, surface spills could quickly infiltrate into the aquifer placing our water sources at risk,
especially if the spill is in close proximity to the production wells. Regardless of the apparent
surface material conditions, care should still be exercised because the nature of the geology
can vary appreciably over short distances.
The City is interested in establishing a cooperative relationship with Mountain View Fire & Res-
cue that will allow for pre-response planning and data exchanges, as well as on-site coordina-
tion in the event of a spill within our Wellhead protection areas. It might be beneficial to meet
with you and your staff so we can better understand how Mountain View Fire & Rescue would
respond to various scenarios and potential chemical spills and other hazards. At the same time,
we could explain our priority areas and concerns regarding the protection of the local ground-
water.
We would like to meet with you to coordinate our efforts, and request that you contact the City
with suggested meeting dates/times. Thank you for your attention in this matter. If you have
any questions about the plan, please do not hesitate to contact the City.
Sincerely,
The City of Auburn
[Date]
South King Fire & Rescue,
The City of Auburn has developed an updated Wellhead Protection Plan (WHPP) as required by
the Washington Department of Health (DOH). As part of this plan, the City must coordinate
with agencies responsible for incident/spill response procedures. As stated in the DOH Well-
head Protection Program Guidance Document, “if a public water system’s source water is de-
termined to be vulnerable to surface activities, special procedures may need to be incorporated
into local emergency response plans.” As part of the WHPP, we request that South King Fire &
Rescue consider changes to your incident/spill response procedures to ensure adequate pro-
tection of groundwater resources within the defined wellhead protection areas.
The findings of the WHPP indicate that, due to the geologic setting, there is only limited protec-
tion for the City’s single-source aquifer from low-permeability materials at the ground surface.
Therefore, surface spills could quickly infiltrate into the aquifer placing our water sources at risk,
especially if the spill is in close proximity to the production wells. Regardless of the apparent
surface material conditions, care should still be exercised because the nature of the geology
can vary appreciably over short distances.
The City is interested in establishing a cooperative relationship with South King Fire & Rescue
that will allow for pre-response planning and data exchanges, as well as on-site coordination in
the event of a spill within our Wellhead protection areas. It might be beneficial to meet with
you and your staff so we can better understand how South King Fire & Rescue would respond
to various scenarios and potential chemical spills and other hazards. At the same time, we
could explain our priority areas and concerns regarding the protection of the local groundwater.
We would like to meet with you to coordinate our efforts, and request that you contact the City
with suggested meeting dates/times. Thank you for your attention in this matter. If you have
any questions about the plan, please do not hesitate to contact the City.
Sincerely,
The City of Auburn
[Date]
Valley Fire Authority,
The City of Auburn has developed an updated Wellhead Protection Plan (WHPP) as required by
the Washington Department of Health (DOH). As part of this plan, the City must coordinate
with agencies responsible for incident/spill response procedures. As stated in the DOH Well-
head Protection Program Guidance Document, “if a public water system’s source water is de-
termined to be vulnerable to surface activities, special procedures may need to be incorporated
into local emergency response plans.” As part of the WHPP, we request that the Fire Authority
consider changes to your incident/spill response procedures to ensure adequate protection of
groundwater resources within the defined wellhead protection areas.
The findings of the WHPP indicate that, due to the geologic setting, there is only limited protec-
tion for the City’s single-source aquifer from low-permeability materials at the ground surface.
Therefore, surface spills could quickly infiltrate into the aquifer placing our water sources at risk,
especially if the spill is in close proximity to the production wells. Regardless of the apparent
surface material conditions, care should still be exercised because the nature of the geology
can vary appreciably over short distances.
The City is interested in establishing a cooperative relationship with the Fire Authority that will
allow for pre-response planning and data exchanges, as well as on-site coordination in the
event of a spill within our Wellhead protection areas. It might be beneficial to meet with you
and your staff so we can better understand how the Fire Authority would respond to various
scenarios and potential chemical spills and other hazards. At the same time, we could explain
our priority areas and concerns regarding the protection of the local groundwater.
We would like to meet with you to coordinate our efforts, and request that you contact the City
with suggested meeting dates/times. Thank you for your attention in this matter. If you have
any questions about the plan, please do not hesitate to contact the City.
Sincerely,
The City of Auburn
APPENDIX D
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Appendices/Appendix_Covers.docx
City of Auburn
Comprehensive Water Plan
APPENDIX K
2013 CONSUMER CONFIDENCE REPORT
RESIDENTIAL LEAD AND COPPER MONITORING:
Residential lead and copper sampling was conducted in 2012 to determine the concentrations of lead and copper that leach
from residential water pipes and fixtures. Lead results ranged from < 1 ppb to 51 ppb. Copper results ranged from < 0.02 ppm
to 0.62 ppm. The 90th percentile results for lead and copper were 2 ppb and 0.29 ppm respectively. The Action Level for lead is
15 ppb and for copper is 1.3 ppm. If present, elevated levels of lead can cause serious health problems, especially for pregnant
women and young children. Lead in drinking water is primarily from materials and components associated with service lines and
home plumbing. The Auburn Water Utility is responsible for providing high quality drinking water, but cannot control the variety
of materials used in plumbing components. When your water has been sitting for several hours, you can minimize the potential
for lead exposure by flushing your tap for thirty seconds to two minutes before using water for drinking or cooking. If you are
concerned about lead in your water, you may wish to have your water tested. Information on lead in drinking water, testing
methods, and steps you can take to minimize exposure is available from the Safe Drinking Water Hotline or at
www.epa.gov/safewater/lead.
DEFINITIONS
MCLG: MCL: AL: MRDL: MRDLG:
Maximum Contaminant
Level Goal: The level of a
contaminant in drinking
water below which there
is no known or expected
risk to health. MCLGs
allow for a margin of
safety.
Maximum Contaminant
Level: The highest level
of a contaminant that is
allowed in drinking water.
MCLs are set as close to
the MCLGs as feasible
using the best available
treatment technology.
Action Level:
The concentration of
a contaminant which,
when exceeded, triggers
treatment or other
requirements which a
water system must follow.
Maximum Residual
Disinfectant Level:
The highest level of a
disinfectant allowed in
drinking water.
Maximum Residual
Disinfectant Level Goal:
The level of a drinking
water disinfectant below
which there is no known
or expected risk to health.
AUBURN WATER UTILITY
2013 Water Quality Report
WATER USE EFFICIENCY
The main components of the City of Auburn Water Use Efficiency program are managing the water distribution system to minimize
water loss, and encouraging responsible use of water by our customers.
Water loss is the difference between the total water produced and the water used by our customers, presented here as a percentage
of water produced. The City of Auburn Water Utility goal since 1999 has been to maintain water loss at or below 10 percent. In
accordance with the Water Use Efficiency reporting requirements, the three year average for the years up to and including 2013 was
9.7 percent. In an effort to limit water loss, the Utility performs annual system leak detection and repair; tests production and service
meters, calibrating or replacing them as required; and issues permits for water withdrawal from hydrants. Repairs associated with our
2013 annual leak detection program might save an estimated 5,518,800 gallons of water per year.
Responsible water use by our customers is promoted by the Utility through educational programs for school children and
homeowners. Quantifying the benefit of educational programs and corresponding behavioral changes is difficult, but reductions in
water use and/or waste can have a significant impact on the amount of water used as a whole. The City of Auburn is committed to
efficiently managing the water distribution system and encourages you to use water wisely.
The City’s Water Use Efficiency Annual Performance Report and other information regarding Auburn’s Water Use Efficiency program are
available on the City of Auburn’s website at www.auburnwa.gov.
PARAMETER STANDARDS SAMPLE RESULTS ADDITIONAL INFORMATION
MCLG MCL Typical Source/Comments
INORGANIC TEST RESULTS
Arsenic (ppb)
Nitrate (ppm)
Fluoride (ppm)
Turbidity (NTU)
0
10
4
NA
10
10
4
5
ND - 2
ND - 3.5
0.00 - 1.34
0.03 - 4.23
Erosions of natural deposits
Natural deposits, fertilizer, septic tanks
Treatment additive
Soil erosion
VOLATILE ORGANIC TEST RESULTS
Haloacetic Acids (ppb) NA 60 ND - 43.5 By-product of drinking water disinfection
Total Trihalomethanes (ppb)NA 80 ND - 42.7 By-product of drinking water disinfection
OTHER MONITORED PARAMETERS
Sulfate (ppm) None 250 6 - 14 Naturally present in the environment
Chlorine Residual (ppm) 4.0 (MRDL)4 (MRDLG) 0.12 - 1.42
Average 0.72
Measure of disinfectant added to water
UNIT DESCRIPTION
NA:
Not applicable
ND:
Not detected
NTU:
Nephelometric Turbidity Units
ppm:
parts per million, or milligrams per liter (mg/l)
ppb:
parts per billion, or micrograms per liter (µg/l)
THE AUBURN WATER UTILITY IS PROUD TO PRESENT YOU WITH OUR 2013 WATER QUALITY REPORT.
This report is a snapshot of 2013 water quality. The test results in this report show that
Auburn’s water meets or surpasses all federal and state standards for public drinking water.
Auburn’s water comes from a combination of wells drawing water from deep below the city,
springs located near the walls of the valley and surface water from Tacoma Public Utilities.
Water from the valley wells, springs and Tacoma is distributed to the entire Auburn service
area. Additional wells are located in Lakeland Hills and serve Auburn customers in the
Lakeland Hills neighborhood.
Public Works Department
City of Auburn 25 W Main Street
Auburn WA 98001-4998
AUBURN WATER UTILITY
2013 Water Quality Report
CROSS CONNECTION
CROSS CONNECTION CONTROL PROGRAM: PROTECTING OUR WATER SYSTEM FROM CONTAMINATIONA cross connection is a connection between a water pipe and a source of contamination. Examples of cross connections include hose ends submerged in pools, hot tubs or buckets, irrigation systems and most hose-end spray applicators. Cross connections are extremely dangerous because they provide opportunities for contaminated fluids to be pulled back into the water system. To protect our water supply, avoid using hose-end sprayers and maintain an air gap by keeping the hose end above the water surface when filling containers. Irrigation systems are required to have a backflow assembly. Backflow assemblies require a plumbing permit, must be inspected by a cross connection specialist, and must be tested by a certified tester when installed, and yearly thereafter. For more information or a list of certified testers, call the Water Division at 253-931-3048.
REQUIRED HEALTH INFORMATION FROM THE EPA
HEALTH ISSUES
Some people may be more vulnerable to contaminants in drinking water than the general population. Immuno-compromised persons such as persons with cancer undergoing chemotherapy, persons who have undergone organ transplants, people with HIV/AIDS or other immune system disorders, some elderly, and infants can be particularly at risk from infections. These people should seek advice about drinking water from their health care providers. Environmental Protection Agency (EPA)/Centers for Disease Control (CDC) guidelines on appropriate means to lessen the risk of infection by Cryptosporidium and other microbial contaminants are available from the EPA’s Safe Water Drinking Hotline at 800-426-4791.
CONTAMINANTS AND REGULATIONSDrinking water, including bottled water, may reasonably be expected to contain at least small amounts of some contaminants. The presence of contaminants does not necessarily indicate that water poses a health risk. More information about contaminants and potential health effects can be obtained by calling the EPA Safe Drinking Water Hotline at 800-426-4791. The sources of drinking water (both tap water and bottled water) include rivers, lakes, streams, ponds, reservoirs, springs and wells. As water travels over the surface of the land or through the ground, it dissolves naturally occurring minerals and, in some cases, radioactive material, and can pick up substances resulting from the presence of animals or from human activity. Microbial contaminants, such as viruses and bacteria, may come from septic systems, livestock and wildlife. Inorganic contaminants, such as salts and metals, can be naturally occurring or result from urban stormwater run-off, septic systems or fertilizer use. Pesticides and herbicides may come from a variety of sources such as agriculture, urban stormwater run-off and residential uses. Organic chemical contaminants, including synthetic and volatile organic chemicals, are by-products of industrial processes and petroleum production, and can also come from gas stations, urban stormwater run-off, and septic systems. Radioactive contaminants can be naturally occurring or be the result of oil and gas production and mining activities. In order to ensure that tap water is safe to drink, EPA prescribes regulations that limit the amount of certain contaminants in water provided by public water systems. Food and Drug Administration regulations set limits for contaminants in bottled water that are intended to provide similar protection for public health.
The Auburn Water Utility is part of the Public Works Department, which receives oversight from the Public Works Committee of
the Auburn City Council. Regular Committee meetings occur on the first and third Mondays of the month at the Auburn City
Hall Annex, 3:30 p.m. The public is welcome to attend.
Water Utility Information 253-931-3010Maintenance & Operations 253-931-3048Billing Information 253-931-3038
City of Auburn www.auburnwa.govWashington State Dept. of Health www.doh.wa.gov/ehp/dwEnvironmental Protection Agency www.epa.gov/safewater
FLUORIDE
FLUORIDEThe City of Auburn does not add fluoride to your drinking water. In 2013, the City purchased water from Tacoma Public Utilities which adds fluoride to their treated water. This water mixes with the City of Auburn’s water and depending on your location in the water system you may receive fluoridated water. Fluoride levels present in Auburn’s water range from 0-0.9 ppm. If you have questions about fluoride for dental use, please consult with your doctor or dentist. For more information on fluoride in drinking water, visit the Environmental Protection Agency (EPA) website at www.epa.gov/drink.
PRSRT STD
US POSTAGEPAID
SEATTLE WA
PERMIT #1652
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Appendices/Appendix_Covers.docx
City of Auburn
Comprehensive Water Plan
APPENDIX L
WATER QUALITY MONITORING
Coliform Monitoring Plan City of Auburn – Page 1
Coliform Monitoring Plan for: City of Auburn Water Division
A. System Information
Water System Name
City of Auburn Water Division
County
King and Pierce
System I.D. Number
03350V
Name of Plan Preparer
Chris Thorn
Position
Water Quality Programs
Coordinator
Daytime Phone #
(253) 804 - 5065
Sources: Source Name, Well Depth,
Pumping Capacity
Coal Creek Springs (190 feet, 3,500 gpm)
West Hill Springs (305 feet, 600 gpm)
Well #1 (111 feet, 2,200 gpm)
Well #2 (73 feet, 1,600 gpm)
Well #3A (113 feet, 0 gpm)
Well #3B (113 feet, 0 gpm)
Well #4 (120 feet, 2,600 gpm)
Well #5 (504 feet, 650 gpm)
Well #5A (558 feet, 180 gpm)
Well #5B (0 gpm)
Well #6 (73 feet, 1,800 gpm)
Well #7 (74 feet, 3,500 gpm)
Storage: List and Describe Reservoir #1 – 5 million gallons
Reservoir #2 – 3.6 million gallons
Reservoir #8A – 1.2 million gallons
Reservoir #8B – 1.5 million gallons
Reservoir #4A – 1 million gallons
Reservoir #4B – 1.4 million gallons
Reservoir #5 – 1 million gallons
Reservoir #6 – 1.5 million gallons
Treatment: Source Name & Process The City’s water treatment includes chlorination,
corrosion control, and metals removal
Coal Creek Springs - chlorination to achieve 4-log
treatment . Corrosion control at Howard Road CCT
West Hill Springs - manual chlorination
Well #1 – not currently chlorinated
Well #2, #6. and #7 – chlorinated and corrosion
control in Fulmer Field CCT
Well #3A and #3B – not operated
City of Auburn – Page 2 Coliform Monitoring Plan
Well #4 – gaseous chlorine
Well #5 – not chlorinated
Well #5A – hypochlorite chlorination
Well #5B not in service – has ability to provide
chlorination. Iron and manganese treatment
available.
Well #7 (74 feet, 3,500 gpm)
Pressure Zones: Number and name Academy 350 – Academy service area
Academy 445- Academy service area
Academy 531 - Academy service area
Academy 585 - Academy service area
Lakeland 285 – Lakeland service area
Lakeland 390 – Lakeland service area
Lakeland 440– Lakeland service area
Lakeland 441 – Lakeland service area
Lakeland 446 – Lakeland service area
Lakeland 545 – Lakeland service area
Lakeland 575 – Lakeland service area
Lakeland 630 – Lakeland service area
Lakeland 670 – Lakeland service area
Lakeland 697 – Lakeland service area
Lea Hill 173 – Lea Hill service area
Lea Hill 299 – Lea Hill service area
Lea Hill 395 – Lea Hill service area
Lea Hill 401– Lea Hill service area
Lea Hill 406 – Lea Hill service area
Lea Hill 415 – Lea Hill service area
Lea Hill 462 – Lea Hill service area
Lea Hill 500 – Lea Hill service area
Lea Hill 563 – Lea Hill service area
Lea Hill 648 – Lea Hill service area
Valley 242 – Valley service area
Valley 288 – Valley service area
Population by Service Area (2013) Academy – 8,570
Lakeland – 5,334
Lea Hill - 12,459
Valley - 29,788
Total – 56,151
Number of Routine Samples Required
Monthly by Regulation: 60
Number of Sample Sites Needed to Represent the
Distribution System: 60
*Request DOH Approval of Triggered
Source Monitoring Plan? Yes No
Coliform Monitoring Plan City of Auburn – Page 3
B. Laboratory Information
Laboratory Name
Water Management Laboratories, Inc.
Office Phone #
(2 5 3) 5 3 1 - 3 1 2 1
Address
1515 80th Street E
Tacoma, WA 98404
After Hours #
(2 5 3) 8 4 1 - 0 7 3 2
Hours of Operation
Monday–Friday 8:00 a.m. to 5:00 p.m.
Saturday 9:00 a.m. to 12:00 p.m.
Contact Name
Chris Mueller
Emergency Laboratory Name
Complete Water Lab
Office Phone #
(2 0 6) 6 9 5 - 6 2 0 0
Address
4611 South 134th Place, Suite 100
Tukwila, WA 98168
After Hours #
(2 0 6) 6 9 5 - 6 2 2 1
Hours of Operation
Monday–Friday 7:00 a.m. to 6:00 p.m.
Saturday 7:00 a.m. to 3:00 p.m.
Contact Name
Dave Mitchell
C. Wholesaling of Groundwater
Yes No
We are a consecutive system and purchase groundwater from
another water system.
If yes, Water System Name:
______________________________
Contact Name:
______________________________
Telephone Numbers:
______________________________
We sell groundwater to other public water systems.
If yes, Water System Name:
___City of Algona_________________
City of Auburn – Page 4 Coliform Monitoring Plan
Contact Name:
Jimmy Griess__________________
Telephone Numbers:
253-833-2897 _____________
___King County Water District # 111___
Contact Name:
Chris Hall__________________
Telephone Numbers:
253-631-3770______________
D. Routine and Repeat Sample Locations
Location/Address for
Routine Sample Sites
Location/Address for
Repeat Sample Sites
Sources for
Triggered Sample
Sites
C-1. 31512 115th Pl SE C-1a. 31512 116th Ave SE
C-1b. 31506 115th Pl SE
C-2. 13006 305th Pl SE C-2a. 13002 305th Pl SE
C-2b. 13021 305th Pl SE
C-3. 11517 305th Pl SE C-3a. 11522 305th Pl SE
C-3b. 11511 305th Pl SE
C-4. 10417 301st St SE C-4a. 10422 301st St SE
C-4b. 10411 301st St SE
C-5. 1212 12th St NE C-5a. 1208 12th St NE
C-5b. 1302 12th St NE
C-6. 3816 I Pl NE C-6a. 3806 I Pl NE
C-6b. 3824 I Pl NE
C-7. 3705 W Valley Hwy N C-7a. 3615 W Valley Hwy N
C-7b. 3719 W Valley Hwy N
C-8. 318 2nd St NE C-8a. 322 2nd St NE
C-8b. 312 2nd St NE
C-9. 2645 Forest Ridge Dr SE C-9a. 2650 Forest Ridge Dr SE
Coliform Monitoring Plan City of Auburn – Page 5
Location/Address for
Routine Sample Sites
Location/Address for
Repeat Sample Sites
Sources for
Triggered Sample
Sites
C-9b. 2750 Forest Ridge Dr SE
C-10. 3615 Orchard St SE C-10a. 3611 Orchard St SE
C-10b. 6316 37th St SE
C-11. 3602 A St SE C-11a. 3414 A St SE
C-11b. 4026 A St SE
C-12. 810 37th St SE C-12a. 918 37th St SE
C-12b. 746 37th St SE
C-13. 5110 Mill Pond Dr SE C-13a. 801 52nd St SE
C-13b. 5018 Mill Pond DR SE
C-14. 5501 James Ave SE C-14a. 5515 James Ave SE
C-14b. 5405 James Ave SE
C-15. 1505 West Valley Hwy S C-15a. 1207 West Valley Hwy S
C-15b. 1602 West Valley Hwy S
C-16. 2820 V Ct SE C-16a. 2816 V Ct SE
C-16b. 2836 V Ct SE
C-17. 5705 37th St SE C-17a. 5819 37th St SE
C-17b. 3706 Lemon Tree Lane
C-18. 3022 Scenic Dr SE C-18a. 3028 Scenic Dr SE
C-18b. 3008 Scenic Dr SE
C-19. 5208 Nathan Loop SE C-19a. 5128 Nathan Loop SE
C-19b. 5226 Nathan Loop SE
C-20. 210 14th St SE C-20a. 218 14th St SE
C-20b. 202 14th St SE
C-21. 1025 W Main St C-21a. 899 W Main St
C-21b. 1045 W Main St
City of Auburn – Page 6 Coliform Monitoring Plan
Location/Address for
Routine Sample Sites
Location/Address for
Repeat Sample Sites
Sources for
Triggered Sample
Sites
C-22. 4430 B St NW C-22a. 4302 B St NW
C-22b. 4450 B St NW
C-23. 4002 Auburn Way N C-23a. 3902 Auburn Way N
C-23b. 4020 Auburn Way N
C-24. 932 17th St NE C-24a. 1022 17th St NE
C-24b. 912 17th St NE
C-25. 1905 19th Dr NE C-25a. 2005 19th Dr NE
C-25b. 1810 19th Dr NE
C-26. 10804 299th Pl SE C-26a. 29909 108th Ave SE
C-26b. 10891 299th Pl SE
C-27. 10823 292nd St SE C-27a. 10803 292nd St SE
C-27b. 10827 292nd St SE
C-28. 30510 122nd Pl SE C-28a. 30518 122nd Pl SE
C-28b. 30420 122nd Pl SE
C-29. 11655 323rd Pl SE C-29a. 11643 323rd Pl SE
C-29b. 11803 323rd Pl SE
C-30. 31423 Lea Hill Rd C-30a. 31261 Lea Hill Rd
C-30b. 31929 Lea Hill Rd
C-31. 5503 Elizabeth Ave SE C-31a. 5407 Elizabeth Ave SE
C-31b. 5521 Elizabeth Ave SE
C-32. 4517 Kennedy Ave SE C-32a. 4501 Kennedy Ave SE
C-32b. 4611 Kennedy Ave SE
C-33. 2808 R Pl SE C-33a. 2817 R Pl SE
C-33b. 2807 R Pl SE
C-34. 3501 Auburn Way S #1 C-34a. 3545 Auburn Way S
Coliform Monitoring Plan City of Auburn – Page 7
Location/Address for
Routine Sample Sites
Location/Address for
Repeat Sample Sites
Sources for
Triggered Sample
Sites
C-34b. 3501 Auburn Way S #5
C-35. 2015 Fir St SE C-35a. 2005 Fir St SE
C-35b. 3030 21st St SE
C-36. 404 26th St SE C-36a. 412 26th St SE
C-36b. 2614 D St SE
C-37. 408 V Pl SE C-37a. 414 V Pl SE
C-37b. 406 V Pl SE
C-38. 32013 104th Pl SE C-38a. 32003 104th Pl SE
C-38b. 32201 104th Pl SE
C-39. 11307 313th Pl SE C-39a. 11315 313th Pl SE
C-39b. 11209 313th Pl SE
C-40. 31914 120th Pl SE C-40a. 31922 120th Pl SE
C-40b. 31906 120th Pl SE
C-41. 30038 125th Ct SE C-41a. 30021 125th Ct SE
C-41b. 30022 125th Ct SE
C-42. 1011 Pike St NW C-42a. 1502 10th Ct NW
C-42b. 1003 Pike St NW
C-43. 21 49th St NE C-43a. 108 49th St NE
C-43b. 29 49th St NE
C-44. 2300 E St NE C-44a. 2113 E St NE
C-44b. 2326 E St NE
C-45.1101 D St NE (Fire Dept) C-45a. 340 15th St NE
C-45b. 901 Auburn Way N
C-46. 710 47th St SE C-46a. 706 47th St SE
C-46b. 722 47th St SE
City of Auburn – Page 8 Coliform Monitoring Plan
Location/Address for
Routine Sample Sites
Location/Address for
Repeat Sample Sites
Sources for
Triggered Sample
Sites
C-47. 2001 36th St SE C-47a. 2002 36th St SE
C-47b. 3320 V St SE
C-48. 3410 Olympic St SE C-48a. 3502 Olympic St SE
C-48b. 3308 Olympic St SE
C-49. 5413 33rd St SE C-49a. 5420 33rd St SE
C-49b. 5401 33rd St SE
C-50. 2610 17th St SE C-50a. 2702 17th St SE
C-50b. 2508 17th St SE
C-51. 1220 20th Ct SE C-51a. 1925 N Ct SE
C-51b. 1921 O Ct SE
C-52. 921 H St SE C-52a. 918 H St SE (Museum)
C-52b. 724 9th St SE
C-53. 10 R Pl NE C-53a. 22 R Pl NE
C-53b. 30 R Pl NE
C-54. 32313 105th Pl SE C-54a. 32323 105th Pl SE
C-54b. 10528 323rd St SE
C-55. 32307 111th Pl SE C-55a. 32313 111th Pl SE
C-55b. 11007 322nd St SE
C-56. 12444 318th Way SE C-56a. 12436 318th Way SE
C-56b. 31709 125th Pl SE
C-57. 30121 114th Pl SE C-57a. 30115 114th Pl SE
C-57b. 30211 114th Pl SE
C-58. 29304 112th Ave SE C-58a. 29222 112th Ave SE
C-58b. 29401 112th Ave SE
C-59. 1211 30th St NE C-59a. 1217 30th St NE
Coliform Monitoring Plan City of Auburn – Page 9
Location/Address for
Routine Sample Sites
Location/Address for
Repeat Sample Sites
Sources for
Triggered Sample
Sites
C-59b. 1209 30th St NE
C-60. 2001 R St NW C-60a. 2101 R St NW
C-60b. 1501 20th St NW
Important Notes for Sample Collector:
1. Collect samples early in the month and early in the week.
2. Do not collect sample(s) in a week when there is a holiday or when a key staff
member is on vacation.
3. If a sample site is no longer a good sample site, substitute an acceptable site in the
same area. If the condition change cannot be resolved, choose a permanent new
sample site and update this CMP.
4. Always review the lab results for your coliform samples.
E. Reduced Triggered Source Monitoring Justification
When Auburn is notified of a routine distribution sample that is total coliform positive in Auburn’s
distribution system or in one of Auburn’s wholesale customers systems (and the sample is not invalidated
under WAC 246-290-320 (d)), triggered source water monitoring is required within 24 hours of said
notification. Triggered source water monitoring requires collecting one sample at each groundwater
source that was in use at the time the total coliform positive sample was collected. The source samples
are to be collected prior to treatment (i.e. raw water samples), and are to be analyzed for E. coli.
F. Routine Sample Rotation Schedule
Week Routine Site(s)
1 C-1 through C-15
2 C-16 through C-30
3 C-31 through C-45
4 C-46 through C-60
G. Routine Sample Locations - Month Following Unsatisfactory Samples
City of Auburn – Page 10 Coliform Monitoring Plan
Location/Address for
Routine Sample Site(s) Unsatisfactory the
Previous Month
Location/Address for the five
Routine Sample Sites
The month after a coliform positive sample, sixty (60) routine samples will be submitted in accordance
with Section B of this plan.
H. E. coli-present response plans
Distribution System E. coli Response Checklist
Background Information Yes No N/A To Do
List
To Do
We inform staff members about activities within the
distribution system that could affect water quality.
We document all water main breaks, construction
& repair activities, and low pressure and outage
incidents.
We can easily access and review documentation
on water main breaks, construction & repair
activities, low pressure and outage incidents.
Our Cross-Connection Control Program is up-to-
date.
We test all cross-connection control devices
annually as required, with easy access to the
proper documentation.
We routinely inspect all treatment facilities for
proper operation.
We have procedures in place for disinfecting and
flushing the water system if it becomes necessary.
We can activate an emergency intertie with an
adjacent water system in an emergency.
We have a map of our service area boundaries.
We have consumers who may not have access to
bottled or boiled water.
There is a sufficient supply of bottled water
immediately available to our customers who are
unable to boil their water.
We have identified the contact person at each day
care, school, medical facility, food service, and
other customers who may have difficulty
responding to a Health Advisory.
We have messages prepared and translated into
different languages to ensure our consumers will
understand them.
Update
Coliform Monitoring Plan City of Auburn – Page 11
Distribution System E. coli Response Checklist
We have the capacity to print and distribute the
required number of notices in a short time period.
Policy Direction Yes No N/A To Do
List
We have discussed the issue of E. coli-present
sample results with our policy makers.
Inform
new
members
If we find E. coli in a routine distribution sample,
the policy makers want to wait until repeat test
results are available before issuing advice to water
system customers.
Potential Public Notice Delivery Methods Yes No N/A To Do
List
It is feasible to deliver a notice going door-to-door.
We have a list of all of our customers’ addresses.
We have a list of customer telephone numbers or
access to a Reverse 9-1-1 system.
We have a list of customer email addresses.
We encourage our customers to remain in contact
with us using social media.
We have an active website we can quickly update
to include important messages.
Our customers drive by a single location where we
could post an advisory and expect everyone to see
it.
We need a news release to supplement our public
notification process.
E. coli-Present Triggered Source Sample Response Checklist – All
Sources
Background Information Yes No N/A To Do
List
To Do
We review our sanitary survey results and respond
to any recommendations affecting the microbial
quality of our water supply.
We address any significant deficiencies identified
during a sanitary survey.
There are contaminant sources within our Wellhead
Protection Area that could affect the microbial
quality of our source water,
and If yes, we can eliminate them.
City of Auburn – Page 12 Coliform Monitoring Plan
We routinely inspect our well site(s).
We have a good raw water sample tap installed at
each source.
After we complete work on a source, we disinfect
the source, flush, and collect an investigative
sample.
Public Notice Yes No N/A To Do
List
We discussed the requirement for immediate public
notice of an E. coli-present source sample result
with our water system’s governing body (board of
directors or commissioners) and received direction
from them on our response plan.
We discussed the requirement for immediate public
notice of an E. coli-present source sample result
with our wholesale customers and encouraged them
to develop a response plan.
Update
We have prepared templates and a communications
plan that will help us quickly distribute our
messages.
Update
E. coli-Present Triggered Source Sample Response Checklist–Source
S01 Coal Creek Springs
Alternate Sources Yes No N/A To Do
List
To Do
We can stop using this source and still provide
reliable water service to our customers.
We have an emergency intertie with a
neighboring water system that we can use until
corrective action is complete (perhaps for several
months).
for
Valley
for
Academy
We can provide bottled water to all or part of the
distribution system for an indefinite period.
We can quickly replace our existing source of
supply with a more protected new source.
Temporary Treatment Yes No N/A To Do
List
This source is continuously chlorinated, and our
existing facilities can provide 4-log virus
treatment (CT = 6) before the first customer.
If yes, at what concentration? _0.8____ mg/L
We can quickly introduce chlorine into the water
system and take advantage of the existing
contact time to provide 4-log virus treatment to a
large portion of the distribution system.
Coliform Monitoring Plan City of Auburn – Page 13
We can reduce the production capacity of our
pumps or alter the configuration of our storage
quantities (operational storage) to increase the
amount of time the water stays in the system
before the first customer to achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the time the
water is in the system prior to the first customer
in order to achieve 4-log virus treatment with
chlorine.
E. coli-Present Triggered Source Sample Response Checklist–Source
S02 West Hill Springs
Alternate Sources Yes No N/A To Do
List
To Do
We can stop using this source and still provide
reliable water service to our customers.
We have an emergency intertie with a
neighboring water system that we can use until
corrective action is complete (perhaps for
several months).
We can provide bottled water to all or part of
the distribution system for an indefinite period.
We can quickly replace our existing source of
supply with a more protected new source.
Temporary Treatment Yes No N/A To Do
List
This source is continuously chlorinated, and
our existing facilities can provide 4-log virus
treatment (CT = 6) before the first customer.
If yes, at what concentration? _0.8____ mg/L
We can quickly introduce chlorine into the
water system and take advantage of the
existing contact time to provide 4-log virus
treatment to a large portion of the distribution
system.
Confirm
equipment
and steps
required
We can reduce the production capacity of our
pumps or alter the configuration of our storage
quantities (operational storage) to increase the
amount of time the water stays in the system
before the first customer to achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the time
the water is in the system prior to the first
customer in order to achieve 4-log virus
City of Auburn – Page 14 Coliform Monitoring Plan
treatment with chlorine.
E. coli-Present Triggered Source Sample Response Checklist–Source
S03 Well No. 1
Alternate Sources Yes No N/A To Do
List
To Do
We can stop using this source and still
provide reliable water service to our
customers.
We have an emergency intertie with a
neighboring water system that we can use
until corrective action is complete (perhaps
for several months).
We can provide bottled water to all or part of
the distribution system for an indefinite
period.
We can quickly replace our existing source
of supply with a more protected new source.
Temporary Treatment Yes No N/A To Do
List
To Do
This source is continuously chlorinated, and
our existing facilities can provide 4-log virus
treatment (CT = 6) before the first customer.
If yes, at what concentration? _____ mg/L
Added with
upcoming
improvements
We can quickly introduce chlorine into the
water system and take advantage of the
existing contact time to provide 4-log virus
treatment to a large portion of the
distribution system.
Confirm
equipment
and steps
required
We can reduce the production capacity of
our pumps or alter the configuration of our
storage quantities (operational storage) to
increase the amount of time the water stays
in the system before the first customer to
achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the time
the water is in the system prior to the first
customer in order to achieve 4-log virus
treatment with chlorine.
E. coli-Present Triggered Source Sample Response Checklist–Source
S04 Well No. 2
Alternate Sources Yes No N/A To Do
List
To Do
Coliform Monitoring Plan City of Auburn – Page 15
We can stop using this source and still provide
reliable water service to our customers.
We have an emergency intertie with a
neighboring water system that we can use until
corrective action is complete (perhaps for
several months).
We can provide bottled water to all or part of
the distribution system for an indefinite period.
We can quickly replace our existing source of
supply with a more protected new source.
Temporary Treatment Yes No N/A To Do
List
To Do
This source is continuously chlorinated, and
our existing facilities can provide 4-log virus
treatment (CT = 6) before the first customer.
If yes, at what concentration? _0.9____ mg/L
We can quickly introduce chlorine into the
water system and take advantage of the
existing contact time to provide 4-log virus
treatment to a large portion of the distribution
system.
Confirm
equipment
and steps
required
We can reduce the production capacity of our
pumps or alter the configuration of our storage
quantities (operational storage) to increase the
amount of time the water stays in the system
before the first customer to achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the time
the water is in the system prior to the first
customer in order to achieve 4-log virus
treatment with chlorine.
E. coli-Present Triggered Source Sample Response Checklist–Source
S05 Well No. 3A (Not Operated)
Alternate Sources Yes No N/A To Do
List
To Do
We can stop using this source and still provide
reliable water service to our customers.
We have an emergency intertie with a
neighboring water system that we can use until
corrective action is complete (perhaps for
several months).
We can provide bottled water to all or part of
the distribution system for an indefinite period.
We can quickly replace our existing source of
City of Auburn – Page 16 Coliform Monitoring Plan
supply with a more protected new source.
Temporary Treatment Yes No N/A To Do
List
To Do
This source is continuously chlorinated, and
our existing facilities can provide 4-log virus
treatment (CT = 6) before the first customer.
If yes, at what concentration? _____ mg/L
We can quickly introduce chlorine into the
water system and take advantage of the
existing contact time to provide 4-log virus
treatment to a large portion of the distribution
system.
We can reduce the production capacity of our
pumps or alter the configuration of our storage
quantities (operational storage) to increase the
amount of time the water stays in the system
before the first customer to achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the time
the water is in the system prior to the first
customer in order to achieve 4-log virus
treatment with chlorine.
E. coli-Present Triggered Source Sample Response Checklist–Source
S06 Well No. 5
Alternate Sources Yes No N/A To Do
List
To Do
We can stop using this source and still provide
reliable water service to our customers.
We have an emergency intertie with a
neighboring water system that we can use
until corrective action is complete (perhaps for
several months).
We can provide bottled water to all or part of
the distribution system for an indefinite period.
We can quickly replace our existing source of
supply with a more protected new source.
Temporary Treatment Yes No N/A To Do
List
To Do
This source is continuously chlorinated, and
our existing facilities can provide 4-log virus
treatment (CT = 6) before the first customer.
If yes, at what concentration? _____ mg/L
Add
permanent
chlorination
We can quickly introduce chlorine into the
water system and take advantage of the
existing contact time to provide 4-log virus
Confirm
equipment
and steps
Coliform Monitoring Plan City of Auburn – Page 17
treatment to a large portion of the distribution
system.
required
We can reduce the production capacity of our
pumps or alter the configuration of our storage
quantities (operational storage) to increase the
amount of time the water stays in the system
before the first customer to achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the time
the water is in the system prior to the first
customer in order to achieve 4-log virus
treatment with chlorine.
E. coli-Present Triggered Source Sample Response Checklist–Source
S07 Well No. 4
Alternate Sources Yes No N/A To Do
List
To Do
We can stop using this source and still
provide reliable water service to our
customers.
We have an emergency intertie with a
neighboring water system that we can use
until corrective action is complete (perhaps
for several months).
for
Valley
for
Academy
We can provide bottled water to all or part
of the distribution system for an indefinite
period.
We can quickly replace our existing source
of supply with a more protected new
source.
Temporary Treatment Yes No N/A To Do
List
To Do
This source is continuously chlorinated,
and our existing facilities can provide 4-log
virus treatment (CT = 6) before the first
customer.
If yes, at what concentration? _0.7____
mg/L
Added with
ongoing
improvements
We can quickly introduce chlorine into the
water system and take advantage of the
existing contact time to provide 4-log virus
treatment to a large portion of the
distribution system.
Confirm
equipment
and steps
required
We can reduce the production capacity of
our pumps or alter the configuration of our
storage quantities (operational storage) to
increase the amount of time the water stays
City of Auburn – Page 18 Coliform Monitoring Plan
in the system before the first customer to
achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the
time the water is in the system prior to the
first customer in order to achieve 4-log
virus treatment with chlorine.
E. coli-Present Triggered Source Sample Response Checklist–Source
S08 Well No. 3B (Not Operated)
Alternate Sources Yes No N/A To Do
List
To Do
We can stop using this source and still provide
reliable water service to our customers.
We have an emergency intertie with a
neighboring water system that we can use until
corrective action is complete (perhaps for
several months).
We can provide bottled water to all or part of
the distribution system for an indefinite period.
We can quickly replace our existing source of
supply with a more protected new source.
Temporary Treatment Yes No N/A To Do
List
To Do
This source is continuously chlorinated, and
our existing facilities can provide 4-log virus
treatment (CT = 6) before the first customer.
If yes, at what concentration? _____ mg/L
We can quickly introduce chlorine into the
water system and take advantage of the
existing contact time to provide 4-log virus
treatment to a large portion of the distribution
system.
We can reduce the production capacity of our
pumps or alter the configuration of our storage
quantities (operational storage) to increase the
amount of time the water stays in the system
before the first customer to achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the time
the water is in the system prior to the first
customer in order to achieve 4-log virus
treatment with chlorine.
Coliform Monitoring Plan City of Auburn – Page 19
E. coli-Present Triggered Source Sample Response Checklist–Source
S10 Well No. 5A
Alternate Sources Yes No N/A To Do
List
To Do
We can stop using this source and still provide
reliable water service to our customers.
We have an emergency intertie with a
neighboring water system that we can use
until corrective action is complete (perhaps for
several months).
We can provide bottled water to all or part of
the distribution system for an indefinite period.
We can quickly replace our existing source of
supply with a more protected new source.
Temporary Treatment Yes No N/A To Do
List
To Do
This source is continuously chlorinated, and
our existing facilities can provide 4-log virus
treatment (CT = 6) before the first customer.
If yes, at what concentration? _0.7____ mg/L
We can quickly introduce chlorine into the
water system and take advantage of the
existing contact time to provide 4-log virus
treatment to a large portion of the distribution
system.
Confirm
equipment
and steps
required
We can reduce the production capacity of our
pumps or alter the configuration of our storage
quantities (operational storage) to increase the
amount of time the water stays in the system
before the first customer to achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the time
the water is in the system prior to the first
customer in order to achieve 4-log virus
treatment with chlorine.
E. coli-Present Triggered Source Sample Response Checklist–Source
S11 Well No. 7
Alternate Sources Yes No N/A To Do
List
To Do
We can stop using this source and still provide
reliable water service to our customers.
We have an emergency intertie with a
neighboring water system that we can use until
corrective action is complete (perhaps for
City of Auburn – Page 20 Coliform Monitoring Plan
several months).
We can provide bottled water to all or part of
the distribution system for an indefinite period.
We can quickly replace our existing source of
supply with a more protected new source.
Temporary Treatment Yes No N/A To Do
List
To Do
This source is continuously chlorinated, and
our existing facilities can provide 4-log virus
treatment (CT = 6) before the first customer.
If yes, at what concentration? _0.9____ mg/L
We can quickly introduce chlorine into the
water system and take advantage of the
existing contact time to provide 4-log virus
treatment to a large portion of the distribution
system.
Confirm
equipment
and steps
required
We can reduce the production capacity of our
pumps or alter the configuration of our storage
quantities (operational storage) to increase the
amount of time the water stays in the system
before the first customer to achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the time
the water is in the system prior to the first
customer in order to achieve 4-log virus
treatment with chlorine.
E. coli-Present Triggered Source Sample Response Checklist–Source
S012 Well No. 6
Alternate Sources Yes No N/A To Do
List
To Do
We can stop using this source and still provide
reliable water service to our customers.
We have an emergency intertie with a
neighboring water system that we can use until
corrective action is complete (perhaps for
several months).
We can provide bottled water to all or part of
the distribution system for an indefinite period.
We can quickly replace our existing source of
supply with a more protected new source.
Temporary Treatment Yes No N/A To Do
List
To Do
This source is continuously chlorinated, and
our existing facilities can provide 4-log virus
Coliform Monitoring Plan City of Auburn – Page 21
treatment (CT = 6) before the first customer.
If yes, at what concentration? _0.9____ mg/L
We can quickly introduce chlorine into the
water system and take advantage of the
existing contact time to provide 4-log virus
treatment to a large portion of the distribution
system.
Confirm
equipment
and steps
required
We can reduce the production capacity of our
pumps or alter the configuration of our storage
quantities (operational storage) to increase the
amount of time the water stays in the system
before the first customer to achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the time
the water is in the system prior to the first
customer in order to achieve 4-log virus
treatment with chlorine.
E. coli-Present Triggered Source Sample Response Checklist–Source
S013 Well No. 5B (Not in Service)
Alternate Sources Yes No N/A To Do
List
To Do
We can stop using this source and still provide
reliable water service to our customers.
We have an emergency intertie with a
neighboring water system that we can use until
corrective action is complete (perhaps for
several months).
We can provide bottled water to all or part of
the distribution system for an indefinite period.
We can quickly replace our existing source of
supply with a more protected new source.
Temporary Treatment Yes No N/A To Do
List
To Do
This source is continuously chlorinated, and
our existing facilities can provide 4-log virus
treatment (CT = 6) before the first customer.
If yes, at what concentration? _____ mg/L
We can quickly introduce chlorine into the
water system and take advantage of the
existing contact time to provide 4-log virus
treatment to a large portion of the distribution
system.
We can reduce the production capacity of our
pumps or alter the configuration of our storage
quantities (operational storage) to increase the
City of Auburn – Page 22 Coliform Monitoring Plan
amount of time the water stays in the system
before the first customer to achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the time
the water is in the system prior to the first
customer in order to achieve 4-log virus
treatment with chlorine.
E. coli-Present Triggered Source Sample Response Checklist–Source
S018 Tacoma / B Street
Alternate Sources Yes No N/A To Do
List
To Do
We can stop using this source and still
provide reliable water service to our
customers.
We have an emergency intertie with a
neighboring water system that we can use
until corrective action is complete (perhaps
for several months).
We can provide bottled water to all or part
of the distribution system for an indefinite
period.
We can quickly replace our existing source
of supply with a more protected new
source.
Temporary Treatment Yes No N/A To Do
List
To Do
This source is continuously chlorinated, and
our existing facilities can provide 4-log virus
treatment (CT = 6) before the first
customer.
If yes, at what concentration? _____ mg/L
Treatment
by TPU
We can quickly introduce chlorine into the
water system and take advantage of the
existing contact time to provide 4-log virus
treatment to a large portion of the
distribution system.
We can reduce the production capacity of
our pumps or alter the configuration of our
storage quantities (operational storage) to
increase the amount of time the water stays
in the system before the first customer to
achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the
time the water is in the system prior to the
Coliform Monitoring Plan City of Auburn – Page 23
first customer in order to achieve 4-log virus
treatment with chlorine.
E. coli-Present Triggered Source Sample Response Checklist–Source
S019 Tacoma / 132nd Ave SE
Alternate Sources Yes No N/A To Do
List
To Do
We can stop using this source and still
provide reliable water service to our
customers.
We have an emergency intertie with a
neighboring water system that we can use
until corrective action is complete (perhaps
for several months).
We can provide bottled water to all or part
of the distribution system for an indefinite
period.
We can quickly replace our existing source
of supply with a more protected new
source.
Temporary Treatment Yes No N/A To Do
List
To Do
This source is continuously chlorinated, and
our existing facilities can provide 4-log virus
treatment (CT = 6) before the first
customer.
If yes, at what concentration? _____ mg/L
Treatment
by TPU
We can quickly introduce chlorine into the
water system and take advantage of the
existing contact time to provide 4-log virus
treatment to a large portion of the
distribution system.
We can reduce the production capacity of
our pumps or alter the configuration of our
storage quantities (operational storage) to
increase the amount of time the water stays
in the system before the first customer to
achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the
time the water is in the system prior to the
first customer in order to achieve 4-log virus
treatment with chlorine.
City of Auburn – Page 24 Coliform Monitoring Plan
E. coli-Present Triggered Source Sample Response Checklist–
Emergency Interties (S015, S16, and S17)
Alternate Sources Yes No N/A To Do
List
To Do
We can stop using this source and still provide
reliable water service to our customers.
We have an emergency intertie with a
neighboring water system that we can use until
corrective action is complete (perhaps for
several months).
We can provide bottled water to all or part of
the distribution system for an indefinite period.
We can quickly replace our existing source of
supply with a more protected new source.
Temporary Treatment Yes No N/A To Do
List
To Do
This source is continuously chlorinated, and
our existing facilities can provide 4-log virus
treatment (CT = 6) before the first customer.
If yes, at what concentration? _____ mg/L
We can quickly introduce chlorine into the
water system and take advantage of the
existing contact time to provide 4-log virus
treatment to a large portion of the distribution
system.
We can reduce the production capacity of our
pumps or alter the configuration of our storage
quantities (operational storage) to increase the
amount of time the water stays in the system
before the first customer to achieve CT = 6.
We can alter the demand for drinking water
(maximum day or peak hour) through
conservation messages to increase the time
the water is in the system prior to the first
customer in order to achieve 4-log virus
treatment with chlorine.
Distribution System E. coli Response Plan
If we have E. coli in our distribution system we will immediately:
1. Call DOH.
2. Collect repeat and triggered source samples per Part D. Collect additional investigative
samples as necessary.
3. Inspect our water system facilities, including wholesale interties, for proper operation.
4. Interview staff to determine whether anything unusual was happening in the water system
service area, especially since the previous month’s sample(s).
5. Review new construction activities, water main breaks, and pressure outages that may have
Coliform Monitoring Plan City of Auburn – Page 25
occurred during the previous month.
6. Review Cross-Connection Control Program status.
7. Discuss with DOH whether to issue a Health Advisory based on the findings of steps 3-6.
E. coli–Present Triggered Source Sample Response Plan – Source S01
Coal Creek Springs
If we have E. coli in Source S01 Coal Creek Springs water we will immediately:
1. Call DOH.
2. Distribute required notice, including to City of Algona and KC WD#111.
3. Interview staff. Inspect spring facilities for signs of contamination source.
4. Ask DOH to review our Contact Time analysis and acknowledge that we provide 4-log virus
treatment before the first customer.
E. coli–Present Triggered Source Sample Response Plan – Source S02
West Hill Springs
If we have E. coli in Source S02 West Hill Springs water we will immediately:
1. Shutdown S02 West Hill Springs
2. Call DOH.
3. Distribute required notice, including to City of Algona and KC WD#111.
4. Interview staff. Inspect spring facility and transmission main for signs of contamination source.
5. In concert with DOH, begin work on corrective action plan to provide 4-log virus treatment
before the first customer.
E. coli–Present Triggered Source Sample Response Plan – Source S03
Well No. 1
If we have E. coli in Source S03 Well No. 1 water we will immediately:
1. Shutdown S03 Well No. 1
2. Call DOH.
3. Distribute required notice, including to City of Algona and KC WD#111.
4. Interview staff. Inspect well facility for signs of contamination source.
5. In concert with DOH, begin work on corrective action plan to provide 4-log virus treatment
before the first customer.
E. coli–Present Triggered Source Sample Response Plan – Source S04
Well No. 2
If we have E. coli in Source S04 Well No. 2 water we will immediately:
1. Shutdown S04 Well No. 2
2. Call DOH.
3. Distribute required notice, including to City of Algona and KC WD#111.
City of Auburn – Page 26 Coliform Monitoring Plan
4. Interview staff. Inspect well facility, including Well 6, for signs of contamination source.
5. In concert with DOH, begin work on corrective action plan to provide 4-log virus treatment
before the first customer.
E. coli–Present Triggered Source Sample Response Plan – Source S05
Well No. 3A
If we have E. coli in Source S05 Well No. 3A water we will immediately:
1. Shutdown S05 Well No. 3A
2. Call DOH.
3. Distribute required notice, including to City of Algona and KC WD#111.
4. Interview staff. Inspect well facility for signs of contamination source.
5. Keep contaminated well off-line until 4-log virus treatment is designed, approved, and installed.
E. coli–Present Triggered Source Sample Response Plan – Source S06
Well No. 5
If we have E. coli in Source S06 Well No. 5 water we will immediately:
1. Shutdown Source S06 Well No. 5.
2. Call DOH.
3. Distribute required notice.
4. Interview staff. Inspect well facility for signs of contamination source.
5. In concert with DOH, begin work on corrective action plan to provide 4-log virus treatment
before the first customer.
E. coli–Present Triggered Source Sample Response Plan – Source S07
Well No. 4
If we have E. coli in Source S07 Well No. 4 water we will immediately:
1. Shutdown S07 Well No. 4
2. Call DOH.
3. Distribute required notice, including to City of Algona and KC WD#111.
4. Interview staff. Inspect well facility for signs of contamination source.
5. In concert with DOH, begin work on corrective action plan to provide 4-log virus treatment
before the first customer.
E. coli–Present Triggered Source Sample Response Plan – Source S08
Well No. 3B
If we have E. coli in Source S08 Well No. 3B water we will immediately:
1. Shutdown S08 Well No. 3B
2. Call DOH.
3. Distribute required notice, including to City of Algona and KC WD#111.
Coliform Monitoring Plan City of Auburn – Page 27
4. Interview staff. Inspect well facility for signs of contamination source.
5. Keep contaminated well off-line until 4-log virus treatment is designed, approved, and installed.
E. coli–Present Triggered Source Sample Response Plan – Source S10
Well No. 5A
If we have E. coli in Source S10 Well No. 5A water we will immediately:
1. Shutdown S10 Well No. 5A
2. Call DOH.
3. Distribute required notice.
4. Interview staff. Inspect well facility for signs of contamination source.
5. In concert with DOH, begin work on corrective action plan to provide 4-log virus treatment.
E. coli–Present Triggered Source Sample Response Plan – Source S11
Well No. 7
If we have E. coli in Source S11 Well No. 7 water we will immediately:
1. Shutdown Source S07 Well No. 7.
2. Call DOH.
3. Distribute required notice, including to City of Algona and KC WD#111.
4. Interview staff. Inspect well facility for signs of contamination source.
5. Keep contaminated well off-line until 4-log virus treatment is designed, approved, and installed.
E. coli–Present Triggered Source Sample Response Plan – Source S12
Well No. 6
If we have E. coli in Source S12 Well No. 6 water we will immediately:
1. Shutdown S12 Well No. 6
2. Call DOH.
3. Distribute required notice, including to City of Algona and KC WD#111.
4. Interview staff. Inspect well facility, including Well 2, for signs of contamination source.
5. In concert with DOH, begin work on corrective action plan to provide 4-log virus treatment.
E. coli–Present Triggered Source Sample Response Plan – Source S13
Well No. 5B
If we have E. coli in Source S13 Well No. 5B water we will immediately:
1. Shutdown S13 Well No. 5B
2. Call DOH.
3. Distribute required notice.
4. Interview staff. Inspect well facility for signs of contamination source.
5. Keep contaminated well off-line until 4-log virus treatment is designed, approved, and installed.
City of Auburn – Page 28 Coliform Monitoring Plan
E. coli–Present Triggered Source Sample Response Plan – Source S18
Tacoma / B Street
If we have E. coli in Source 18 Tacoma / B Street water we will immediately:
1. Shutdown Tacoma Interties: Source S18 B Street and Source S19 132nd Ave SE.
2. Call DOH and Tacoma Public Utilities.
3. Distribute required notice, including to City of Algona and KC WD#111.
4. Investigate contamination source with Tacoma Public Utilities. Interview staff and inspect
source, treatment, and intertie facilities for signs of contamination source.
5. In concert with DOH and Tacoma Public Utilities, begin work on corrective action plan.
E. coli–Present Triggered Source Sample Response Plan – Source S19
Tacoma / 132nd Ave SE
If we have E. coli in Source 19 Tacoma / B Street water we will immediately:
1. Shutdown Tacoma Interties: Source S18 B Street and Source S19 132nd Ave SE.
2. Call DOH and Tacoma Public Utilities.
3. Distribute required notice, including to City of Algona and KC WD#111.
4. Investigate contamination source with Tacoma Public Utilities. Interview staff and inspect
source, treatment, and intertie facilities for signs of contamination source.
5. In concert with DOH and Tacoma Public Utilities, begin work on corrective action plan.
E. coli–Present Triggered Source Sample Response Plan – Howard
Road CCF (TW-S01-CCS)
If we have E. coli in Howard Road CCF (TW-S01-CCS) water we will immediately:
1. Call DOH.
2. Distribute required notice, including to City of Algona and KC WD#111.
3. Interview staff. Inspect Howard Road CCF and Coal Creek Springs.
4. If contamination is from Howard Road CCF, begin work on corrective action plan.
5. If contamination is from Coal Creek Springs, then keep the contaminated source off-line until 4-
log virus treatment is designed, approved, and installed.
E. coli–Present Triggered Source Sample Response Plan – Fulmer CCF
(TW-S14-WF)
If we have E. coli in Fulmer CCF (TW-S14-WF) water we will immediately:
1. Shutdown S04 Well No. 2, SO11 Well No. 6, and SO12 Well No. 7.
2. Call DOH.
3. Distribute required notice, including to City of Algona and KC WD#111.
4. Interview staff. Inspect Fulmer CCF, Well No.2, Well No. 6, and Well No. 7 for signs of
contamination source.
5. If contamination is from Fulmer CCF, begin work on corrective action plan.
6. If contamination is from a well, then keep the contaminated well off-line until 4-log virus
treatment is designed, approved, and installed. In concert with DOH, determine if contamination
Coliform Monitoring Plan City of Auburn – Page 29
source can be isolated and allow non-contaminated wells to be brought on-line.
E. coli–Present Triggered Source Sample Response Plan – Emergency
Interties (S15, S16, and S17)
If we have E. coli in S15 Kent, S16 Bonney Lake, and S17 Lakehaven interties water we will
immediately:
1. Shutdown intertie.
2. Call DOH.
3. Distribute required notice.
4. Interview staff.
5. Work with DOH and supplying utility to develop a corrective action plan.
City of Auburn – Page 30 Coliform Monitoring Plan
I. System Map
C-7
C-9
C-6
C-4
C-2C-3
C-1C-5
C-8
C-15
C-11 C-12
C-14
C-10
C-13
C-22
C-26
C-28
C-24
C-30
C-29
C-20
C-17
C-19
C-23
C-27
C-25
C-21
C-18
C-16
C-43
C-35
C-41
C-39
C-45C-42
C-40
C-37
C-34
C-32
C-44
C-38
C-36
C-33
C-31
C-50
C-48
C-59
C-57
C-56
C-54
C-51
C-46
C-58
C-60
C-55
C-53
C-52
C-49
C-47
167
167
18
18
AU
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MUCKLESHOOTCASINO
SUPERMALL
AUBURNGOLFCOURSE
AUBURNGAMEFARM
AUBURNENVIRONMENTALPARK
GAMEFARMWILDERNESSPARK
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13
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W
S 277TH ST
W MAIN ST
E MAIN ST
29TH ST SE
11
2
T
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S
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41ST ST SE
51
S
T
A
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S
SE 312TH ST
8TH ST NE
37TH ST NW
ORAVETZ RD SE
M S
T
N
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D
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W
4TH ST SE
15TH ST NW
A S
T
N
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LA
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WEST VALLEY HWY S
L E A HIL L R D SEEM
E
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LAKELAND HILLS WAY S E
37TH ST NE
S 316TH ST
321ST ST S
D
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RIVER W ALK DR SE
15TH ST NE
15TH ST SW
BOUNDARY BLVD SW
AUBURN-BLACK DIAMOND RD SE
A S
T
N
W
AUB
U
R
N
A
V
E
N
E
TERRACE DR NW
ELLINGSON RD SW
SE 281ST ST
SUMNER-TAPPS HW
Y
E
O ST SW
SE 304TH ST
17TH ST SE
6TH ST SE
3 R D ST SW
10TH ST NE
3RD ST NW
132ND W
A
Y
S
E
14TH ST NW
CROSS ST SE
16TH ST NW
IND
U
S
T
R
Y
D
R
S
W
SE 320TH ST
A S
T
S
E
12
4
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A
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AKELAN
D
HI
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W
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KERSEY WAY SE
R
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PEASLEY CANYON RD S AUBURN-BLACK DIAMOND RD SE
Coliform Monitoring Sites
Printed On: 03/05/10Map ID: 3465
Information shown is for general reference purposes only and does not necessarily represent exact geographic or cartographic data as mapped. The City of Auburn makes no warranty as to its accuracy.
Routine Sample Site Week 1
Routine Sample Site Week 2
Routine Sample Site Week 3
Routine Sample Site Week 4
Auburn City Limits
Potential Annexation Areas
Water Features
Water Service Boundary
08001,6002,4003,2004,000
FEET
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Appendices/Appendix_Covers.docx
City of Auburn
Comprehensive Water Plan
APPENDIX M
WATER USE EFFICIENCY
Public Works Committee
October 20, 2014 - 3:30 PM
Annex Conference Room 2
MINUTES
I. CALL TO ORDER
Chairman Wayne Osborne called the meeting to order at 3:30 p.m. in
Conference Room #2, located on the second floor of Auburn City Hall,
One East Main Street, Auburn, Washington.
A. Roll Call
Chairman Wayne Osborne, Vice-Chair Bill Peloza, and Member
Claude DaCorsi were present. Also present during the meeting
were: Mayor Nancy Backus, Community Development & Public
Works Director Kevin Snyder, Assistant Director of Engineering/City
Engineer Ingrid Gaub, Assistant City Engineer Jacob Sweeting,
Utility Engineering Manager Lisa Tobin, Transportation Manager
Pablo Para, Water Utility Engineer Susan Fenhaus, Planning &
Design Services Manager Elizabeth Chamberlain, Financial
Planning Manager Bob Brooks, Water Manager Allen Hunter and
Public Works Secretary Molly Mendez.
B. Announcements
1. Announcements
Public comment will be accepted on Discussion Item E.
C. Agenda Modifications
There was one agenda modification, removing Action Item A, Public
Works Project No. C512A, from the agenda.
II. CONSENT AGENDA
A. Approval of Minutes
Public Works Committee to approve the minutes of the October 6,
2014 Public Works Committee meeting
It was moved by Vice-Chair Peloza, seconded by Member DaCorsi,
that the Committee approve the Public Works Committee Meeting
minutes for date, October 6, 2014.
Motion carried 3-0.
III. ACTION
Page 1 of 5
A. Public Works Project No. C512A (Wickstrom)
Award Contract No. 13-12, to Gary Harper Construction, Inc. on
their Low Bid of $870,696.00 plus Washington State Sales Tax of
$82,716.12 for a Total Contract Price of $953,412.12 for Project No.
C512A, Well 4 Emergency Power Improvements
Action Item A was removed from the agenda.
B. Resolution No. 5108 (Tobin)
A Resolution of the City Council of the City of Auburn, Washington,
Authorizing the Public Works Committee to Appoint the City of
Auburn Representatives to the King County Metropolitan Water
Pollution Abatement Advisory Committee
Utility Engineering Manager Tobin provided a brief background
summary of Resolution No. 5108 and reviewed the draft letter
identifying the City’s representative and alternates. There were no
questions from the Committee.
It was moved by Vice-Chair Peloza, seconded by Member DaCorsi,
that the Committee adopt Resolution No. 5108.
Motion carried 3-0.
IV. DISCUSSION ITEMS
A. Ordinance No. 6534 (Chamberlain)
An Ordinance of the City Council of the City of Auburn, Washington,
amending Section 18.29.060 of the Auburn City Code related to floor
area ratio in the Downtown Urban Center Zone.
For the purpose of these minutes, this item was discussed after
Discussion Item C.
Planning & Design Services Manager Chamberlain provided a brief
background summary of Ordinance No. 6534. Chamberlain stated
Ordinance No. 6534 already went before the Planning Commission
which held a public hearing on October 7, 2014. There was no
public testimony. The Planning Commission recommended approval
of the code change. Ordinance No. 6534 also went to the Planning
and Community Development Committee on October 13, 2014 and
the Committee concurred with Planning Commission’s
recommendation.
Planning & Design Services Manager Chamberlain responded to a
question asked by Chairman Osborne regarding the building height
limit of 75 feet and that this could be reviewed in the City’s
Comprehensive Planning effort.
Page 2 of 5
In response to a question asked by Chairman Osborne, Planning &
Design Services Manager Chamberlain provided definition of "life of
the project" as mentioned on page 29 of the packet.
B. Ordinance No. 6537 (Chamberlain)
An Ordinance of the City Council of the City of Auburn, Washington,
amending Section 17.09.010 of the Auburn City Code related to
short plat thresholds.
Planning & Design Services Manager Chamberlain provided a brief
background summary of Ordinance No. 6537. There were no
questions from the Committee.
C. System Development Charges (Tobin/Fenhaus)
For the purpose of these minutes, this item was discussed before
Discussion Item A.
Utility Engineering Manager Tobin invited Financial Planning
Manager Brooks and Water Utility Engineer Fenhaus to join her at
the table as this has been a collaborative effort.
Using a slideshow presentation, Utilities Engineering Manager Tobin
briefed the Committee on the System Development Charges.
This was followed by a group discussion.
The Committee reached consensus on Option 1 – Full Water and
Sewer SDC increase to be effective in January 2015, with annual
updates to the Water, Sewer, and Storm SDCs in subsequent years
based on the Construction Cost Index (CCI), but not to be an annual
change less than zero.
Staff will provide a similar briefing for the full council before the
proposed fee schedule is brought to the council for action.
D. Cross Connection Control Program (Fenhaus)
For the purpose of these minutes, this item was discussed after
Discussion Item B.
Water Utility Engineer Fenhaus provided informational materials
which explained the Cross Connection Control Program. Fenhaus
briefly reviewed the presentation materials with the Committee.
Water Utility Engineer Fenhaus introduced Allen Hunter, the Water
Manager at Maintenance and Operations, to the Committee. Water
Utility Engineer Fenhaus mentioned that Water Manager Hunter has
extensive knowledge with cross connection as he used to be the
Cross Connection Specialist.
Page 3 of 5
Water Manager Hunter further explained that Washington
Administrative Code requires Public Water Systems to address
"Table 9 Facilities" which are facilities that could pose a health
concern because of the risk of death, spread of disease or illness.
The Department of Health has mandated water systems to
concentrate on medical facilities. The City program has identified 65
facilities within that category, and to date, 55 of them have the
required premise isolation with the approved backflow device. The
staff continue to work with the remaining 10. The Washington
Administrative Code also requires Public Water Systems to track
backflow assemblies used to protect the water system. The City
currently tracks 2600 assemblies, all of which require annual testing
by the owner.
Following a question asked by Member DaCorsi, Water Utility
Engineer Fenhaus explained the City process for existing facilities.
E. Water Use Efficiency Program (Fenhaus)
Water Utility Engineer Fenhaus indicated this is Chapter 8 of the
Water System Comprehensive Plan. Fenhaus noted that a
requirement for putting together a Water Use Efficiency Program is
to hold a public meeting where public comments are accepted.
There were no public comments received.
Water Utility Engineer Fenhaus pointed out some highlights as seen
in the memorandum on page 48 of the packet.
There was a group discussion regarding Distribution System
Leakage following a question asked by Chairman Osborne.
Water Utility Engineer Fenhaus will investigate the numbers in the
chart on page 70 of the packet, specifically the "Schools" column as
pointed out by Vice-Chair Peloza.
Water Utility Engineer Fenhaus responded to a question asked by
Chairman Osborne regarding the average consumption per account
(single family) on the chart on page 72 of the packet.
F. Capital Project Status Report (Sweeting)
Item 6 – CP1024 – AWS and M Street SE Intersection
Improvements:
Assistant City Engineer Sweeting provided the Committee with a
project status update in response to a question asked by Member
DaCorsi.
Item 10 – CP1308 – BNSF Utility Crossings Project:
Chairman Osborne requested staff keep the Committee updated on
this project as this contractor has not been used by the City before. Page 4 of 5
Assistant City Engineer Sweeting indicated staff will keep the
Committee informed.
Item 28 – CP1406 – West Main Street Traffic Signal Upgrades:
Assistant City Engineer Sweeting replied to a question asked by
Vice-Chair Peloza regarding the completion date of this project.
G. Significant Infrastructure Projects by Others - Public Works Status
Report (Gaub)
There were no questions from the Committee.
H. Action Tracking Matrix (Gaub)
Assistant Director of Engineering/City Engineer Gaub reviewed the
previous discussion on the 105th Place SE at 107th with committee;
staff indicated they would investigate the site to see whether
additional signage could be installed in the interim until the repair
work could be done next year. Staff is completing this investigation.
Assistant City Engineer Sweeting noted this section of the road is
scheduled with the capital projects to go out early next year.
Sweeting advised the Committee that this is Item 17 on the Capital
Project Status Report.
V. ADJOURNMENT
There being no further business to come before the Public Works
Committee, the meeting was adjourned at 5:03 p.m.
Approved this 3rd day of November, 2014.
________________________ _________________________
Wayne Osborne Molly Mendez
Chairman Public Works Department Secretary
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City of Auburn
Comprehensive Water Plan
APPENDIX N
SYSTEM ANALYSIS RESULTS
Table N.1 - Valley Service Area Storage Evaluation
202120252035
Projected Retail MDD 9.5210.5111.41
Available Sources, mgd
Coal Creek Springs 6.98.68.6
West Hill Springs 0.90.90.9
Well 1 3.23.23.2
Well 2 0.00.03.5
Well 3A/B 0.00.04.0
Well 4 3.73.73.7
Well 6 2.72.72.7
Well 7 0.02.55.0
B Street Intertie 1.81.81.8
132nd Intertie 1 3.323.323.32
Total Source Capacity 22.54 26.79 29.29
Redundant Source Capacity15.6318.1520.65
Reliable Source Capacity 22.5426.7929.29
Offsite MDD Supply
Academy Service Area 1.291.351.44
Lakeland Hills Service Area 0.520.000.00
Lea Hill Service Area 2.502.632.92
Total Offsite Demands 4.313.984.36
Net Redundant or Reliable 11.3214.1716.29
Required Storage, mg
Operational 0.240.240.24
Equalizing 2.382.632.85
Emergency 7.726.856.53
Fire Suppression 0.960.960.96
Total Required Storage 11.3010.6810.58
Existing Storage, mg
Reservoir 1 4.804.804.80
Reservoir 2 3.433.433.43
Total Existing Storage 8.238.238.23
Excess (Deficit) Existing Storage, mg(3.07)(2.45)(2.35)
City of Auburn
Comprehensive Water Plan 1
2021 2025 2035
Projected Retail MDD 9.5210.5111.41
Available Sources, mgd
Coal Creek Springs 6.98.68.6
West Hill Springs 0.90.90.9
Well 1 3.23.23.2
Well 2 0.00.03.5
Well 3A/B 0.00.04.0
Well 4 3.73.73.7
Well 6 2.72.72.7
Well 7 2.5 2.55.0
B Street Intertie 1.8 1.81.8
132nd Intertie 1 0.80.70.4
Total Source Capacity 22.5424.1626.37
Redundant Source Capacity15.6315.5217.73
Reliable Source Capacity 22.5424.1626.37
Offsite MDD Supply
Academy Service Area 1.291.351.44
Lakeland Hills Service Area 0.520.000.00
Lea Hill Service Area 0.000.000.00
Total Offsite Demands 1.811.351.44
Net Redundant, Reliable Supply 13.82 14.17 16.29
Required Storage, mg
Operational0.240.240.24
Equalizing2.382.632.85
Emergency5.226.856.53
Fire Suppression0.960.960.96
Total Required Storage8.8010.6810.58
Existing Storage, mg
Reservoir 14.804.804.80
Reservoir 23.433.433.43
New Storage0.00 1.001.00
Total Existing Storage 8.239.239.23
Excess (Deficit) Existing Storage, mg (0.57)(1.45)(1.35)
Shared Storage
Lakeland Hills 0.540.530.52
Academy 1.211.070.87
Lea Hill 0.000.000.00
Net Excess (Deficit) Existing
Storage, mg
1.18 0.15 0.04
Table N.2 - Valley Service Area Storage Evaluation with
Improvements
City of Auburn
Comprehensive Water Plan 1
Table N.3 - Academy Service Area Storage Evaluation
2013 2021 2025 2035
Projected MDD, mgd 1.231.291.351.44
Available Sources, mgd
Academy Pump Station 1 0.440.441.441.44
Academy Pump Station 2 1.081.081.081.08
Total Source Capacity 1.521.522.522.52
Redundant Source Capacity 1.521.522.522.52
Reliable Source Capacity 1.521.522.522.52
Required Storage, mg
Operational 0.070.070.070.07
Equalizing 0.310.320.340.36
Emergency 0.941.060.180.36
Fire Suppression 0.960.960.960.96
Total Required Storage 2.282.411.551.75
Existing Storage, mg
Reservoir 8A 1.141.141.141.14
Reservoir 8B 1.481.481.481.48
Total 2.622.622.622.62
Excess (Deficit) Existing Storage, mg0.34 0.21 1.07 0.87
City of Auburn
Comprehensive Water Plan 1
202120252035
Projected MDD, mgd 1.291.351.44
Available Sources, mgd
Academy Pump Station 1 1.441.441.44
Academy Pump Station 2 1.081.081.08
Total Source Capacity 2.522.522.52
Redundant Source Capacity 2.522.522.52
Reliable Source Capacity 2.522.522.52
Required Storage, mg
Operational 0.070.070.07
Equalizing 0.320.340.36
Emergency 0.060.180.36
Fire Suppression 0.960.960.96
Total Required Storage 1.411.551.75
Existing Storage, mg
Reservoir 8A 1.141.141.14
Reservoir 8B 1.481.481.48
Total 2.622.622.62
Excess (Deficit) Existing Storage, mg1.21 1.07 0.87
Shared Storage
Valley-1.21-1.07-0.87
Net Excess (Deficit) Existing
Storage, mg
0.00 0.00 0.00
Table N.4 - Academy Service Area Storage Evaluation with
Improvements
City of Auburn
Comprehensive Water Plan 1
City of Auburn
Comprehensive Water Plan 1
Table N.5 - Lea Hill Service Area Storage Evaluation
202120252035
Projected MDD, mgd2.502.632.92
Available Sources, mgd
Green River Pump Station 5.055.055.05
Lea Hill Pump Station 1.731.730.00
132nd Ave SW Intertie 3.323.323.32
Total Source Capacity 10.1010.108.37
Redundant Source Capacity 10.1010.108.37
Reliable Source Capacity 10.1010.108.37
Required Storage, mg
Operational 0.060.060.06
Equalizing 0.630.660.73
Emergency 0.000.000.00
Fire Suppression 0.960.960.96
Total Required Storage 1.651.681.75
Existing Storage, mg
Reservoir 4A 0.590.590.59
Reservoir 4B 0.880.880.88
Total 1.471.471.47
Excess (Deficit) Existing Storage, mg(0.18)(0.21)(0.28)
City of Auburn
Comprehensive Water Plan 1
2021 2025 2035
Projected MDD, mgd 2.502.632.92
Available Sources, mgd
Green River Pump Station 5.055.055.05
Lea Hill Pump Station 1.731.730.00
132nd Ave SW Intertie 3.32 3.323.32
Total Source Capacity 10.1010.1010.10
Redundant Source Capacity 10.1010.108.38
Reliable Source Capacity 8.388.388.38
Required Storage, mg
Operational 0.060.060.06
Equalizing 0.630.660.73
Emergency 0.000.000.00
Fire Suppression 0.960.960.96
Total Required Storage 1.651.681.75
Existing Storage, mg
Reservoir 4A 0.830.830.83
Reservoir 4B 0.880.88 0.92
Total 1.71 1.71 1.75
Excess (Deficit) Existing Storage, mg0.06 0.03 0.00
Table N.6 - Lea Hill Service Area Storage Evaluation with
Improvements
City of Auburn
Comprehensive Water Plan 1
Table N.7 - Lakeland Hills Service Area Storage Evaluation
202120252035
Projected MDD, mgd0.780.830.89
Available Sources, mgd
Well 5 0.940.940.94
Well 5A 0.260.260.26
Terrace View BPS 1.581.581.58
Total Source Capacity 2.782.782.78
Redundant Source Capacity 2.782.782.78
Reliable Source Capacity 1.842.782.78
Required Storage
Operational 0.030.030.03
Equalizing 0.200.210.22
Emergency 0.000.000.00
Fire Suppression 0.560.560.56
Total Required Storage 0.790.800.81
Existing Storage
Reservoir 5, mg 0.930.930.93
Reservoir 6(1), mg 0.700.700.70
Algona Storage0.300.300.30
Total1.331.331.33
Excess (Deficit) Existing Storage, mg0.54 0.53 0.52
Notes:
(1) Excludes 0.15 MG of storage owned by Algona.
City of Auburn
Comprehensive Water Plan 1
2021 2025 2035
Projected MDD, mgd 0.780.830.89
Available Sources, mgd
Well 5 0.94 0.940.94
Well 5A 0.260.260.26
Terrace View BPS 1.58 1.581.58
Total Source Capacity 2.782.782.78
Redundant Source Capacity 2.782.782.78
Reliable Source Capacity 1.842.782.78
Required Storage
Operational 0.030.030.03
Equalizing 0.200.210.22
Emergency 0.000.000.00
Fire Suppression 0.560.560.56
Total Required Storage 0.790.800.81
Existing Storage
Reservoir 5, mg 0.930.930.93
Reservoir 6(1), mg 0.700.700.70
Algona Storage0.300.300.30
Total 1.331.331.33
Excess (Deficit) Existing Storage, mg0.54 0.53 0.52
Shared Storage
Valley -0.54-0.53-0.52
Net Excess (Deficit) Existing Storage,
mg
0.00 0.00 0.00
Notes:
Table N.8 - Lakeland Hills Service Area Storage Evaluation with
Improvements
(1) Excludes 0.15 MG of storage owned by Algona.
City of Auburn
Comprehensive Water Plan 1
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Appendices/Appendix_Covers.docx
City of Auburn
Comprehensive Water Plan
APPENDIX O
HYDRAULIC MODEL UPDATE AND CALIBRATION TM
PLAN UPDATES TO MODEL BY SERVICE AREA
DIURNAL CURVES
December 2013 - FINAL i
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
CITY OF AUBURN
ON-CALL MODELING SERVICES
TECHNICAL MEMORANDUM
HYDRAULIC MODEL UPDATE AND CALIBRATION
TABLE OF CONTENTS
Page No.
1.0 INTRODUCTION ........................................................................................................ 1
2.0 HYDRAULIC MODEL UPDATE ................................................................................. 1
2.1 Model Selection ............................................................................................. 1
2.2 Elements of the Hydraulic Model ................................................................... 2
2.3 Model Conversion .......................................................................................... 3
2.4 Model Update ................................................................................................ 3
3.0 MODEL CALIBRATION OVERVIEW AND METHODOLOGY ................................... 9
3.1 Introduction .................................................................................................... 9
3.2 Macro Calibration........................................................................................... 9
3.3 Fire Flow Test Calibration Overview ............................................................ 10
3.4 Fire Flow Test Calibration Results ............................................................... 13
3.5 Recommendations ....................................................................................... 14
APPENDIX A – Updated Model Pipe by Service Area
APPENDIX B – System Conditions during Hydrant Testing
APPENDIX C – Hydraulic Model Fire Test Calibration Results
LIST OF TABLES
Table 1 High Fire Flow Requirement Locations ............................................................ 6
Table 2 Hydrant Test Location Information ................................................................. 12
Table 3 Fire Test Calibration Results Summary ......................................................... 15
LIST OF FIGURES
Figure 1 Comparison Between GIS Data and Current Hydraulic Model ........................ 4
Figure 2 System Fire Node Locations ............................................................................ 7
Figure 3 High Fire Flow Requirement Locations ............................................................ 8
Figure 4 Model Calibration Fire Flow Tests.................................................................. 11
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Technical Memorandum
HYDRAULIC MODEL UPDATE AND CALIBRATION
1.0 INTRODUCTION
The City of Auburn (City) is located in the northwestern quadrant of Washington State,
within King County and is a suburb in the Seattle metropolitan area. The City owns and
operates a multi-source municipal water system, which includes supply, treatment, storage,
and distribution of potable water to residential, commercial, and wholesale customers.
Service is provided to four major service areas, which are further divided into pressure
zones as required by local topography. The four major service areas are: Valley, Lea Hill,
Academy, and Lakeland Hills. The largest of the service areas is the Valley Service Area.
The purpose of this Technical Memorandum (TM) is to summarize the work performed to
convert the model to InfoWater, update the distribution system data and calibrate the model
recent historical field data. This TM focuses on conversion and updating the Valley,
Academy, and Lakeland Hills service areas in the City’s water distribution system. The
hydraulic model for the Lea Hill service area was updated in 2013 in conjunction with
development of a Unidirectional Flushing (UDF) Program, documented in the August 2013
Lea Hill Unidirectional Flushing Program TM. This TM is divided in three sections: 1) an
introduction; 2) an outline of the update and conversion of the City’s hydraulic model; and 3)
the calibration of the hydraulic model once updated.
The model conversion to InfoWater model, distribution system update, and calibration
provides an up-to-date tool to use in the upcoming 2015 Water System Plan Update.
Additionally, the model allows the City to more easily integrate and leverage its recently
updated GIS program, as well as expand the UDF program to other portions of the system.
2.0 HYDRAULIC MODEL UPDATE
2.1 Model Selection
Previously, the City’s water hydraulic model was developed using the WaterCAD (Version
8i) hydraulic modeling software package, developed by Bentley Systems, Inc. WaterCAD is
a water distribution design and modeling software package developed for the solution of
pressurized pipe flow problems (that is, the computation of the flow in each pipe) and can
be used to design pressurized piping systems.
While WaterCAD had served the City well in the past, it lacked full integration with GIS and
was limited in its specialty tools, such as UDF planning. Therefore, the City decided to
convert the model to Innovyze’s InfoWater. InfoWater is a water distribution modeling and
management application, which is fully integrated with ESRI’s ArcView to provides a more
robust and user-friendly interface. Additionally, InfoWater UDF add-on computes all
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pertinent information needed to develop a UDF program, including quickly identifying
hydrant and valves that will need to be used for each flushing sequence.
Version 10.5 of InfoWater was used to assemble the hydraulic model, and is currently the
most recent version of the software package.
2.2 Elements of the Hydraulic Model
The following provides a brief overview of the various elements of the hydraulic model and
the required input parameters associated with each.
Junctions: Locations where pipe sizes change, where pipelines intersect, or where
water demands are applied and are represented by junctions in the hydraulic model.
Required inputs for junctions include service elevation and water demands.
Pipes: Water mains are represented as pipes in the hydraulic model. Input
parameters include length, diameter, roughness coefficient, and whether or not the
pipe includes a check valve (i.e., does not allow reverse flow).
Tanks:
– Cylindrical and Variable Area Tanks: Water tanks are included in the hydraulic
model as either cylindrical or variable area tanks, depending on the complexity
of the tank geometry. Required input parameters for cylindrical tanks include
bottom elevation, maximum level, initial level, and diameter. Required input
parameters for variable area tanks include bottom elevation, maximum level,
initial level, and a curve that varies the cross-sectional area of the tank
depending on the tank level.
– Fixed Head Reservoirs: For water distribution system modeling, fixed head
reservoirs are used to represent a water source with a constant hydraulic
grade line (HGL). Typically, fixed head reservoirs are used to represent water
sources, such as groundwater supplies or a regional transmission line.
Pumps: Multiple pump types are included in the hydraulic model. Input parameters
for pumps include pump curves and operational controls.
Valves: A number of different valves, such as pressure reducing valves (PRVs), and
float valves are represented in the hydraulic model. Required input parameters for
valves include diameter, operational controls, and other settings or headloss curves
depending on the type of valve.
Demands: Water demands are applied at specific junctions in the hydraulic model.
Up to ten different demands can be assigned at a particular junction.
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Fire Flows: Fire flows are simulated by assigning a fire demand to certain junctions
in the model based on land use. The modeling software will then run a system-wide
fire low analysis, in which each junction with an assigned fire flow will be analyzed
and a residual pressure will be computed. This eliminates the need to manually run
fire flows throughout the system and increases the number of junctions that can be
analyzed.
2.3 Model Conversion
The City’s new hydraulic model was manually converted from the current WaterCAD model
to Innovyze’s InfoWater Version 10.5. No automated tool was available for this task. The
WaterCAD model was exported as EPANet files, which is the open-source model that both
models are based. The EPANet files were then imported into InfoWater. Fire flows were
entered into InfoWater based on the 2007 Water System Plan.
Once converted, the model was run to verify the results between the model in WaterCAD
and the converted InfoWater model. The verification included facilities (pumps, tanks, PRVs
settings), system operation in the different service areas, and model output results.
2.4 Model Update
After converting the City’s hydraulic model, the model was updated to reflect the latest
distribution information. Discrepancies between the hydraulic model and the updated GIS
data were identified and presented graphically for review by the City. Three types of
discrepancies were identified and addressed, including:
Difference in alignment or pipe diameter between model and GIS data.
Pipelines not present in the model but included in the GIS data.
Pipes less than 8-inches in diameter. These pipes were not included in the updated
water model unless they were linked to a hydrant, or were needed for connectivity
issues.
Figure 1 is an example of the performed comparison between the GIS data and the model
and shows the different types of discrepancies. A complete inventory of the updated pipes
are presented in Appendix A. New pipelines and facilities were imported into the InfoWater
hydraulic model.
The hydraulic model was also updated for the development of a UDF program for all
service areas, thus an additional step was needed to ‘‘line-up’’ the original WaterCAD
modeled pipelines with the updated GIS data. This realignment step ensured that system
valves and hydrants appear in the correct location on the field journals and maps.
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December 2013 - FINAL 5
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Fire flow demands were also verified and created in the updated InfoWater model. The
quantity of water available for firefighting establishes an important level of service for a
water system. The City’s established criteria for fire flow were used to update the hydraulic
model. The following criteria are minimum requirements:
1,500 gpm for all single-family residential areas of the City.
2,500 gpm for all multi-family residential and all other non-residential land use areas,
except parks and open spaces within the City.
Figure 2 shows the minimum fire flow required at nodes throughout the system based on
land-use.
Additionally, high fire flow requirements associate with specific buildings included as
specified by the City’s Fire Marshal and documented in Table 9.4 of the 2007 WSP. The
largest of these fires for each zone are summarized in Table 1, and the locations are shown
in Figure 3.
December 2013 - FINAL 6
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
Table 1 High Fire Flow Requirement Locations
Hydraulic Model Update and Calibration
City of Auburn
Map
ID Location Address
Service
Area
Flow
Required
(gpm)
1 RPS Distribution Center 3702 "C" St. NE Valley 4,000
2 Justice Center 340 E Main Street Valley 2,250
3 New Annex Building 1 E Main Street Valley 2,500
4 Emerald Downs 2300 Emerald Downs Drive Valley 3,000
5 Panattoni Warehouse 816 44th ST NW Valley 4,000
6 Span Alaska 3815 W Valley Highway N Valley 3,125
7 AMB Valley
Distribution Center 2202 Perimeter Road SW Valley 4,000
8 Super Mall 1101 15th Street SW Valley 2,000
9 Safeway Distribution
Center 3520 Pacific Avenue S Valley 2,000
10 Auburn Meadows
Sr. Housing 945 22nd Street NE Valley 2,375
11 Grace Community
Church 1106 12th Street SE Valley 3,750
12 Auburn RMC
Bed Tower Addition 202 N Division Street Valley 1,750
13 Riverside High School 501 Oravetz Road SE Valley 3,000
14 Green River
Community College 12401 SE 320th Street Lea Hill 2,250
15 Wesley Homes
Sr. Housing 10805 SE 320th Street Lea Hill 4,000
16 Auburn Elementary
School @ Lakeland 1020 Evergreen Way SE Lakeland
Hills 3,125
17 Academy Campus 5000 Auburn Way South Academy 4,000
18 MIT Casino Expansion 2402 Auburn Way South Academy 2,625
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December 2013 - FINAL 9
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
3.0 MODEL CALIBRATION OVERVIEW AND METHODOLOGY
3.1 Introduction
The purpose of the water system hydraulic model is to estimate, or predict, how the water
system will respond under a given set of conditions. One way to test the accuracy of the
hydraulic model is to create a set of known conditions in the water system and then
compare the results observed in the field against the results of the hydraulic model
simulation using the same conditions. Field flow tests can verify data used in the hydraulic
model and yield a greater understanding of how the water system operates.
Field-testing can help identify errors in the data used to develop the hydraulic model, or
show that a condition might exist in the field not otherwise known. Valves reported as being
open might actually be partially closed or closed (or vice versa), an obstruction could exist
in a pipeline, or pressure settings for a PRV may be different than noted. Field-testing can
also correct erroneous model data such as incorrect pipe diameters or connections. Data
obtained from the field tests can be used to determine appropriate roughness coefficients
for each pipeline, as roughness coefficient can vary with age and pipe material. Other
parameters can also be adjusted to generate a calibrated model.
The calibration process for the City’s hydraulic model consisted of two parts: a macro
calibration and a fire flow (hydrant) test calibration. The following sections describe both
calibration steps.
3.2 Macro Calibration
The initial calibration process consisted of a macro calibration. Initially, the model was run
under existing demand conditions and necessary adjustments were made to produce
reasonable system pressures. Such adjustments include modifications of pipeline
connectivity, ground elevations, and facility characteristics.
The macro calibration process involved several steps to ensure that the model produces
reasonable results:
Transmission Main Connectivity. Using the connectivity features of the modeling
software, the connectivity of the transmission mains within the distribution system
was verified. Problems found using the connectivity locators were reviewed to
determine whether adjustments were needed to the connectivity of the model. Output
reports of pipe flow characteristics, such as headloss (feet per thousand feet [ft/kft])
and velocity (feet per second[fps]) were also used to locate problem areas where
additional adjustments may be necessary.
System Pressures. The macro calibration compared the model output to the typical
pressures observed within the distribution system. This process was used to locate
December 2013 - FINAL 10
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
major errors in the model creation, elevations, or connectivity, as well as changes
that reflect how operational controls of the system should be implemented in the
model.
Facility Characteristics. Hydraulic model results from each booster pump station,
well, and valve were compared to the known conditions to verify that the facility
attributes entered into the model produced results comparable to what the system
experiences.
Minor issues were identified in the macro calibration process and corrected. The resulting
model was then calibration using the more detailed fire flow tests.
3.3 Fire Flow Test Calibration Overview
The fire flow tests stressed the distribution system by creating a differential between the
HGL at the point of hydrant flow and the system HGL at neighboring hydrants. This HGL
differential increases the effect of the roughness coefficients on system losses. The
calibration to fire flow tests are intended to develop a calibrated hydraulic model by closely
matching model-simulated pressures to field pressures under similar demand and system
boundary conditions. The primary varied parameter for this calibration is the pipeline
roughness coefficient; although other parameters can also be adjusted as calibration results
are generated.
During average day flow conditions, roughness coefficients have a relatively small effect on
operation of the distribution system. As flows increase in the system on higher demand
days, velocity within pipelines increase and roughness coefficients contribute more to
overall system headloss. Fire flow tests artificially create high demand events to generate
more headloss, allowing a better estimation of the pipeline roughness coefficients.
Hazen-Williams roughness coefficients, or C-factors, have industry accepted value ranges
based on pipeline material, diameter, and age. Characteristics specific to the City’s
distribution system such as water quality, temperature, construction methodologies,
material suppliers, and other factors may result in roughness coefficients, which differ from
the typical range. Fire flow calibration refines the initial estimation of the value of roughness
coefficients that best indicate conditions of the City’s distribution system. As the model is
adjusted to match system pressures, roughness coefficients should be adjusted only within
a tolerance of industry accepted roughness coefficient ranges (e.g., Hazen-Williams C of
80-140).
Fire flow tests for the model calibration were conducted by the City in March and April of
2013. As shown on Figure 4 sixteen fire flow tests were conducted across the City’s
distribution system. Each test consisted of one flowing hydrant and one pressure hydrant.
The tests sites were chosen to provide an adequate representation of system performance
throughout the City. Table 2 details the locations of each hydrant test sites that are shown
on the figure.
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December 2013 - FINAL 12
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
Table 2 Hydrant Test Location Information
Hydraulic Model Update and Calibration
City of Auburn
Test Number Pressure Zone Hydrant Number Location
1 Valley 242 2499 5110 Frontage Rd
2 Valley 242 1195 3028 M Drive NE
3 Lea Hill 563 5044 10907 SE 298th Pl
4 Lea Hill 563 2160 12630 SE 300th Way
5 Lea Hill 563 2508 11228 SE 309th St
6 Valley 242 90 1504 Pike Pl NE
7 Valley 242 2447 1808 B St NW
8 Valley 242 361 28 F St SE
9 Lea Hill 563 1395 32718 111th Pl SE
10 Valley 242 426 1827 4th St SE
11 Valley 242 1899 702 K St SE
12 Academy 445 684 1302 Dogwood St
13 Valley 242 476 319 17th St SE
14 Valley 242 2374 Perimeter Rd SW
14A Valley 243 429 West Valley Hwy
15 Academy 350 2223 2715 V Ct SE
16 Academy 445 629 2718 Alpine Dr SE
17 Valley 242 666 3402 V St SE
18 Academy 531 943 5826 37th St SE
19 Lakeland 440 1352 4925 Mill Pond Loop SE
20 Lakeland 697 1733 5428 Nathan Ave SE
December 2013 - FINAL 13
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
If a model is unable to match the calibration results without leaving the acceptable range of
roughness coefficient values for a given pipeline material and age, there may be cause for
further investigation of a previously unknown field condition. Examples of conditions that
typically arise during hydraulic model calibration include closed valves, partially closed or
malfunctioning valves, extreme corrosion within pipelines or connectivity, and diameter
errors in GIS layers, record drawings, or diurnal patterns of large water users.
3.4 Fire Flow Test Calibration Results
Calibration of fire flow tests was conducted individually in order to specifically represent the
conditions of the system at the time of the test. Therefore, numerous simulations were
performed during the calibration phase. Adjustments were made to the model between runs
to minimize the differences between the model and the field measured results. A detailed
summary tank, well levels, and booster pump flows during each pump test are available in
Appendix B.
For the monitoring hydrants, the results are considered acceptable if model pressures are
within 10 psi or have a 10 percent difference to both the static and residual field data. Model
pressures within 5 psi or 5 percent of the field measurements are considered very good. As
shown in Table 3, the model was calibrated within pressure differences of about 10 psi or
10 percent of the field measured pressures for each hydrant-testing site, showing a good
calibration was achieved. Appendix C presents a more detailed summary of the calibration
results, including the location, time, and results of each field test conducted and
corresponding hydraulic model results.
However, two sites presented difficulties in the calibration to the field measured data: Site
10 and Site 15. Site 10 is located in the Valley 242 Zone. Initial model results matched
static pressure well, but residual pressures were off by +30 percent/ +35 percent. These
conditions generally indicate that there is a closed valve in the system. The City identified
and replaced a broken valve at R Street SE and 3rd Street SE in December 2013. To
match field conditions at the time of the fire flow test, the model was calibrated with the
value closed and a good calibration was achieved at Site 10 as presented in Table 3.
However, the new open valve was used in the existing system scenario, as well as in all
future modeling scenarios.
Site 15 is located in the Academy 350 service area. This pressure zone is fed by two PRVs,
which were incorrectly set in the initial model. Once the PRV settings were corrected, the
model achieved a good calibration.
Due to physical and operational constraints, fire flow testing in the Lea Hill service area was
not conducted, including Fire Test 3, 4, 5, and 9. Upon completion of the UDF program, the
City is expected to conduct the testing. In the mean time, the Lea Hill area has not been
calibrated.
December 2013 - FINAL 14
pw://Carollo/Documents/Client/WA/Auburn/8266A00/Deliverables/TO 13_TM01.doc
3.5 Recommendations
The updated, calibrated hydraulic model provides the City with a tool to evaluate current
and future hydraulics in the distribution system. The InfoWater model can leverage the
City’s GIS program and provide specialty tools, such as UDF planning. Additionally, it fully
represents the City’s existing system and fire flows. Several recommendations and next
steps were identified:
The Lea Hill service area should be calibrated when fire tests are available.
Incorporate future demand based on the 2015 Water System Plan projections.
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5
4
.
0
7
3
.
4
5
3
.
7
-
0
.
6
-
0
.
3
-
0
.
8
%
-
0
.
6
%
76
.
0
5
6
.
0
7
4
.
7
5
4
.
2
-
1
.
3
-
1
.
8
-
1
.
7
%
-
3
.
3
%
13
1
,
6
0
0
6
4
.
0
6
0
.
0
6
2
.
5
5
6
.
3
-
1
.
5
-
3
.
7
-
2
.
4
%
-
6
.
2
%
58
.
0
5
6
.
0
5
9
.
7
5
8
.
6
1
.
7
2
.
6
2
.
9
%
4
.
6
%
14
1
,
9
0
0
6
5
.
0
6
0
.
0
6
7
.
5
5
9
.
9
2
.
5
-
0
.
1
3
.
9
%
-
0
.
2
%
14
a
1
,
7
5
0
7
0
.
0
6
4
.
0
6
8
.
4
6
5
.
4
-
1
.
6
1
.
4
-
2
.
3
%
2
.
2
%
75
.
0
7
0
.
0
6
8
.
8
6
4
.
9
-
6
.
2
-
5
.
1
-
8
.
3
%
-
7
.
3
%
15
(2
)
1
,
9
3
0
1
0
2
.
0
6
5
.
0
1
0
7
.
4
6
8
.
8
5
.
4
3
.
8
5
.
3
%
5
.
8
%
82
.
0
4
2
.
0
7
9
.
6
4
1
.
2
-
2
.
4
-
0
.
8
-
2
.
9
%
-
1
.
8
%
16
1
,
2
8
0
5
7
.
0
4
2
.
0
6
1
.
3
4
3
.
9
4
.
3
1
.
9
7
.
5
%
4
.
6
%
57
.
0
4
1
.
0
5
6
.
9
3
9
.
3
-
0
.
1
-
1
.
7
-
0
.
1
%
-
4
.
0
%
17
1
,
4
5
0
4
0
.
0
2
8
.
0
4
1
.
5
3
0
.
1
1
.
5
2
.
1
3
.
7
%
7
.
4
%
41
.
0
3
4
.
0
4
2
.
4
3
5
.
7
1
.
4
1
.
7
3
.
3
%
5
.
0
%
18
1
,
5
0
0
5
4
.
0
4
0
.
0
5
7
.
1
4
1
.
9
3
.
1
1
.
9
5
.
6
%
4
.
8
%
52
.
0
3
5
.
0
5
4
.
0
3
3
.
9
2
.
0
-
1
.
1
3
.
9
%
-
3
.
2
%
19
1
,
6
0
0
8
5
.
0
6
5
.
0
8
4
.
7
6
9
.
1
-
0
.
3
4
.
1
-
0
.
3
%
6
.
3
%
20
1
,
8
0
0
6
5
.
0
5
8
.
0
7
0
.
1
5
7
.
2
5
.
1
-
0
.
8
7
.
9
%
-
1
.
4
%
58
.
0
5
0
.
0
5
6
.
5
4
7
.
2
-
1
.
5
-
2
.
8
-
2
.
5
%
-
5
.
6
%
No
t
e
s
:
(1
)
T
o
m
a
t
c
h
f
i
e
l
d
c
o
n
d
i
t
i
o
n
s
,
a
b
r
o
k
e
n
v
a
l
u
e
a
t
R
S
t
r
e
e
t
S
E
an
d
3
r
d
S
t
r
e
e
t
S
E
w
a
s
c
l
o
s
e
d
d
u
r
i
n
g
c
a
l
i
b
r
a
t
i
o
n
.
T
h
e
e
x
i
s
t
i
n
g
s
y
s
t
em
a
n
d
a
l
l
s
u
b
s
e
q
u
e
n
t
f
u
t
u
r
e
m
o
d
e
l
i
n
g
r
e
p
r
e
s
e
n
t
a
n
e
w
o
p
e
n
v
a
l
v
e
a
t
t
h
e
s
i
t
e
.
(2
)
T
o
m
a
t
c
h
f
i
e
l
d
r
e
s
u
l
t
s
,
t
h
e
t
w
o
P
R
V
s
f
e
e
d
i
n
g
t
h
e
z
o
n
e
w
e
r
e
s
e
t
f
o
r
d
i
f
f
e
r
e
n
t
H
G
L
.
O
n
e
P
R
V
w
a
s
s
e
t
a
t
4
2
0
f
t
a
n
d
w
o
r
k
s
a
s
t
h
e
m
a
i
n
s
o
u
r
c
e
w
h
i
l
e
t
h
e
o
t
h
e
r
w
a
s
s
e
t
f
o
r
3
5
0
f
t
a
n
d
s
e
rves as an additional source, especially during fire.
(3
)
T
h
e
h
y
d
r
a
u
l
i
c
m
o
d
e
l
i
s
c
o
n
s
i
d
e
r
e
d
c
a
l
i
b
r
a
t
e
d
i
f
p
r
e
s
s
u
r
e
s
a
r
e
w
i
t
h
i
n
1
0
p
s
i
.
(4
)
T
h
e
r
e
s
u
l
t
s
a
r
e
c
o
n
s
i
d
e
r
e
d
a
c
c
e
p
t
a
b
l
e
i
f
p
r
e
s
s
u
r
e
s
a
r
e
w
i
t
h
i
n
1
0
p
e
r
c
e
n
t
d
i
f
f
e
r
e
n
c
e
t
o
t
h
e
f
i
e
l
d
d
a
t
a
.
City of Auburn
APPENDIX A – UPDATED MODEL PIPE BY SERVICE AREA
City of Auburn
APPENDIX B – SYSTEM CONDITIONS DURING HYDRANT
TESTING
Ac
a
d
e
m
y
Se
r
v
i
c
e
Ar
e
a
Si
t
e
18
H
y
d
r
a
n
t
#9
4
3
58
2
6
37
t
h
St
SE
Da
t
e
3
/
2
1
/
2
0
1
3
Ti
m
e
8
:
5
6
‐
9:
0
0
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
P
u
m
p
1 RT
P
u
m
p
2 RT
P
u
m
p
3 RT
P
u
m
p
4 RT
T
o
t
a
l
Fl
o
w
(1
0
0
0
*
gal)
22
.
7
2
2
.
9
2
3
6
5
6
5
.
8
6
6
.
6
0
0
1
1
88
Si
t
e
16
H
y
d
r
a
n
t
#6
2
9
27
1
8
Alp
i
n
e
Dr
SE
Da
t
e
3
/
2
1
/
2
0
1
3
Ti
m
e
1
0
:
0
1
‐
10
:
0
4
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
P
u
m
p
1 RT
P
u
m
p
2 RT
P
u
m
p
3 RT
P
u
m
p
4 RT
T
o
t
a
l
Fl
o
w
(1
0
0
0
*
gal)
22
.
2
2
2
.
3
2
2
.
4
6
8
.
1
6
8
.
6
6
9
0
0
0.
6
8
0
.
7
60
Si
t
e
15
H
y
d
r
a
n
t
#2
2
2
3
27
1
5
V Ct
SE
Da
t
e
3
/
2
1
/
2
0
1
3
Ti
m
e
1
0
:
2
8
‐
10
:
3
1
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
P
u
m
p
1 RT
P
u
m
p
2 RT
P
u
m
p
3 RT
Pu
m
p
4 RT
T
o
t
a
l
Fl
o
w
(1
0
0
0
*
gal)
22
.
2
2
2
.
3
2
2
.
4
6
8
.
1
6
8
.
6
6
9
0
0
0.
6
8
0
.
7
60
Si
t
e
12
H
y
d
r
a
n
t
#6
8
4
13
0
2
Do
g
w
o
o
d
St
SE
Da
t
e
3
/
2
1
/
2
0
1
3
Ti
m
e
9
:
3
0
‐9:
3
8
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
P
u
m
p
1 RT
P
u
m
p
2 RT
P
u
m
p
3 RT
P
u
m
p
4 RT
T
o
t
a
l
Fl
o
w
(1
0
0
0
*
gal)
22
.
4
2
2
.
6
2
2
.
7
6
6
.
6
6
7
.
3
6
8
.
1
0
0
1
1
88
Va
l
l
e
y
Se
r
v
i
c
e
Ar
e
a
Si
t
e
17
H
y
d
r
a
n
t
#6
6
6
34
0
2
V St
SE
Da
t
e
3
/
2
7
/
2
0
1
3
Ti
m
e
9
:
0
5
‐9:
1
2
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
M
i
n
Av
g
Ma
x
Mi
n
A
v
g
Max
21
.
6
2
1
.
6
2
1
.
7
0
0
0
13
9
7
14
9
0
15
7
8
1
4
5
6
15061538
Si
t
e
14
A
H
y
d
r
a
n
t
#4
2
9
13
5
5
We
s
t
Va
l
l
e
y
Hw
y
ne
a
r
70
0
gp
m
co
n
s
t
a
n
t
l
y
Da
t
e
4
/
3
/
2
0
1
3
B St
r
e
e
t
In
t
e
r
t
i
e
Ti
m
e
9
:
4
8
‐9:
5
9
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
(
g
p
m
)
25
.
5
2
5
.
9
2
6
.
1
0
0
0
70
0
Si
t
e
1
H
y
d
r
a
n
t
#2
4
9
9
51
1
0
Fr
o
n
t
a
g
e
Rd
ne
a
r
70
0
gp
m
co
n
s
t
a
n
t
l
y
Da
t
e
4
/
3
/
2
0
1
3
B St
r
e
e
t
In
t
e
r
t
i
e
Ti
m
e
1
0
:
4
8
‐10
:
5
9
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
(
g
p
m
)
24
.
8
2
5
.
2
2
5
.
5
0
0
0
70
0
Si
t
e
14
H
y
d
r
a
n
t
#2
3
7
4
1s
t
Av
e
N & Pe
r
i
m
e
t
e
r
Rd
ne
a
r
35
0
gp
m
co
n
s
t
a
n
t
l
y
Da
t
e
4
/
2
3
/
2
0
1
3
Ti
m
e
8
:
5
5
‐9:
0
0
M
i
n
A
v
g
M
a
x
Mi
n
A
v
g
Ma
x
25
.
6
2
5
.
8
2
6
0
0
0
ne
a
r
70
0
gp
m
co
n
s
t
a
n
t
l
y
B St
r
e
e
t
In
t
(g
p
m
)
M
i
n
A
v
g
M
a
x
M
i
n
A
v
g
M
a
x
Mi
n
Av
g
Ma
x
M
i
n
AvgMax
70
0
2
2
.
4
2
2
.
4
2
2
.
4
0
0
0
14
1
5
14
9
1
1
5
7
8
145915091539
Co
a
l
Cr
k
Sp
r
i
n
g
s
Pu
m
p
1 Fl
o
w
(g
p
m
)
9A
M
‐
10
AM
C
o
a
l
Cr
k
Sp
r
i
n
g
s
Pu
m
p
2 Flow (gpm) 9AM ‐ 10 AM
Re
s
e
r
v
i
o
r
1 WL
9 AM
‐
10
AM
Re
s
e
r
v
i
o
r
2 WL
9 AM
‐
10
AM
Re
s
e
r
v
i
o
r
2 WL
10
AM
‐
11
AM
We
l
l
6 Fl
o
w
(g
p
m
)
9A
M
‐
10
AM
We
l
l
6 Fl
o
w
(g
p
m
)
10
AM
‐
11
AM
We
l
l
4 Fl
o
w
(g
p
m
)
9A
M
‐
10
AM
Re
s
e
r
v
i
o
r
1 WL
8 AM
‐
9 AM
Re
s
e
r
v
i
o
r
8 WL
8 AM
‐
9 AM
Ac
a
d
e
m
y
PS
Ru
n
t
i
m
e
s
(h
o
u
r
)
an
d
Fl
o
w
8 AM
‐
9 AM
Ac
a
d
e
m
y
PS
Ru
n
t
i
m
e
s
(h
o
u
r
)
an
d
Flo
w
9 AM
‐
10
AM
Re
s
e
r
v
i
o
r
8 WL
9 AM
‐
10
AM
Re
s
e
r
v
i
o
r
1 WL
9 AM
‐
10
AM
Ac
a
d
e
m
y
PS
Ru
n
t
i
m
e
s
(h
o
u
r
)
an
d
Flo
w
10
AM
‐
11
AM
Re
s
e
r
v
i
o
r
8 WL
10
AM
‐
11
AM
Re
s
e
r
v
i
o
r
1 WL
10
AM
‐
11
AM
Re
s
e
r
v
i
o
r
1 WL
10
AM
‐
11
AM
Re
s
e
r
v
i
o
r
8 WL
10
AM
‐
11
AM
Ac
a
d
e
m
y
PS
Ru
n
t
i
m
e
s
(h
o
u
r
)
an
d
Flo
w
10
AM
‐
11
AM
(g
p
m
)
Co
a
l
Cr
k
Springs Pump 2 Flow (gpm) 9AM ‐ 10 AM
35
0
Re
s
e
r
v
i
o
r
2 WL
8 AM
‐
9 AM
We
l
l
6 Fl
o
w
(g
p
m
)
8 AM
‐
9 AM
Re
s
e
r
v
i
o
r
1 WL
8 AM
‐
9 AM
We
l
l
4 Fl
o
w
(g
p
m
)
8 AM
‐
9 AM
C
o
a
l
Cr
k
Sp
r
i
n
g
s
Pu
m
p
1 Fl
o
w
(g
p
m
)
9A
M
‐
10
AM
We
s
t
Hi
l
l
Sp
r
i
n
g
s
Fl
o
w
M&
O
Da
t
a
Gi
v
e
n
Be
f
o
r
e
an
d
Af
t
e
r
Hy
d
r
a
n
t
Te
s
t
s
Si
t
e
#7
Si
t
e
#8
Sit
e
#1
0
Si
t
e
#1
1
Si
t
e
#13
18
0
8
B St
r
e
e
t
NW
28
F St
r
e
e
t
SW
4t
h
St
r
e
e
t
SE
@ U St
r
e
e
t
SE
K St
r
e
e
t
SE
@ 7t
h
St
r
e
e
t
SE
30
3
17th Street SE
3/
2
7
/
1
3
@ 1:
4
3
pm
3/
2
7
/
1
3
@ 10
:
4
8
am
3/
2
7
/
2
0
1
3
@ 12
:
3
8
pm
3/
2
7
/
2
0
1
3
@ 1:
0
5
pm
3/
2
7
/
2
0
1
3
@ 9:49 am
Hy
d
r
a
n
t
#2
4
4
7
Hy
d
r
a
n
t
#3
6
1
Hy
d
r
a
n
t
#4
2
6
Hy
d
r
a
n
t
#1
8
9
9
Hy
d
r
a
n
t
#476
Wa
t
e
r
Ma
i
n
Si
z
e
: 12
”
Wa
t
e
r
Ma
i
n
Siz
e
: 4”
Wa
t
e
r
Ma
i
n
Si
z
e
: 6”
Wa
t
e
r
Ma
i
n
Si
z
e
: 8”
Wa
t
e
r
Main Size : 8”
Te
s
t
Hy
d
r
a
n
t
(#
2
4
4
7
)
Te
s
t
Hy
d
r
a
n
t
(#
3
6
1
)
Te
s
t
Hy
d
r
a
n
t
(#
4
2
6
)
Te
s
t
Hy
d
r
a
n
t
(#
1
8
9
9
)
Te
s
t
Hydrant (#476)
St
a
t
i
c
Pr
e
s
s
u
r
e
:
83
ps
i
St
a
t
i
c
Pr
e
s
s
u
r
e
:
78
ps
i
St
a
t
i
c
Pr
e
s
s
u
r
e
:
75
ps
i
St
a
t
i
c
Pr
e
s
s
u
r
e
:
66
ps
i
St
a
t
i
c
Pressure: 67 psi
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
69
ps
i
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
15
ps
i
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
20
ps
i
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
53
ps
i
Re
s
i
d
u
a
l
Pressure: 33 psi
Di
s
c
h
a
r
g
e
Pr
e
s
s
u
r
e
:
40
ps
i
Di
s
c
h
a
r
g
e
Pr
e
s
s
u
r
e
:
10
.
5
ps
i
Di
s
c
h
a
r
g
e
Pr
e
s
s
u
r
e
:
12
ps
i
Di
s
c
h
a
r
g
e
Pr
e
s
s
u
r
e
:
30
.
5
ps
i
Di
s
c
h
a
r
g
e
Pressure: 22 psi
Di
s
c
h
a
r
g
e
Fl
o
w
:
21
0
0
gp
m
*
Di
s
c
h
a
r
g
e
Flo
w
:
11
0
0
gp
m
*
Di
s
c
h
a
r
g
e
Fl
o
w
:
11
5
0
gp
m
*
Dis
c
h
a
r
g
e
Fl
o
w
:
18
2
5
gp
m
*
Di
s
c
h
a
r
g
e
Flow: 1600 gpm*
Ad
j
a
c
e
n
t
Hy
d
r
a
n
t
#1
(#
2
4
4
9
)
Ad
j
a
c
e
n
t
Hy
d
r
a
n
t
#1
(#
3
6
0
)
Ad
j
a
c
e
n
t
Hy
d
r
a
n
t
#1
(#
2
2
1
9
)
Ad
j
a
c
e
n
t
Hy
d
r
a
n
t
#1
(#
4
1
9
)
Ad
j
a
c
e
n
t
Hydrant #1 (#475)
St
a
t
i
c
Pr
e
s
s
u
r
e
:
78
ps
i
St
a
t
i
c
Pr
e
s
s
u
r
e
:
72
ps
i
St
a
t
i
c
Pr
e
s
s
u
r
e
:
70
ps
i
St
a
t
i
c
Pr
e
s
s
u
r
e
:
60
ps
i
St
a
t
i
c
Pressure: 64 psi
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
76
ps
i
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
72
ps
i
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
28
ps
i
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
55
ps
i
Re
s
i
d
u
a
l
Pressure: 60 psi
Ad
j
a
c
e
n
t
Hy
d
r
a
n
t
#2
(#
1
4
0
7
)
Ad
j
a
c
e
n
t
Hy
d
r
a
n
t
#2
(#
3
6
2
)
Ad
j
a
c
e
n
t
Hy
d
r
a
n
t
#2
(#
1
7
1
5
)
Ad
j
a
c
e
n
t
Hy
d
r
a
n
t
#2
(#
5
0
2
1
)
Ad
j
a
c
e
n
t
Hydrant #2 (#2277)
St
a
t
i
c
Pr
e
s
s
u
r
e
:
80
ps
i
St
a
t
i
c
Pr
e
s
s
u
r
e
:
72
ps
i
St
a
t
i
c
Pr
e
s
s
u
r
e
:
70
ps
i
St
a
t
i
c
Pr
e
s
s
u
r
e
:
64
ps
i
St
a
t
i
c
Pressure: 58 psi
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
76
ps
i
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
71
ps
i
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
29
ps
i
Re
s
i
d
u
a
l
Pr
e
s
s
u
r
e
:
60
ps
i
Re
s
i
d
u
a
l
Pressure: 56 psi
Re
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
22
.
1
’
R
e
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
21
.
7
’
R
e
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
22
.
0
’
Re
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
22
.
1
’
R
e
s
e
r
v
o
i
r
1 Water Level Before 21.7’
Re
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Af
t
e
r
22
.
2
’
R
e
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Af
t
e
r
21
.
7
’
R
e
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Af
t
e
r
22
.
0
’
R
e
s
e
r
v
o
i
r
1 Wa
t
e
r
Le
v
e
l
Af
t
e
r
22
.
1
’
R
e
s
e
r
v
o
i
r
1 Water Level After 21.7’
Re
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
25
.
8
’
Re
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Be
f
o
r
e
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Water Level Before 26.1’
Re
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Af
t
e
r
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Af
t
e
r
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Af
t
e
r
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Wa
t
e
r
Le
v
e
l
Af
t
e
r
25
.
8
’
R
e
s
e
r
v
o
i
r
2 Water Level After 25.9’
B St
r
e
e
t
In
t
e
r
t
i
e
Pr
o
d
u
c
t
i
o
n
:
69
3
gp
m
B St
r
e
e
t
In
t
e
r
t
i
e
Pr
o
d
u
c
t
i
o
n
:
69
3
gp
m
B St
r
e
e
t
In
t
e
r
t
i
e
Pr
o
d
u
c
t
i
o
n
:
69
5
gp
m
B St
r
e
e
t
In
t
e
r
t
i
e
Pr
o
d
u
c
t
i
o
n
:
69
4
gp
m
Ho
w
a
r
d
Rd / CCS PS: 3028 gpm
We
l
l
6 Pr
o
d
u
c
t
i
o
n
:
10
2
7
gp
m
We
l
l
6 Pr
o
d
u
c
t
i
o
n
:
99
6
gp
m
We
l
l
6 Pr
o
d
u
c
t
i
o
n
:
10
2
6
gp
m
We
l
l
6 Pr
o
d
u
c
t
i
o
n
:
10
2
7
gp
m
Ho
w
a
r
d
Rd
/ CC
S
PS
:
30
2
8
gp
m
H
o
w
a
r
d
Rd
/ CC
S
PS
:
30
6
1
gp
m
H
o
w
a
r
d
Rd
/ CC
S
PS
:
30
0
2
gp
m
*D
i
s
c
h
a
r
g
e
flo
w
is
ta
k
e
n
fr
o
m
a co
n
v
e
r
s
i
o
n
ta
b
l
e
ba
s
e
d
on
th
e
di
s
c
h
a
r
g
e
pr
e
s
s
u
r
e
City of Auburn
APPENDIX C – HYDRAULIC MODEL FIRE TEST CALIBRATION
RESULTS
Ap
p
e
n
d
i
x
C
H
y
d
r
a
u
l
i
c
M
o
d
e
l
F
i
r
e
T
e
s
t
C
a
l
i
b
r
a
t
i
o
n
R
e
s
u
l
t
s
Da
t
e
StaticResidualStaticResidualMeasuredModeledDifference
1
4
/
3
/
2
0
1
3
1
0
:
4
8
1
0
:
5
9
2
5
0
3
J
-
1
2
4
2
F
1
V
a
l
l
e
y
2
4
2
2
,
1
7
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
25
0
2
J
-
9
7
5
P
1
-
-
8
5
.
0
8
0
.
0
8
6
.
8
7
6
.
9
1
.
8
-
3
.
1
2
.
2
%
-
3
.
9
%
5
.
0
1
0
.
0
5
.
0
24
9
8
J
-
9
7
3
P
2
-
-
8
2
.
0
7
5
.
0
8
7
.
3
7
9
.
3
5
.
3
4
.
3
6
.
4
%
5
.
7
%
7
.
0
8
.
0
1
.
0
7
3
/
2
7
/
2
0
1
3
1
:
4
3
1
:
5
4
2
4
4
7
J
-
1
4
4
3
F
1
V
a
l
l
e
y
2
4
2
2
,
1
0
0
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
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24
4
9
J
-
1
4
4
3
P
1
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7
8
.
0
7
6
.
0
7
9
.
2
7
6
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2
1
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2
0
.
2
1
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5
%
0
.
2
%
2
.
0
3
.
0
1
.
0
14
0
7
J
-
1
4
4
2
P
2
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8
0
.
0
7
6
.
0
7
9
.
2
7
6
.
5
-
0
.
8
0
.
5
-
1
.
1
%
0
.
7
%
4
.
0
2
.
6
-
1
.
4
8
3
/
2
7
/
2
0
1
3
1
0
:
4
8
1
1
:
0
0
3
6
1
J
-
4
1
4
F
1
V
a
l
l
e
y
2
4
2
1
,
1
0
0
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-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
-
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-
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36
0
J
-
4
1
2
P
1
-
-
7
2
7
2
7
5
.
1
7
1
.
6
3
.
1
-
0
.
4
4
.
4
%
-
0
.
6
%
0
.
0
3
.
6
3
.
6
36
2
J
-
4
1
0
P
2
-
-
7
2
.
0
7
1
.
0
7
4
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1
7
1
.
4
2
.
1
0
.
3
2
.
9
%
0
.
5
%
1
.
0
2
.
7
1
.
7
10
(1
)
3/
2
7
/
2
0
1
3
1
2
:
4
0
1
2
:
4
7
4
2
6
J
-
1
6
1
2
F1
Va
l
l
e
y
2
4
2
1,
1
5
0
--
--
--
--
--------------
22
1
9
J
-
1
6
1
2
F2
--
70
.
0
2
8
.
0
71
.
5
26
.
6
1.5-1.42.1%-5.0%42.044.92.9
17
1
5
J
-
4
5
6
0
P1
--
70
.
0
2
9
.
0
73
.
2
31
.
7
3.22.74.5%9.2%41.041.50.5
11
3
/
2
7
/
2
0
1
3
1
:
0
7
1
:
1
8
1
8
9
9
J
-
2
9
3
F1
Va
l
l
e
y
2
4
2
1,
8
2
5
--
--
--
--
--------------
41
9
J
-
2
5
8
0
P1
--
60
.
0
5
5
.
0
62
.
7
59
.
3
2.74.34.5%7.8%5.03.4-1.6
50
2
1
J
-
2
9
2
P2
--
64
.
0
6
0
.
0
64
.
4
60
.
8
0.40.80.7%1.3%4.03.6-0.4
12
3
/
2
1
/
2
0
1
3
9
:
3
0
9
:
3
8
6
8
4
J-
2
1
F1
Ac
a
d
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m
y
4
4
5
1
,
5
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--
--
--
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--------------
49
1
J
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P1
--
74
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0
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0
73
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4
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.
7
-0.6-0.3-0.8%-0.6%20.019.7-0.3
48
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2
2
P2
--
76
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0
5
6
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0
74
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7
54
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2
-1.3-1.8-1.7%-3.3%20.020.50.5
13
3
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2
7
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2
0
1
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March 2015 - DRAFT 1
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1.1 Model Updates and Calibration
The City completed numerous projects to improve and expand service since the last
Comprehensive Plan (City of Auburn Department of Public Works, 2009, Comprehensive
Water Plan) in 2009. The City’s hydraulic model was converted to Innovyze’s InfoWater in
2013 as documented in the December 2013 Technical Memorandum titled “Hydraulic
Model Update and Calibration (Exhibit 1). The City’s hydraulic model has been calibrated
previously; however, an additional calibration was performed to ensure the model’s
accuracy after the model conversion and update.
As part of regular maintenance of the hydraulic model, the model was further updated. The
resulting updated InfoWater model was used for the City’s UDF program and the Plan. The
following sections describe the different updates performed in the model for each service
area.
1.1.1 Lea Hill Service Area Model Updates
The model updates performed in the Lea Hill Service Area are listed below:
The piping improvements made in the Lea Hill area as part of the AC Replacement
project were included. These pipes were located along 111th Ave SE, from 299th
St. SE to 297th St. SE, along 297th St. SE, from 111th Ave SE to 110th Ave SE,
and along 110th Ave SE, from 297th St. SE to 298th St. SE.
The PRV station serving the Lea Hill 462 pressure zone was upgraded from a 4-inch to
a 8-inch PRV.
132nd Ave SE Regional Supply Intertie was added as a permanent supply source.
Expansion of the Lea Hill Booster Zone though opening and closing valves to reflect
the new boundary.
1.1.2 Academy Service Area Model Improvements
The model updates performed in the Academy Service Area are listed below:
The new Academy East Booster Pump Station commissioned in 2014. A part of this
update, valves were closed/open to reflect the new Academy 585 pressure zone
boundary
The Janssen’s Addition Booster Pump Station is removed from the model as it was
decommissioned..
1.1.3 Valley Service Area Model Improvements
The model updates performed in the Valley Service Area are listed below:
March 2015 - DRAFT 2
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The new transmission main from Well 1 is added in the updated model. This new main
moves water from the Well 1 to the Howard rd Corrosion Control Facility and runs
down M St, then R St S and down R St to Howard Rd Facility piping.
The B St NW Regional Supply Intertie was added as a permanent supply source.
Utility improvements constructed as part of the M&O Storm Improvement Project.
The piping improvements made in the Valley Service area as part of the AC
Replacement project were included. These pipes were located along 298th St SE,
from 109th Ave SE to 112th Ave SE.
As part of the new Terrace View pump station, described below, the pipe running along
East Valley Highway SE from Terrace View Dr SE to Lakeland Hills Way SE was
rezoned as part of the Valley Service Area instead of the Lakeland Hills Area, and a
valve was open at Lakeland Hills Way SE and A St SE to reflect the pressure zone
boundary change.
The Trail Run development located at S 277th Street and L Street NE was added to
the model.
1.1.4 Lakeland Hills Service Area Model Improvements
The model updates performed in the Valley Service Area are listed below:
The Terrace View Development has been added to the west side of Lakeland Hills.
This area is served by a 12-inch transmission line running from the 630 zone down
toward the Valley Service Area. There are several branch lines with PRV’s along the
transmission line to connect to the multifamily developments that have been
constructed. Piping added in the model as part of the model update work are shown
on Exhibit B in the Technical Memorandum entitled Hydraulic Model Update and
Calibration.
The new Terrace View pump station, commissioned in 2011, has been added to the
model, as well as the transmission line connecting the pump station to the Valley
Service Area.
Reservoir 6, constructed in 2012, and located 5718 Francis Ct SE, was also added to
the model.
The model was updated to reflect the new Lakeland Hills Pump Station, commissioned
in 2013. As part of this improvement, the pipeline going from the new Lakeland Hills
Pump Station to Evergreen Way was upsized from 8-inches to 12-inches.
The Kersey III development piping and infrastructure (PRVs) has been formally added
to the model.
March 2015 - DRAFT 3
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1.2 Diurnal Curve Pattern
Water usage in distribution systems is inherently unsteady due to continuously varying
demands. Auburn has historically used an AWWA generalized curve to represent diurnal
water use patterns. To more accurately reflect dynamics of the system, SCADA data were
used to create diurnal demand patterns for each of the City’s service areas.
1.2.1 Methodology
These curves show the hourly demand variation over a several week period. The demand
is calculated by a water mass balance of inputs (wells, springs, booster pumps) and outputs
(booster pumps) from a given Service Area, as stated in the following equation:
Qdemand = Qinflow – Qoutflow + ∆ Vstorage/∆t
Where
Qinflow = average rate of production
Qdemand = average rate of demand
Qinflow = average outflow rate ∆ Vstorage = change in storage within the system
∆t = time between volume measurements
When calculating volume changes in storage, a sign convention must apply. If the volume
in storage decreased during the time interval, then that volume is added to the inflows, and
if it increased over the time period, then it is subtracted from inflows. The following input,
output, and storage facilities were used in developing the diurnal curves are presented in
Table 1 through 4.
Table 1 - Lakeland Hills Diurnal Curve
Inflow Sources Outflow Sources Storage Reservoirs
Well 5 None Reservoir 5
Well 5A Reservoir 6
Lakeland Hills BPS
Table 2 – Lea Hill Diurnal Curve
Inflow Sources Outflow Sources Storage Reservoirs
Lea Hill BPS Intertie PS Reservoir 4A and B
Green River BPS
March 2015 - DRAFT 4
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Table 2 – Lea Hill Diurnal Curve
Inflow Sources Outflow Sources Storage Reservoirs
132nd Intertie
Table 3 - Academy Diurnal Curve
Inflow Sources Outflow Sources Storage Reservoirs
Academy PS None Reservoir 8A and B
Table 4 - Valley Diurnal Curve
Inflow Sources Outflow Sources Storage Reservoirs
West Hill Springs Lea Hill BPS Reservoir 1
B Street Intertie Green River PS Reservoir 2
Coal Creek Springs Academy BPS
Well 4 Terrace View BPS
Well 1
1.2.2 Diurnal Curves
Diurnal curves were developed for two periods: Average Day Demand (ADD) and Maximum
Day Demand (MDD). ADD diurnal curves were developed using data from May 4, 2014
through May 17, 2014. MDD diurnal curves were developed using data from August 17,
2013 through August 31, 2013. The City updated its SCADA system in 2013 and early
2014. During the MDD period in August 2013, a mixture of old and updated SCADA records
were used. By May 2014 (the ADD period), updated SCADA records were available for all
facilities. The diurnal curves for each service area are provided in Figures 1 through 4 for
the ADD and Figures 5 through 8 for the MDD.
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Appendices/Appendix_Covers.docx
City of Auburn
Comprehensive Water Plan
APPENDIX P
DISTRIBUTION SYSTEM IMPROVEMENTS
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170$ 59,200$ 17,800$ 77,000$ 23,100$ 100,100$
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150$ 163,400$ 49,000$ 212,400$ 63,700$ 276,100$
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170$ 121,300$ 36,400$ 157,700$ 47,300$ 205,000$
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150$ 170,300$ 51,100$ 221,400$ 66,400$ 287,800$
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170$ 87,300$ 26,200$ 113,500$ 34,100$ 147,600$
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170$ 77,500$ 23,300$ 100,800$ 30,200$ 131,000$
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41
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210$ 86,400$ 25,900$ 112,300$ 33,700$ 146,000$
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22
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150$ 33,900$ 10,200$ 44,100$ 13,200$ 57,300$
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170$ 231,300$ 69,400$ 300,700$ 90,200$ 390,900$
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150$ 71,000$ 21,300$ 92,300$ 27,700$ 120,000$
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150$ 51,300$ 15,400$ 66,700$ 20,000$ 86,700$
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27
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150$ 41,900$ 12,600$ 54,500$ 16,400$ 70,900$
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150$ 130,300$ 39,100$ 169,400$ 50,800$ 220,200$
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140$ 62,700$ 18,800$ 81,500$ 24,500$ 106,000$
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150$ 48,000$ 14,400$ 62,400$ 18,700$ 81,100$
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170$ 91,600$ 27,500$ 119,100$ 35,700$ 154,800$
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170$ 215,600$ 64,700$ 280,300$ 84,100$ 364,400$
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170$ 1,500$ 500$ 2,000$ 600$ 2,600$
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150$ 127,900$ 38,400$ 166,300$ 49,900$ 216,200$
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170$ 36,400$ 10,900$ 47,300$ 14,200$ 61,500$
32
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170$ 5,100$ 1,500$ 6,600$ 2,000$ 8,600$
33
V
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45
6
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170$ 77,600$ 23,300$ 100,900$ 30,300$ 131,200$
34
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39
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150$ 58,500$ 17,600$ 76,100$ 22,800$ 98,900$
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150$ 25,800$ 7,700$ 33,500$ 10,100$ 43,600$
36
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22
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170$ 37,500$ 11,300$ 48,800$ 14,600$ 63,400$
37
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26
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150$ 39,100$ 11,700$ 50,800$ 15,200$ 66,000$
38
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150$ 36,800$ 11,000$ 47,800$ 14,300$ 62,100$
39
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18
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150$ 28,000$ 8,400$ 36,400$ 10,900$ 47,300$
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150$ 23,600$ 7,100$ 30,700$ 9,200$ 39,900$
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17
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150$ 26,200$ 7,900$ 34,100$ 10,200$ 44,300$ Unit CostCost
Pr
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ContingencyTotal Capital Cost
Ad
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Pr
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Cl
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160$ 53,200$ 16,000$ 69,200$ 20,800$ 90,000$
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pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Appendices/Appendix_Covers.docx
City of Auburn
Comprehensive Water Plan
APPENDIX Q
DESIGN AND CONSTRUCTION STANDARDS
DESIGN STANDARDS
City of Auburn
Engineering Division
Public Works Department
25 West Main St.
Auburn, WA 98001-4998
(253) 931-3010
FAX (253) 931-3053
DESIGN
STANDARDS
COMPRISED OF
GENERAL REQUIREMENTS
&
DESIGN REQUIREMENTS
AUGUST 2004
City of Auburn
Engineering Division
Public Works Department
25 West Main St.
Auburn, WA 98001-4998
(253) 931-3010
FAX (253) 931-3053
City of Auburn
Design Standards
Table of Contents
Chapter 1 – General Information
Section: Page:
1.00 Preface 1-01
1.01 Contact Information 1-01
1.02 Reference Material 1-01
1.02.1 City Reference Material 1-01
1.02.1.1 City of Auburn Construction Standards Manual 1-01
1.02.1.2 Engineering Handouts 1-02
1.02.1.2.1 Design Packets 1-02
1.02.1.2.2 General Handouts 1-02
1.02.1.2.3 Fee Related Handouts 1-02
1.02.1.2.4 Summaries 1-02
1.02.1.2.5 Technical Memos 1-02
1.02.2 Other Reference Material 1-03
1.03 Deviation from Standards 1-03
1.04 Contest of City Engineer’s Decision 1-03
1.05 Changes to Standards 1-04
11/06/08 Design Standards Page i
REF. H:\DEVELOPMENT\Manuals\Design Standards\TOC (11/08)
Chapter 2 – Plan Approval Process
Section: Page:
2.00 Preface 2-01
2.01 Types of Plans 2-01
2.01.1 Grading Plans 2-01
2.01.2 Building Site Plans 2-01
2.01.3 Public Facility Extension (FAC) Plans 2-02
2.01.4 Other Plans 2-02
2.02 Review and Approval Process 2-03
2.02.1 Submittals 2-03
2.02.2 City Review 2-04
2.02.3 Plan Approval 2-04
2.02.4 Project Close Out 2-05
11/06/08 Design Standards Page ii
REF. H:\DEVELOPMENT\Manuals\Design Standards\TOC (11/08)
Chapter 3 – Plan Preparation Requirements
Section: Page:
3.00 Preface 3-01
3.01 General Requirements 3-01
3.02 Plan Format 3-01
3.02.1 Grading Plans 3-01
3.02.2 Building Site Plans 3-02
3.02.3 Facility Extension (FAC) Plans 3-02
3.03 General Plan Requirements 3-02
3.03.1 Standard Plan Format 3-02
3.03.2 Drafting Standards 3-04
3.04 Plan Sheet Elements 3-04
3.04.1 Cover Sheet 3-04
3.04.2 Temporary Erosion and Sediment Control (TESC) Plan Sheet 3-06
3.04.3 Grading Plan Sheet 3-07
3.04.4 Cross-Section Sheet 3-07
3.04.5 Detail Sheet 3-08
3.04.6 Grading and Storm Drainage Plan Sheet 3-08
3.04.7 Utility Plan Sheet 3-09
3.04.7.1 Water 3-09
3.04.7.2 Sanitary Sewer 3-10
3.04.8 Utility Profile Sheet 3-10
3.04.8.1 Storm Drainage 3-10
3.04.8.2 Water 3-11
3.04.8.3 Sanitary Sewer 3-11
3.04.9 Public Street Plan and Profile Sheet 3-11
3.04.9.1 Plan View 3-11
3.04.9.2 Profile 3-12
3.04.9.3 Intersections 3-12
3.04.9.4 Typical Roadway Sections 3-12
3.04.9.5 Striping and Signing 3-12
3.04.9.6 Signalization 3-12
3.04.9.7 Illumination 3-13
3.04.9.8 Streetscape 3-13
11/06/08 Design Standards Page iii
REF. H:\DEVELOPMENT\Manuals\Design Standards\TOC (11/08)
Chapter 3 – Plan Preparation Requirements (Cont.)
Section: Page:
3.04.9.9 Other Features 3-13
3.04.10 Site Landscape Plan Sheet 3-13
3.04.11 Site Irrigation Plan Sheet 3-14
11/06/08 Design Standards Page iv
REF. H:\DEVELOPMENT\Manuals\Design Standards\TOC (11/08)
Chapter 4 – Report Preparation Requirements
Section: Page:
4.00 Preface 4-01
4.01 General Requirements 4-01
4.02 Report Types 4-01
4.02.1 Geo-Technical Reports 4-01
4.02.2 Storm Drainage Reports 4-01
4.02.3 Other Reports. 4-02
4.03 Report Requirements 4-02
4.03.1 Geo-Technical Reports 4-02
4.03.2 Storm Drainage Reports 4-02
4.03.2.1 Background Computations for Sizing Storm Drainage Facilities 4-04
4.03.2.2 Drainage Basin Report Summary 4-05
4.03.3 Other Reports 4-05
11/06/08 Design Standards Page v
REF. H:\DEVELOPMENT\Manuals\Design Standards\TOC (11/08)
Chapter 5 – TESC, Clearing and Grading
Section: Page:
5.00 Preface 5-01
5.01 TESC Design Criteria 5-01
5.01.1 Temporary Erosion and Sediment Control (TESC) 5-01
5.01.2 Temporary Detention Systems 5-02
5.01.3 Temporary Retention Systems 5-02
5.01.4 Winterization Plan 5-03
5.02 Land Clearing 5-03
5.02.1 Purpose 5-03
5.02.2 Plan/Permit Requirements 5-04
5.02.3 General Requirements 5-04
5.03 Grading 5-04
5.03.1 Excavations 5-04
5.03.2 Fills 5-05
5.03.2.1 Preparation for Fill 5-05
5.03.2.2 Compaction 5-05
5.03.3 Slope Easement 5-05
5.04 Retaining Walls 5-06
5.04.1 Rockeries 5-06
5.04.1.1 Size 5-06
5.04.1.2 Material 5-06
5.04.1.3 Underdrains 5-06
5.04.2 Block Retaining Walls 5-06
5.04.2.1 Material 5-06
5.04.2.2 Underdrains 5-07
5.04.3 Reinforced Concrete Walls 5-07
5.04.3.1 Material 5-07
5.04.3.2 Underdrains 5-07
5.04.4 Mechanically Stabilized Earth Walls (MSE Walls) 5-07
5.04.4.1 Material 5-07
5.04.4.2 Underdrains 5-07
5.05 Construction Sequence 5-07
5.05.1 Requirements 5-07
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Chapter 6 – Storm Drainage
Section: Page:
6.00 Preface 6-01
6.01 General Requirements 6-01
6.02 Detention System Design Criteria 6-03
6.02.1 Detention Ponds 6-03
6.02.1.1 Purpose 6-03
6.02.1.2 Design 6-03
6.02.1.3 Dam Safety Requirements 6-04
6.02.2 Parking Lot Ponding 6-07
6.02.2.1 Purpose 6-07
6.02.2.2 Design 6-07
6.02.3 Detention Vaults 6-07
6.02.3.1 Purpose 6-07
6.02.3.2 Design 6-07
6.02.3.3 Detention Vault Inlet and Outlet Requirements 6-08
6.02.3.4 Detention Vault Access 6-08
6.03 Retention System Design Criteria 6-10
6.03.1 Purpose 6-10
6.03.2 Design 6-10
6.03.3 Retention System Infiltration Rate Requirements 6-10
6.03.4 Retention System Infiltration Rate Analysis 6-11
6.04 Discharge Control Requirements 6-11
6.04.1 Purpose 6-11
6.04.2 Design 6-11
6.04.3 Discharge Control Structures 6-12
6.05 Storm Drainage Quality Treatment 6-13
6.05.1 Purpose 6-13
6.05.2 General Requirements 6-13
6.05.3 Wetponds 6-13
6.05.3.1 Design Criteria 6-13
6.05.4 Wetvaults 6-17
6.05.4.1 Design Criteria 6-17
6.05.5 Bioswales 6-19
6.05.5.1 Design Criteria 6-19
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Chapter 6 – Storm Drainage (Cont.)
Section: Page:
6.05.6 Oil/Water Separators 6-20
6.05.6.1 Design Criteria 6-20
6.05.7 Emerging Technologies 6-20
6.05.7.1 Design Criteria 6-20
6.06 Landscaping for Storm Drainage Facilities 6-21
6.06.1 Purpose 6-21
6.06.2 Design 6-21
6.06.3 Suggested Plants 6-22
6.06.3.1 Tree Selection Guide for Storm Drainage Detention/Retention
Facilities 6-22
6.06.3.2 Shrub Selection Guide for Storm Drainage Detention/Retention
Facilities. 6-23
6.06.3.3 Perennial Groundcover Selection Guide for Storm Drainage
Detention/Retention Facilities 6-23
6.06.3.4 Shrub Selection Guide for Storm Drainage Detention/Retention
Facilities 6-24
6.06.3.5 Grass Seed Mixes for Detention/Retention Facilities 6-24
6.06.3.6 Bioswale Landscaping 6-25
6.06.3.6.1 Bioswale Grass Seed Mixes 6-25
6.06.3.6.2 Bioswale Suggested Plants 6-25
6.07 Storm Drainage Conveyance Systems 6-26
6.07.1 Purpose 6-26
6.07.2 Design 6-26
6.07.3 Public Street Drainage System Requirements 6-27
6.08 Stormwater Pollution Prevention Plan 6-27
6.08.1 Purpose 6-27
6.08.2 Stormwater Pollution Prevention Plan General Requirements 6-28
6.09 Public Storm Utility Easements 6-28
6.10 Material Requirements for Storm Drainage Systems 6-29
6.10.1 Storm Sewer Pipes 6-29
6.10.2 Storm Sewer Structures 6-29
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Chapter 7 – Water Facilities
Section: Page:
7.00 Preface 7-01
7.01 Design Criteria 7-01
7.01.1 Water Mains 7-01
7.01.1.1 Water Main Sizing 7-01
7.01.1.2 Water Main Location 7-02
7.01.1.3 Water Main Fittings 7-02
7.01.2 Water Services 7-03
7.01.2.1 Domestic Services 7-03
7.01.2.2 Other Services 7-04
7.01.3 Water Valves 7-04
7.01.3.1 Water Valve Sizing 7-04
7.01.3.2 Water Valve Location 7-04
7.01.4 Pressure Reducing Stations 7-05
7.01.5 Fire Systems 7-05
7.01.5.1 Fire Hydrant Assemblies 7-05
7.01.5.2 Fire Sprinkler Systems 7-05
7.01.5.3 Fire Flows 7-06
7.01.5.4 Fire Department and Hydrant Access 7-07
7.02 Public Water Utility Easements 7-07
7.03 Material Requirements for Water Systems 7-07
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Chapter 8 – Sanitary Sewer Facilities
Section: Page:
8.00 Preface 8-01
8.01 Design Criteria 8-01
8.01.1 Sanitary Sewer Mains 8-01
8.01.1.1 Sanitary Sewer Main Sizing 8-01
8.01.1.2 Sanitary Sewer Main Location 8-02
8.01.2 Sanitary Sewer Manholes 8-02
8.01.2.1 Sanitary Sewer Manhole Type and Size 8-02
8.01.2.2 Sanitary Sewer Manhole Locations 8-03
8.01.2.3 Sanitary Sewer Manhole Parameters 8-03
8.01.3 Side Sewers 8-04
8.01.3.1 Side Sewer Parameters 8-04
8.01.4 Sanitary Sewer Cleanouts 8-04
8.01.5 Fats, Oils, and Grease, (FOG) and Sand/Grit Interceptors 8-05
8.01.6 Sanitary Sewer Pumps 8-06
8.02 Public Sanitary Sewer Utility Easements 8-06
8.03 Material Requirements for Sanitary Sewer Systems 8-06
8.03.1 Sanitary Sewer Pipes 8-06
8.03.2 Sanitary Sewer Structures 8-07
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Chapter 9 – Utilities
Section: Page:
9.00 Preface 9-01
9.01 Design Criteria 9-01
9.01.1 Private Utilities Located Within City Right-of-Way 9-01
9.01.1.1 Private Utilities Located Underground 9-01
9.01.1.2 Private Utilities Located Aboveground 9-01
9.01.2 Public and Private Utilities Located Underground Within City Right-of-Way 9-02
9.01.2.1 Perpendicular Trenching in Asphalt Pavement 9-02
9.01.2.2 Longitudinal Trenching in Asphalt Pavement 9-03
9.01.2.3 Trenching in Concrete Pavement 9-03
9.01.2.4 Trenching in Other Right-of-Way Surfaces 9-03
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Chapter 10 – Streets
Section: Page:
10.00 Preface 10-01
10.01 Street Classifications 10-01
10.01.1 Arterials 10-01
10.01.1.1 Principal Arterial 10-02
10.01.1.2 Minor Arterial 10-02
10.01.2 Collectors 10-02
10.01.2.1 Residential Collector 10-02
10.01.2.2 Non-Residential Collector 10-02
10.01.2.3 Rural Collector 10-02
10.01.3 Local Streets 10-03
10.01.3.1 Local Residential 10-03
10.01.3.2 Local Non-Residential 10-03
10.01.3.3 Rural Residential 10-03
10.01.3.4 Private Street 10-03
10.01.4 Alleys 10-04
10.01.5 Private Access Roads (Shared Driveways) 10-04
10.01.6 Half-Streets 10-05
10.02 Street Design Requirements 10-07
10.02.1 Table 10-1 10-07
10.02.2 Street Geometry 10-08
10.02.2.1 Minimum Horizontal Curve Radius 10-08
10.02.2.2 Degree of Horizontal Curvature 10-08
10.02.2.3 Tangents Between Reverse Curves 10-08
10.02.2.4 Superelevations 10-08
10.02.2.5 Vertical Grades 10-08
10.02.2.5.1 Vertical Curves 10-08
10.02.2.6 Cross Slopes 10-09
10.02.3 Right-of-Way 10-09
10.02.4 Roadway Width (Travel Way) 10-09
10.02.4.1 Inside Through Lanes and Curb Lanes 10-09
10.02.4.2 Center Turn Lanes 10-09
10.02.4.3 Other Lanes 10-09
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Chapter 10 – Streets (Cont.)
Section: Page:
10.02.4.4 Road Edge 10-10
10.02.5 Street Layout 10-10
10.02.5.1 Residential Streets 10-10
10.02.5.2 Cul-de-sacs 10-10
10.02.5.2.1 Temporary Cul-de-sacs 10-11
10.02.5.2.2 Permanent Cul-de-sacs 10-11
10.02.5.3 Traffic Volumes 10-11
10.03 Sight Distance 10-11
10.03.1 Sight Distance Categories 10-11
10.03.1.1 Stopping Sight Distance 10-11
10.03.1.2 Decision Sight Distance 10-12
10.03.1.3 Passing Sight Distance 10-12
10.03.1.4 Intersection Sight Distance 10-12
10.03.2 Sight Distance Design 10-12
10.03.3 Table 10-2 10-13
10.03.4 Figure 10-1 10-14
10.03.5 Figure 10-2 10-15
10.04 Street Access Points 10-16
10.04.1 Public Street Intersections 10-16
10.04.1.1 Intersection Spacing 10-16
10.04.1.2 Horizontal Approach Angle 10-16
10.04.1.3 Curb and Right-of-Way Radius 10-16
10.04.1.4 Landing Approach 10-16
10.04.1.5 Street Crowns 10-16
10.04.2 Private Street Intersections 10-16
10.04.3 Table 10-3 10-17
10.04.4 Driveways 10-18
10.04.4.1 Driveway Locations 10-18
10.04.4.1.1 Functional Intersection Boundary 10-18
10.04.4.1.2 Table 10-4 10-19
10.04.4.1.3 Figure 10-3 10-19
10.04.4.1.4 Figure 10-4 10-20
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Chapter 10 – Streets (Cont.)
Section: Page:
10.04.4.2 Driveway Layout 10-21
10.04.4.3 Driveway Alignment (Horizontal & Vertical) 10-21
10.04.4.4 Driveway Widths 10-21
10.04.4.4.1 Residential 10-21
10.04.4.4.2 Commercial/Industrial 10-21
10.04.4.5 Restricted Access Driveways 10-22
10.05 Sidewalks 10-22
10.05.1 Width 10-22
10.05.2 Thickness 10-22
10.05.3 Meandering Sidewalks 10-23
10.05.4 ADA Access 10-23
10.06 Bikeways 10-23
10.07 Pavement Design 10-24
10.07.1 Design Requirements 10-24
10.07.1.1 Street Classification 10-24
10.07.1.2 Street Subgrade 10-24
10.07.1.3 Street Pavement Sections 10-25
10.07.2 Pavement Section Design Chart 10-26
10.07.3 Requirements for Engineered Pavement Sections 10-26
10.07.3.1 Traffic Requirements 10-26
10.07.3.2 Pavement Minimums 10-27
10.07.3.3 Soils Classifications 10-27
10.07.3.3.1 Poor Soils 10-27
10.07.3.3.2 Medium Soils 10-27
10.07.3.3.3 Good Soils 10-27
10.07.3.3.4 Excellent Soils 10-27
10.07.3.3.5 Unified Soils Classification Symbols 10-28
10.07.3.4 Report Submittal 10-28
10.07.4 Materials Specifications 10-28
10.07.4.1 Gravel Base 10-28
10.07.4.2 Crushed Rock 10-28
10.07.4.3 Asphalt Concrete Pavement 10-29
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Chapter 10 – Streets (Cont.)
Section: Page:
10.08 Landscaping 10-29
10.08.1 General Landscaping Requirements 10-29
10.08.2 Landscape Strip Components 10-29
10.08.3 Landscape Strip Dimensions 10-29
10.08.4 Plant Layers 10-29
10.08.5 Trees 10-30
10.08.5.1 Placement and Spacing 10-30
10.08.5.2 Tree Canopy Shape 10-31
10.08.5.2.1 V-Shaped Trees 10-31
10.08.5.2.2 Pyramidal Trees 10-31
10.08.5.2.3 Round Trees 10-31
10.08.5.2.4 Oval Trees 10-31
10.08.5.2.5 Columnar Trees 10-31
10.08.5.3 Root Direction Devices 10-31
10.08.5.4 Tree Planting Wells and Grates 10-31
10.08.6 Plant Selection 10-32
10.08.7 Plant Selection Table 10-33
10.08.8 Planting Methods and Maintenance 10-34
10.08.9 Establishment Period 10-34
10.08.10 Deviations from the Landscaping Strip Standards 10-34
10.09 Mailboxes 10-35
10.09.1 Mailbox Locations 10-35
10.09.2 Mailbox Installation 10-35
10.10 Illumination 10-35
10.10.1 General 10-35
10.10.2 Design 10-35
10.10.3 Table 10-6 Lighting Schedule 10-36
10.10.4 Light Standard Foundations 10-36
10.10.5 Service Cabinet 10-36
10.10.6 Service Cabinet Foundations 10-36
10.10.7 Conduit 10-37
10.10.8 Junction Boxes 10-37
10.10.9 Light Standards 10-37
10.10.10 Light Standard Handholes 10-36
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Chapter 10 – Streets (Cont.)
Section: Page:
10.10.11 Photoelectric Controls 10-37
10.10.12 Luminaires 10-37
10.11 Survey Monuments 10-38
10.12 Guardrail 10-38
10.13 Bollards 10-39
10.14 Transit Stops 10-39
10.14.1 Bus Pullout Requirements 10-39
10.14.2 Locations for Bus Pullouts 10-39
10.14.3 Design of Bus Pullouts 10-38
10.15 Traffic Control Devices 10-40
10.15.1 Pavement Markings 10-40
10.15.1.1 Crosswalks 10-40
10.15.1.2 Left-turn Channelization 10-40
10.15.1.3 Left-turn Lane at End of Two-way Left-turn Lane 10-40
10.15.1.4 Lane Division 10-40
10.15.1.5 Painted Islands 10-40
10.15.1.6 Two-way Left-turn Lanes 10-40
10.15.1.7 C-Curb 10-41
10.15.2 Signing 10-41
10.15.3 Construction Area Traffic Control 10-41
10.16 Roadway Barricades 10-41
10.17 Traffic Impact Analysis 10-42
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Chapter 11 – Site Design
Section: Page:
11.00 Preface 11-01
11.01 Zoning Code Requirements 11-01
11.01.1 Building Setbacks and Lot Orientation Requirements 11-01
11.01.2 Landscaping 11-01
11.01.3 On-Site Parking Requirements 11-02
11.02 Land Use Approvals 11-02
11.02.1 Subdivisions 11-02
11.02.2 Planned Unit Developments 11-02
11.02.3 Gated Communities 11-02
Chapter 12 – City Telecommunication Utility
Section: Page:
12.00 Preface 12-01
12.01 Design Criteria 12-01
12.01.1 Conduits 12-01
12.01.2 Splice Vaults and Pull Boxes 12-01
Chapter 1 - General Information
1.00 Preface
The City of Auburn has adopted this Engineering Design Standards manual to encourage
the standardization of design elements for consistency and to assure that public safety
needs are met. This manual contains engineering standards for use by professional civil
engineers when designing facilities within the City of Auburn. The information contained in
this manual cannot provide for all situations and conditions that may be encountered.
Specific provisions contained within this manual may not be appropriate for all locations and
existing conditions. These standards are intended to assist, but not substitute for,
competent work by professional civil engineers.
The design requirements contained within this manual do not set legal standards of care, but
provide guidance for possible engineering treatment under some circumstances.
This chapter contains general information on this manual and the City of Auburn.
1.01 Contact Information
Permit Center Valley Regional Fire Authority
Physical address: North Fire Station
Auburn Professional Plaza (2nd Floor) 1101 "D" Street NE
One East Main Street Auburn, Washington 98002-4016
Mailing Address: Phone: (253) 288-5800
25 West Main Street Fax: (253) 288-5900
Auburn, Washington 98001-4998
Public Works:
Phone: (253) 931-3010
Fax: (253) 931-3053
Planning & Development:
Building Phone: (253) 931-3020
Planning Phone: (253) 931-3090
Fax: (253) 804-3114
1.02 Reference Material
1.02.1 City Reference Material
The reference material referred to herein may be obtained from the City of Auburn:
1.02.1.1 City of Auburn Engineering Construction Standards Manual
The Engineering Construction Standards manual sets forth the standards used during
the construction of all civil projects within the City’s jurisdiction including the extension
of public water, sanitary sewer, storm drainage, and transportation facilities by private
developments. The manual is comprised of two sections. Section I contains the
City’s Standard Special Provisions and Section II contains the City’s Standard Details.
The Standard Special Provisions are a supplement to, and a modification of, the
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“Washington State Department of Transportation (WSDOT/APWA) Standard
Specifications for Road, Bridge and Municipal Construction,”. The Standard Details
are comprised of the City’s construction and design detail drawings for temporary
erosion control, grading, water, sanitary sewer, storm drainage, and street work within
the City that are supplemented by the “Washington State Department of
Transportation’s (WSDOT) Standard Plans.”
1.02.1.2 Engineering Handouts
The following Handouts are currently available from the City to aid the public in
planning and constructing development projects within the City of Auburn. Contact
the Permit Center for the most current list available.
1.02.1.2.1 Design Packets
These handouts contain checklists for developing a civil plan set for submittal, and
updating approved civil plans after construction has been completed:
A. Public Facility Extension (FAC) Submittal Packet
B. Grading Permit (GRA) Submittal Packet
C. Record Construction Document Packet.
1.02.1.2.2 General Handouts
These handouts contain information describing various City permit, plan or project
requirements:
A. Handout of Minimum T.E.S.C. Requirements for Small Sites.
B. Handout for Single Family Residential Roof Downspout and Footing Drain
Construction.
C. Handout on Accessing City Streets.
1.02.1.2.3 Fee Related Handouts
These handouts contain information explaining some City development fees:
A. Handout on Transportation Impact Fees.
B. Handout on School Impact Fees.
C. Handout on Utility Connection Fees.
1.02.1.2.4 Summaries
These handouts give a brief description of City policies and requirements:
A. Developer Public Facility Extension Process Summary.
B. Summary of Half-Street Requirements.
C. Summary of Guarantee/Bonding Requirements.
1.02.1.2.5 Technical Memos
These handouts contain information that are subject to change or are too specific
to be included in this manual:
A. Sanitary Sewer Pump Station Requirements and Standards.
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1.02.2 Other Reference Material
The following publications should be used as additional reference material for design
applications not covered by the City’s publications:
A. Washington State Department of Transportation (WSDOT) “Standard
Specifications for Street, Bridge and Municipal Construction” as amended by the
City’s Construction Standards Section I. These will be referred to in City
publications as the "WSDOT Standard Specifications."
B. Washington State Department of Transportation (WSDOT) “Design Manual”
(latest edition).
C. American Association of State Highway and Transportation Officials’ (AASHTO)
“A Policy on Geometric Design of Highways and Streets” (latest edition).
D. State of Washington Department of Ecology’s “Criteria for Sewage Works
Design” (latest edition).
E. State of Washington Department of Health (DOH) “Water Systems Design
Manual” (latest edition).
F. American Water Works Association (AWWA) Standard Specifications (latest
edition).
G. “IES Lighting Handbook” (Illuminating Engineering Society of North America)
(latest edition).
H. American National Standard for Roadway Lighting ANSI/IESNA RP-8-00 (latest
edition).
1.03 Deviation from Standards
The engineering design standards contained herein should be used when designing a
development project within the City of Auburn. In special cases, City standards may not best
address a particular engineering application. In these instances, a design deviation from the
City’s standards may be requested from the City Engineer. All such requests shall include
applicable engineering justification for the deviation. Deviation requests and supporting
justification must be sealed by a licensed professional civil engineer. The City Engineer will
evaluate the request and notify the applicant of his/her decision within fifteen (15) working
days of the receipt of a complete deviation request. The following deviations may be
obtained from the City of Auburn:
1.03.1 General Deviations
General deviations apply to all engineering design standards except for the Surface
Water Management Manual’s Minimum Requirement deviations.
The engineering design deviation when compelling supporting justification shall clearly
demonstrate that the proposed deviation will meet or exceed the corresponding City
standard for the following applicable criteria:
A. The functional intent of the design element.
B. Safety factors associated with the design element.
C. Operational concerns associated with the design element.
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D. Maintenance concerns associated with the design element.
E. Liability concerns associated with the design element.
F. The capacity and/or efficiency of the design element.
G. The design life, historical performance, and durability of the design element.
H. The aesthetic and visual impacts of the design element.
I. The cost effectiveness and availability of any replacement components or
materials.
J. Consistency with the spirit and purpose of the corresponding City design
standard.
K. Demonstration that the environment will not be adversely affected.
L. Supported by published industry standards.
1.03.2 Surface Water Management Manual Deviations
1.03.2.1 The Ten Minimum Requirements
A deviation request from any of the ten minimum requirements in the Surface Water
Management Manual (SWMM) goes through a different process which includes a
public notice requirement. This is to insure that the Department of Ecology mandated
surface water regulations are complied with. The ten Minimum Requirements of the
City of Auburn Surface Water Management Manual are as follows:
1. Stormwater Site Plan
2. Construction Stormwater Pollution Prevention Plan
3. Source Control of Pollution
4. Preservation of Natural Drainage Systems
5. On-site Stormwater Management
6. Runoff Treatment
7. Flow Control
8. Wetlands Protection
9. Operation and Maintenance
10. Off-site Analysis and Mitigation
1.03.2.2 Deviation Criteria
Deviations from the ten Minimum Requirements of the City of Auburn Surface Water
Management Manual may be requested, in writing, in accordance with ACC
13.48.226 to allow a waiver of a requirement, a reduction or modification of a
requirement, or to permit an alternative requirement. Public notice of application for a
deviation, decision, and written findings will be published in accordance with ACC
13.48.226. Deviations must meet the following criteria:
• The minimum requirements would impose a severe and unexpected economic
hardship; and
• The deviation will not increase risk to the public health and welfare, nor
injurious to other properties in the vicinity and/or downstream, and to the
quality of waters of the state; and
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• The deviation is the least possible exception that could be granted to comply
with the intent of the Minimum Requirements.
In accordance with ACC 13.48.226, the City Engineer may grant a deviation following
a documented finding that:
A. The deviation is likely to be equally protective of public health, safety and
welfare, the environment, and public and private property, as the
requirement from which an exception is sought; or
B. Substantial reasons exist under ACC 13.48.226 C., for approving the
requested deviation and the deviation will not cause significant harm. The
substantial reasons may include, but are not limited to:
o The requirement to be imposed is not technically feasible; or
o An emergency situation necessitates approval of the deviation; or
o No reasonable use of the property is possible unless the
deviation is approved; or
o The requirement would cause significant harm or a significant
threat of harm to public health, safety and welfare, the
environment, or to public and private property, or would cause
extreme financial hardship which substantially outweighs its
benefits.
The decision to grant a deviation is within the sole discretion of the City, and the City
Engineer shall only approve a deviation to the extent it is necessary. The City
Engineer may impose new or additional requirements to offset or mitigate harm that
may be caused by approving the deviation. The City Engineer may require the
applicant to submit a licensed engineer’s report or analysis along with a request, in
writing, for a deviation. Deviations are intended to maintain necessary flexible working
relationship between the City and applicants.
The approval of a deviation shall not be construed to be an approval of any violation
of any of the other provisions of the City’s Municipal Code, or of any other valid law of
any governmental entity having jurisdiction.
Applications for a deviation from the Minimum Requirements of ACC13.48.225 must
be in writing and include the following information:
A. The current (pre-project) use of the site, and
B. How the application of the minimum requirement(s) restricts the proposed use
of the site compared to the restrictions that existed prior to the adoption of the
minimum requirements; and
C. The possible remaining uses of the site if the deviation were not granted; and
D. The uses of the site that would have been allowed prior to the adoption of the
minimum requirements; and
E. A comparison of the estimated amount and percentage of value loss as a
result of the minimum requirements versus the estimated amount and
percentage of value loss as a result of requirements that existed prior to
adoption of the minimum requirements; and
F. The feasibility for the owner to alter the project to apply the minimum
requirements.
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1.03.2.3 Public Notice Requirements
The public notice will be issued after the decision and any appeal of the decision per
Section 1.04 has been completed. The following public notice requirements apply
whenever a request for an exception to the Minimum Requirements contained in ACC
13.48.225 is received by the City:
A. Public notice (Notice) shall be made to inform the public about the contents of
the Request and the City Engineer’s decision to grant or deny it. Notice of the
Request and the decision to grant or deny the Request may be combined.
B. The Notice shall be published, at the requestor’s cost, in the City’s newspaper
of record and a local newspaper of general circulation within Auburn.
C. The Notice shall include: (i) a brief description of the Request; (ii) a brief
description of the City Engineer’s decision to grant the Request and reasons
supporting the decision, or a statement that the request is denied; (iii) where
the Request can be reviewed; and (iv) the name and contact information of a
City employee who can answer questions regarding the Request.
D. The City shall provide a hardcopy of the City Engineer’s decision to grant or
deny a Request to the requester. The City Engineer’s decision to approve or
deny a Request shall include a reference to the procedures in City of Auburn
Engineering Design Standards for contesting such a decision.
1.04 Appeal of City Engineer’s Decision
Appeal of the City Engineer’s decision (Section 1.03) shall follow the following procedure:
The applicant shall have fifteen (15) working days from the date of receipt of the City
Engineer’s decision in which to submit a written notice to the Public Works Director
contesting the written decision of the City Engineer. The Public Works Director shall then
have fifteen (15) working days to notify the applicant of his/her decision to uphold or modify
the City Engineer’s decision. For engineering deviations requests, the Director’s
determination shall be final.
If the Public Works Director determines the nature of the deviation requires a non-
engineering policy decision by the Public Works Committee of the Auburn City Council, the
Public Works Director shall seek such decision from the Committee at the next available
Committee meeting. The Public Works Director shall notify the applicant within five (5)
working days after the Committee’s decision.
1.05 Changes to Standards
The City of Auburn’s Public Works Committee is authorized to make any additions,
deletions, or modifications stated in these Standards. (ACC 12.04.010)
Chapter 2 – Plan Approval Process
2.00 Preface
This chapter contains standards and procedures that apply to the review and approval
process for civil engineering plans. Development or redevelopment of property within the
City of Auburn, and/or within the limits of Auburn’s Utility Service Area, that require civil
engineered plans to support a development action must follow the processes outlined below.
2.01 Types of Plans
This section contains information regarding the types of civil engineering plans submitted to
the City. Specific plan requirements are described in detail in Chapter 3.
Civil engineering plans submitted to the City for review fall within the following four
categories.
2.01.1 Grading Plans
Grading plans are required prior to the issuance of a Grading Permit and before
commencement of construction in the following situations:
A. Any application made for a Grading Permit that includes excavations and/or fills
exceeding five hundred cubic yards (500 yd3) of material.
B. An application made for a Building Permit for all new non-residential
developments and residential construction of three units or more per lot.
C. An application made for a Land Clearing Permit when the proposed work involves
temporary roads and leveling of the site.
D. An application made for construction of a parking lot.
E. An application made for a plat or a short plat that requires grading on the site
resulting in the movement of over five hundred cubic yards (500 yd3) of material.
2.01.2 Building Site Plans
A Building Site Plan includes all civil site development requirements including site layout,
site access, parking, utility service, and storm drainage control. An approved Site Plan is
required prior to the issuance of a Building Permit and before commencement of
construction.
Building Site Plans are required for the following situations:
A. A Building Site Plan along with a Grading Plan is required in association with a
Building Permit application for all new non-residential developments and
residential construction of three (3) units or more per lot.
B. Where an existing site is redeveloped such that new buildings and additions
and/or alterations to existing buildings increase the assessed value of the
improvements on the property by greater than fifty percent (50%), and the new
plus replaced impervious surface is five thousand square feet (5000 ft2) or more.
C. Alteration of site access requirements, and/or connect to and impact City streets
and utilities.
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D. Convert ¾ acres or more of native vegetation to lawn/landscaped area or convert
2.5 acres or more of native vegetation to pasture..
E. The Change of Use of an existing site requires one or more of the following.
1. The installation of onsite parking resulting in the addition of over five
thousand square feet (5000 ft2) of impervious area.
2. The alteration of the access to and from City streets including adding or
removing driveways.
3. The installation of a new storm system to serve impervious area of over five
thousand square feet (5000 ft2) of impervious area.
4. The installation of code-required landscaping. (This will require the
submittal of a landscape plan for review and approval by the City of Auburn
Planning Department).
One example is the conversion of a residential property to a commercial use.
The work covered by the Building Site Plan may include the building and grading work;
however, the applicant must make separate applications for a Building Permit and a
Grading Permit.
2.01.3 Public Facility Extension (FAC) Plans
An approved Public Facilities Extension Plan (FAC Plan) is required prior to installing
new or improving existing public sanitary sewer, water, storm drainage, and/or
transportation facilities.
FAC Plans are required in the following situations:
A. With a Building Site Plan when construction of the building requires the extension
of a City water, sanitary sewer, or storm drainage facility.
B. With a Building Site Plan when construction of the building requires improvements
to the City transportation facility.
C. With a Grading Plan for public utility improvements within Plat and Short Plats.
D. For county projects where water and sanitary sewer mains within Auburn’s Utility
Service Area are extended.
Prior to preparing plans for submittal, the applicant should obtain a “Developer Public
Facility Extension Process Summary” from the City. This summary explains some of the
basic requirements and steps of the FAC process.
2.01.4 Other Plans
Some projects may also require other types of plans. The requirements for these
additional plans will usually be addressed early in the submittal process. These plans
could include, but are not limited to, the following:
A. Landscape plans.
B. Land clearing plans.
C. Irrigation plans.
D. Wetland plans.
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2.02 Review and Approval Process
2.02.1 Submittals
When submitting civil engineering plans to the City for review, the following steps should
be taken to insure a complete submittal and timely approval of civil engineering plans:
A. Applicants are encouraged to meet with City staff prior to plan submittal.
(Pre-application information is available through the City of Auburn) All plans and
associated documents submitted to the City will be assigned a permit number and
receive a preliminary review to make sure that they adequately address the
minimum requirements of a complete application. Any such plans and associated
documents not meeting these requirements will be returned to the applicant or his
designee as unacceptable for review, with a written explanation of necessary
corrections required prior to the subsequent resubmission.
B. Prior to preparing civil engineering plans for submittal, the applicant should obtain
a Plan Submittal Packet from the City, for the appropriate type of plans. This
packet contains information necessary to prepare plans in conformance with City
guidelines. The checklists within the Plan Submittal Packet shall be completed
and submitted along with the civil engineering plans.
C. Civil Engineering plans and associated documents are to be submitted to the City
for processing.
D. After the receipt of a completed Facility Extension (FAC) Application and FAC
application fees, the City will make a preliminary review of the plans and
supporting data to verify the scope of the proposed extension(s) and check for
completeness of the application. Once the City is satisfied with the completeness
of the application and has verified the length of the extension(s), a letter will be
sent requesting that the following be submitted before any detailed FAC Plan
review work will be performed:
1. An executed Facility Extension Agreement.
2. Forty percent (40%) of the total calculated Facility Extension fee. (The
remaining sixty percent (60%) will be due prior to construction.)
E. The following number of documents and plans are required for a complete
submittal:
Plan sets
Plan
Submittal
Packet
Stormwater
Site Plans
Geo-
technical
Reports
Grading Plans 5 1 2 1
Building Site Plans 10 1 2 1
FAC Plans 10 1 2 1
F. All Plans submitted to the City shall be non-ammonia based prints.
G. All proposed public right-of-way dedications and easements not under the
ownership of the applicant shall be dedicated to the City prior to final plan
approval. A title report will be required to confirm property ownership.
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H. The following applicable information may be required along with the plan
submittal:
1. Title report (required if right-of-way is being dedicated).
2. The final biologist report, including the wetland mitigation plan when
appropriate.
3. Traffic reports.
4. A copy of the final SEPA determination (for projects where the City isn’t the
lead agency).
5. A copy of other applicable applications (Short Subdivisions, Subdivisions,
etc.).
6. Letter indicating how SEPA and/or other applicable application conditions
have been accounted for in the development/plan process.
I. All plans, calculations, or reports submitted for review shall be stamped by a
Washington State licensed professional civil engineer (PE). Mylar plans,
calculations, and reports submitted for final approval need to have the PE stamp
wet signed and dated.
J. Where the plan review process is running concurrent with other applications
(SEPA, Subdivisions, etc.), the above-referenced information may not be
available at time of plan submittal. In such instances, other required applications
shall be provided prior to final plan approval.
2.02.2 City Review
The City will review plans and associated calculations and reports for conformance with
City development requirements, standards, and policies. Red-line construction drawings,
calculations, reports, and written plan review comments will be returned to the applicant’s
designated contact person for revisions. The applicant’s engineer shall revise
construction drawings, calculations, or reports to address City plan review comments.
The revised drawings (the required number will be determined by the City) and
associated calculations and reports along with the redline comments shall be resubmitted
to the City for additional review.
2.02.3 Plan Approval
Once the plan review process is completed and all City review comments have been
addressed, the City will request that one copy of sealed mylars be submitted for approval.
A. Final reproducible plans shall be placed on a minimum 4-mil thick mylar and will
be signed by the City Engineer or his designate and shall remain on file with the
City. (Note: No sticky back transparencies, no sepia mylars, and no Xerox mylars
are accepted by the City.) Upon approval, the developer will be required to check
out these mylars from the City and make the required number (6 to 18 sets) of
prints for the City, plus any required for themselves or the contractors, prior to
issuance of any construction permits.
B. All applicable AutoCAD files shall be submitted to the City on a compact or floppy
disk along with the mylars for integration into the City’s Geographic Information
System (GIS). For more information on AutoCAD file submittal, please obtain a
copy of the City’s “Record Construction Document Packet.”
C. If after plan approval but prior to construction the applicant chooses to make
changes to the approved plans, a revised plan reflecting such changes may be
required if the City determines the changes will impact the City’s ability to insure
construction is completed in conformance with City regulations. In such cases,
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the revised plans shall be submitted to the City for review and a new revised
Mylar shall be provided for approval with the changes shown, sealed by the
design engineer, and approved by the City.
2.02.4 Project Close Out
The following is the basic process required for accepting construction completion on a
project:
A. After completion of construction, a paper plan copy of the approved plan set shall
be utilized for a dry run “as-built” set prior to redlining the original Mylar set. A
copy of the “Record Construction Document Packet” which outlines the complete
record drawing process in detail can be obtained from the City.
B. All changes to the approved plan noted by the contractor and/or surveyor during
the construction process shall be clearly indicated on the paper copy of the
approved plan in red ink.
C. The “Record Drawing Certification” block on all sheets of the as-built paper set
shall be signed and dated by the Engineer or Surveyor making the corrections
and the plan set returned to the City for verification by the City prior to these
changes being made to the original Mylar set..
D. After approval of the redlined paper plan copy of the original approved plan set,
the approved original Mylars shall be checked out from the City, and the approved
corrections shown on the approved “as-built” paper plan set shall be made on the
original Mylars in red ink. . These record drawings will become final once the City
has verified the corrections are consistent with the approved paper set. Finalized
record drawings are required before the project will be accepted.
E. A final stormwater site plan with letter shall be submitted by the Engineer of
Record to the City verifying that the storm facilities were installed as designed.
F. Electronic copy of the Stormwater Site Plan and Geotechnical Report.
The following documents shall also be completed for projects prior to project close out.
A. All legal documents, including but not limited to a Bill of Sale and Utility
Easements, shall be updated as needed and executed.
B. A “Developers Contribution Document” shall be obtained from the City and
completed, if applicable.
C. All Maintenance Bonds or Assignments of Funds for the one-year maintenance
period shall be in place.
Chapter 3 - Plan Preparation Requirements
3.00 Preface
This chapter describes how civil engineering plans should be laid out to meet City
requirements and provide a format that is easy to follow and understand. Civil engineering
plans need to meet these basic standards in order to move through the review process in an
efficient manner.
3.01 General Requirements
The following general requirements shall be taken into account when preparing civil
engineering plans for review and approval by the City:
A. The general construction requirements for the City of Auburn shall be those
contained in the City of Auburn’s current Engineering Construction Standards Manual
which supplements or modifies the “Washington State Department of Transportation
(WSDOT) Standard Specifications for Road, Bridge and Municipal Construction,"
except where supplemented or modified by the City in this manual.
B. The civil engineering plans shall reference City Standard Specifications and Standard
Details as necessary. The City’s Standard Specifications and Standard Details are
contained in the Engineering Construction Standards Manual, a copy of which shall
be on-site during construction.
C. All civil engineering plans and reports shall be prepared and sealed by a Washington
State licensed professional civil engineer.
D. Property surveys shall be performed and sealed by a Washington State licensed
professional land surveyor and be tied to the current City datum (NAVD 88). A list of
City Benchmarks is available upon request.
E. All civil engineering plans and calculations shall be neat, uncluttered, legible, and in
conformance with the requirements herein. The City requires that all plans be
prepared utilizing AutoCAD software.
F. Where applicable, shop drawings shall be submitted for review and approval prior to
construction.
3.02 Plan Format
The City requires that plan sets be submitted in an order consistent with this section.
Depending on the complexity or simplicity of the project, the amount of detail and content
required will be subject to change.
3.02.1 Grading Plans
Grading plans shall consist of the following sheets:
A. Cover sheet (See 3.04.1).
B. Temporary Erosion and Sediment Control (TESC)/Demo Sheet (Land Clearing
when applicable) (See 3.04.2).
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C. Grading Plan (See 3.04.3).
D. Cross-Sections (See 3.04.4).
E. Details (See 3.04.5).
3.02.2 Building Site Plans
Building Site Plans shall consist of the following sheets:
A. Cover Sheet (See 3.04.1).
B. Temporary Erosion and Sediment Control (TESC)/Demo Sheet (Land Clearing when
applicable) (See 3.04.2).
C. Public Storm Drainage Plan (See 3.04.6).
D. Utility Plan (See 3.04.7).
E. Cross-Sections (See 3.04.8).
F. Details (See 3.04.5).
G. Landscape Plan (See 3.04.10).
H. Irrigation Plan (See 3.04.11).
If a separate associated grading plan has been submitted and approved, those areas
covered under the grading plans will not need to be readdressed in the building site plans.
3.02.3 Facility Extension (FAC) Plans
These plans will be required whenever public streets, sanitary sewer, storm drainage, and/or
water lines are being extended or modified. The FAC portion of a plan set could consist of
the following sheets:
A. Cover Sheet (See 3.04.1).
B. Temporary Erosion and Sediment Control (TESC)/Demo Sheet (Land Clearing when
applicable) (See 3.04.2).
C. Utility Plan and Profiles (See 3.04.7 & 3.04.8).
D. Street and/or Storm Plan and Profiles (See 3.04.8 & 3.04.9).
E. Street Cross-Sections and Additional Street Elements (See 3.04.9).
F. Details (See 3.04.5).
G. Street and/or Site Landscape Plans (See 3.04.10).
FAC plans may also contain information normally associated with either a grading or a
building site plan.
3.03 General Plan Requirements
3.03.1 Standard Plan Format
Applicable information in this section shall be shown on the plan set.
A. Each sheet of the plan set shall be stamped by a professional engineer licensed in
the State of Washington. The stamp/seal on the final mylars, to be submitted for
approval, shall be wet signed and dated per WAC 196-23.
B. North arrow and plan alignment shall be to the top, right, or left.
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C. A title block shall be provided along the right-hand edge on each plan sheet. The
title block shall include the development title (in bold print), the name, address and
phone number of the firm preparing the plan and the owner/developer, a revision
block (showing the date of the latest revision), page of pages numbering, and sheet
title (e.g., road and storm drainage, grading, erosion/sedimentation control, water
and sanitary sewer).
D. Indicate units of measurement for all slope callouts as either percent (%) or feet per
foot (ft/ft). Do not mix units of measurement on a plan set.
E. Provide all match lines with matched sheet numbers (stationing).
F. The street classification shall be provided under the street name on all plan views.
G. A City of Auburn approval block (4"x2") on each plan sheet shall be provided in
lower right corner of each plan sheet. Show project reference numbers (BLD for
Building Permit, FAC for Public Facility Extension Plan, LND for Land Clearing
Permit, STM for Storm Permit and/or GRA for Grading/Erosion Control Permit) in
the approval block area. A blank Auburn Engineering approval block is shown as
block B-1 in Appendix A of this chapter.
H. A sign-off block (4”x2”) on each plan sheet shall be provided for Record Drawing
certification, located directly to the left or directly above the approval block. A blank
Record Drawing Certification block is shown as block B-4 in Appendix A of this
chapter.
The locations of the title blocks, approval blocks, and engineering stamp shall remain
consistent throughout all the plan sheets.
3.03.2 Drafting Standards
Drafting requirements are as follows:
A. Plan sheets shall be printed on 24"x36" size paper. Any variation must be
approved by the City prior to plan submittal. Approved plans shall be good quality,
4-mil thickness, Mylar or approved equal. No stick-on type material will be allowed.
No Xerox, sepia, or toner-printed Mylars are allowed, unless cold rolled. Margins
shall be set to provide for ½ size drawings to fit on 11x 17 inches sheet size.
B. Lettering size shall be no smaller than one tenth (1/10) of an inch in height and shall
be uppercase. Callouts and other information shall be printed horizontally in most
cases.
C. Existing features shall be shown with dashed lines and/or half-toned (screened).
D. Proposed features shall be shown with solid lines. The intent is to clearly
distinguish existing features from proposed improvements.
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E. Minimum scale shall be:
1. Site work: 1" = 40' horizontal.
2. Public facility work: 1" = 20' horizontal.
Vertical scales should typically be 1/10th the horizontal scale. For public facility
work in areas with steep slopes, 1” = 5’ may be used in place of 1” = 2’.
Use a scale that best utilizes paper space and gives the best overall view of the
site.
F. Use APWA AutoCAD symbols in the legend to identify both existing and proposed
improvements and utilities.
3.04 Plan Sheet Elements
The following section covers the basic elements that are required to be shown on the
different plan sheets. While all plan sets will have a cover sheet, there are other sheets
covered here that may or may not be included in a particular projects plan set.
3.04.1 Cover Sheet
The Title sheet(s) shall incorporate all the requirements listed in Section 3.02, plus the
following applicable items:
A. A general scaled site plan covering an area approximately ten inches (10”)
square.
B. Vicinity map (approximate scale) with north arrow covering an area approximately
five inches (5”) square.
C. Site address.
D. Owner/Applicant, address, contact, and phone number.
E. Engineer/Surveyor/Architect address, contact, and phone number.
F. Elevations with City datum (NAVD 88) tied to City benchmarks with reference to
the benchmarks’ numbers and locations indicated.
G. The permit number in one-inch (1”) bold lettering shall be above the title block
(located on the right side of the sheet) on the cover sheet only.
H. Sheet Index.
I. Legend.
J. Legal description including quarter section, section, township, and range.
K. Parcel numbers.
L. Site zoning and adjacent zoning.
M. Applicable plat name and lot numbers.
N. Applicable site information including the number of parking spaces required and
the number of parking spaces provided.
O. Type of building construction as defined by the adopted Building Code.
P. Site access including adjacent driveways, roadways, and intersections that may
have an impact on the location and type of site access.
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Q. An overall site plan key map shall be shown if the plan set includes more than five
(5) plan sheets, unless otherwise directed by the city.
R. Construction Sequence outlining a basic construction schedule. (See Section
5.05) In addition, depending upon the nature of the project, the construction of
some public facilities may also dictate separate construction sequencing
requirements that will also need to be indicated on the plans.
S. The eight (8) City of Auburn General Notes as shown in Appendix B of this
chapter.
T. Provide a list of the additional non-building permits required for this project.
3.04.2 Temporary Erosion and Sediment Control (TESC) Plan Sheet
TESC design shall be in accordance with Chapter 5 – Grading & Erosion Control, and
include the following applicable items:
A. Marked clearing work limits, environmentally sensitive areas and their buffers, and
trees that are to remain.
B. Indicate the location of the construction entrance
C. Provide the onsite stormwater facilities during construction.
D. Indicate the minimum temporary erosion control measures to be used on the site
during construction, this may include, silt fencing, interceptor ditches, detention or
retention facilities, flow control structures, etc.
E. Show containment locations for storing pollutants, including waste materials and
demolition debris, prior to their removal from site.
F. In the construction sequence, provide a phasing schedule for installing and
removing TESC BMPs, including the transition from the temporary storm drainage
system to the permanent storm drainage system.
G. All existing site features and conditions shall be shown on this sheet including the
existing topography.
H. This sheet may also function as a demolition site plan and should indicate all
existing features and structures to be removed/demolished and those that will
remain.
I. Provide the six (6) City of Auburn Grading and Erosion Control Notes as shown in
Appendix B of this chapter.
3.04.3 Grading and Private Storm Drainage Plan Sheet
The Grading design shall be in accordance with Chapter 5 – Grading & Erosion Control,
and include the following applicable items:
A. Indicate approximate fill and excavation quantities in cubic yards.
B. Indicate slope of any fill or cut slopes.
C. Show type of fill material and associated compaction requirements.
D. Show existing significant trees (six inches (6”) in diameter and larger for
evergreens and four inches (4”) in diameter or larger for deciduous). Indicate if
tree is to either be retained or removed. Note that a land-clearing permit may be
required.
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E. Provide temporary storm drainage retention or detention facilities including City
control structure, water surface (W.S.) elevations, seasonal high groundwater
elevation, orifice sizes, design storms for the W.S. elevations, and release rates.
F. Show horizontal setback between the bottom of any fill placement and the top of
the bank of a defined drainage channel per requirements noted in section 5.03.3.
G. Show typical ditch sections.
H. Show connections of building roof and foundation drains to the site drainage
system.
I. Show the existing topography shaded back and overlaid by the proposed grades.
J. Show existing and finished elevations and contours. Spot elevations may be
required for relatively flat sites to supplement the contour elevations as necessary
to adequately reflect existing and finish grades. Provide spot elevations along
property line and a minimum of thirty feet (30’) beyond property line (at least fifty
foot (50’) intervals).
K. Reference standard City of Auburn Detail Numbers appropriately. If a project
specifies modification to a Standard Detail a new detail must be shown on the
plans.
L. Provide notes to protect and maintain erosion control facilities during grading
operations.
M. Provide arrows to indicate drainage flow direction on paved surfaces.
N. Show layout of the entire storm drainage pipe with length, slope, and material type
labeled and direction of flow indicated.
O. Provide site specific details and cross-section sheets for storm drainage detention
or retention facilities.
P. Indicate the emergency overflow to the public storm system.
Q. Show berm dimensions, materials, compaction requirements for ditches and
detention ponds where applicable.
R. Show locations of manholes and catch basins, indicating type, stationing, offset,
lid type, rim and invert elevations. Number manholes and catch basins
consecutively.
S. Show existing and proposed sanitary sewers and water mains (use ghost lines),
identifying crossing and minimum vertical distance between utilities.
T. Provide type of material and size of energy dissipaters (riprap, etc.).
U. Provide details of storm water quality control facility.
V. Provide limits of surface water ponding in parking lots.
W. Show trash racks, if applicable.
X. Show locations, widths and types of easements.
Y. Show locations and types of pumps, if applicable.
Z. Show bio-swale location, length, width, slopes, and cross-section.
AA. Provide planting and seeding requirements with establishment procedure in
construction sequence for water quantity and quality systems.
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BB. Show finish floor elevations.
CC. Show the controlling downstream storm drainage elevations including the
associated design conditions.
DD. Address other agency permit requirements, as necessary.
EE. For ponds, provide: aesthetics, fencing, power (if applicable), maintenance
access, control structure, critical water surface elevations, and other items, such
as walls and liners.
FF. Address bypass surface flows.
GG. Address subsurface flows and indicate water surface elevations.
HH. Clearly indicate private drainage facilities on the plans. Justification is needed for
any facility proposed to be a joint public and private facility, for City consideration.
Some projects may be able to combine the grading sheet with the erosion control and
demo plan depending on the complexity of the project.
3.04.4 Cross-Section Sheet
The Cross-Section plan sheet(s) shall have the following applicable items:
A. Cross-sections for fill and grading shall be shown through all properties to at least
thirty feet (30’) beyond the property lines. Adequate cross-sections shall be
shown to represent the site. At a minimum this shall include one east-west and
one north-south cross-section.
B. This sheet may also contain cross-sections for the temporary storm drainage
pond.
C. The scale used for the site cross-sections on this sheet should match the scale on
the other sheets.
Some projects may be able to combine the cross-section sheet with the grading sheet
depending on the complexity of the project.
3.04.5 Detail Sheet
The Detail sheet(s) shall have the following applicable items:
A. Any detail that is specific to this project.
B. City Standard Details should not be shown on this sheet unless they need to be
modified for a project specific application.
C. Storm control manholes are normally shown on this sheet.
D. This sheet may also contain cross-sections for the temporary storm pond.
City Standard Details should be called out on the applicable plan sheet using the detail
number.
3.04.6 Public Storm Drainage Plan Sheet
Grading and Storm Drainage system design shall be in accordance with Chapter 5 –
Grading & Erosion Control, and Chapter 6 – Storm Facilities, and include the following
applicable items:
A. The layout of all the storm drainage pipes with the length, slope, and material type
indicated in the labeling of the storm drainage pipes. Provide arrows to indicate
the direction of flow into the structures.
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B. Typical ditch section.
C. Location of manholes and catch basins. Indicate type, stationing, offset, rim and
invert elevations, and number manholes and catch basins consecutively.
D. Existing and proposed sanitary sewers and water mains (use ghost lines).
Identify crossings and minimum distance between utilities.
E. Building downspouts or footing drain locations, inverts and connections to the
storm drain system.
F. For single-family home sites, indicate means for collection and discharge of water
from roof, foundation drains, and driveways.
G. Provide arrows to indicate drainage direction in parking lots, roadway
intersections and cul-de-sacs.
H. Reference to the detail/BMP and/or cross-section sheets for storm drainage
detention or retention facilities such as the control discharge structure and pond
cross-sections. Indicate water surface elevations, allowable discharge rates, and
design storms.
I. Show an emergency overflow to the public storm drainage system.
J. Berm dimensions, material, and compaction requirements for ditches and
detention ponds where applicable.
K. Indicate type of material and size of energy dissipaters (riprap, etc.).
L. Provide details of the storm drainage water quality facility.
M. Limits of surface water ponding within parking lots.
N. Trash racks as applicable.
O. Location and widths of easements.
P. Location and type of pumps, if applicable.
Q. Bioswale location, length, width, slopes, and cross-section.
R. Planting and seeding requirements with establishment procedure (construction
sequence) for water quantity or quality systems.
S. Finish floor elevations of all buildings.
T. Indicate separation from any pipe, infiltration trench, open ditch, and bioswale to
any property line or obstruction.
U. Address other agency permit requirements, as necessary.
V. For ponds, provide: landscaping, fencing, aeration, maintenance access, critical
water surface elevations, and other items, such as walls and liners.
W. Number the storm drain structures. (Numbers will be provided by the City prior to
final plan approval.)
X. Indicate any required easements including their dimensions.
3.04.7 Utility Plan Sheet
The Utility sheet will show the private connections to the public water and sanitary sewer
systems and any required extensions of the public water and sanitary sewer systems.
The Utility sheet(s) shall have the following applicable items:
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3.04.7.1 Water
Water system design shall be in accordance with Chapter 7 – Water Facilities, and
include the following items:
A. Water pipe and fitting size, location, and type of material.
B. Details of connections to existing water mains.
C. Valve size, locations and type.
D. Fire hydrants locations.
E. Air vac/blow-off locations.
F. Pressure reducing stations and associated valves, vaults and by-pass
piping as required.
G. Concrete blocking, mechanical, or restrained joint pipe support.
H. Watermain, water meter, and fire hydrant easements.
I. Meter size and service line size and location.
J. Irrigation meter size and service line size location.
K. Proposed fire line, FDC line and PIV locations.
L. Backflow prevention assembly and detector check meter size, type and
location.
M. For buildings requiring fire sprinklers, the fire sprinkler notes shall be shown
on the plan, as shown in Appendix B of this chapter.
N. Table showing physical separation in feet between water lines and other
utilities at crossings, when a profile is not required.
3.04.7.2 Sanitary Sewer
Sanitary sewer system design shall be in accordance with Chapter 8 – Sanitary
Sewer Facilities, and include the following items:
A. Sanitary sewer pipe size, locations, type of material, and stationing.
B. Location of manholes. Indicate type of manhole, stationing, offset, and
number manholes consecutively. During the City review process, manhole
numbers shall be assigned by the City to be incorporated into the next
submittal.
C. Indicate knockouts in manholes for future connections.
D. The direction of sewage flow shall be indicated with an arrow at the
manhole. Proposed sewer shall have solid arrowheads while existing pipe
and manholes shall be shown in ghost or screened lines with the
arrowhead and manhole not filled.
E. Drop manholes, if approved, are to be detailed on the plans.
F. Length, slope, type and class of material, and inverts for side sewers.
G. Stationing for side sewers from downstream manholes.
H. Connection of a side sewer to the City’s sanitary sewer pipe shall be
indicated with a tee.
I. Locations of sanitary sewer cleanouts.
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J. Locations of sanitary sewer easements.
K. Clearly define right-of-way and adjacent property lines. Parcel numbers for
all lots adjacent to the improvements shall be indicated.
L. Floor drains, drains from other covered areas potentially subject to
pollutants, and wash areas within parking lots shall be connected to the
sanitary sewer through an approved oil/water separator.
3.04.8 Utility Profile Sheet
The Utility Profiles, when required, should be included on the associated utility plan sheet
if at all possible.
3.04.8.1 Storm Drainage
For complex private storm systems and all public storm lines, a profile will be
required. These profiles should include the following items where applicable:
A. Public storm drainage located within the street right-of-way shall be shown
on the street profile. See Section 3.04.9.2
B. Public storm drainage located in an easement shall have separate profiles.
C. Structure size, location, type, station, invert elevation, type of lid or grate,
and rim elevation.
D. Pipe size, type of material, slope (ft/ft), and lineal footage.
E. Utility crossings shall identify size and type of utilities involved.
F. Ditches where applicable, size, type and slope.
G. Existing and finished grade along pipe centerline.
H. Connections to existing structures.
3.04.8.2 Water
For complex on-site public water systems and all public water mains within the
street, a profile will be required. These profiles should include the following items
where applicable:
A. Water line located within the street right-of-way shall be shown on the
street profile. See Section 3.04.9.2.
B. Water line profiles are not generally required for lines located in easements
unless there are utility conflicts.
C. Pipe size, type of material, lineal footage, cover and stationing.
D. Utility crossings shall identify size and type of utility involved.
E. Existing and finished grade along pipe centerline.
F. Connections to existing mains and fittings.
G. Label fittings and valves include blocking.
3.04.8.3 Sanitary Sewer
A profile will be required for all public sanitary sewer mains. These profiles should
include the following items where applicable.
A. Sanitary sewer located within the street right-of-way shall be shown on the
street profile. See Section 3.04.9.2
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C. Structure size, location, type, station, invert elevations, type of lid, and rim
elevation.
D. Pipe size, type of material, slope (ft/ft), and lineal footage.
E. Utility crossings shall identify size and type of utility involved.
F. Existing and finished grade along pipe centerline.
G. Connections to existing structures.
H. Side sewer locations and stationing.
3.04.9 Public Street Plan and Profile Sheet
Whenever a project includes construction within a public street excluding utility
connections, both a plan and a profile shall be included in the plan set. The Public Street
Plan and Profile sheet(s), when required, shall have the following applicable items:
3.04.9.1 Plan View
The plan view should include the following items where applicable:
A. Plan views shall be drawn at a 1" = 20' scale.
B. Existing and proposed rights-of-way.
C. Existing and proposed contours and elevations.
D. Existing and proposed street names.
E. Existing and proposed centerline bearings.
F. Existing and proposed signs and traffic control devices.
G. Existing and proposed storm drainage systems.
H. Existing and proposed sewers and water mains (use ghost lines). Identify
crossings and minimum distances between utilities.
I. Horizontal curves.
J. Horizontal stationing.
K. Location of curbs, sidewalks, wheelchair ramps, and driveways (by station).
L. Locations of monuments at all centerline intersections, cul-de-sacs, PCs,
and PTs by station.
M. Street luminaires, conduit for streetlights, traffic signals, and traffic signal
loop detectors located within the vicinity of the project.
N. Mailbox types and locations. Submit to postmaster for approval.
O. Address any horizontal utility conflicts in plan.
P. Street landscaping, if required.
Q. Construction limits.
R. Slope excavation and/or embankment limits.
3.04.9.2 Profile
The profile should include the following items where applicable:
A. Profiles shall be drawn using 1" = 20' horizontal and 1" = 2' vertical scales.
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B. Existing and proposed centerline road grade.
C. Existing and proposed storm drainage systems.
D. Existing and proposed sewers and water mains (use ghost lines). Identify
crossings and minimum distances between utilities.
C. Finish grade elevations every fifty feet (50’) and every twenty-five feet (25’)
for vertical curves along design centerlines.
D. Vertical curve information in profile section.
E. Address vertical utility conflicts in profile.
3.04.9.3 Intersections
Intersection plans shall be twenty (20) scale drawings in conformance with
Standard Detail TRAFFIC-13.
3.04.9.4 Typical Roadway Sections
Typical roadway sections shall show pavement depths, widths and materials,
cross-slopes of pavement (%), centerline, dimensioned right-of-way lines, curb and
gutter, ditches, embankment and excavation slopes (1:1), rockers, walls, etc.
Typical sections will be labeled within identified station ranges.
3.04.9.5 Striping and Signing
Provide forty (40) scale plans per these Standards and MUTCD, including lane
markers, pavement markings, and signing.
3.04.9.6 Signalization
Provide twenty (20) scale separate detailed signalization plan per City of Auburn
Standards, including poles, bases, conduits, and traffic loops.
A. Signal Plan Sheet
1. The plan sheet shall conform to the following requirements:
a. For areas that require greater detail (such as the corner that has the controller), a
blown-up detail may be necessary at a 1″=10′ scale.
b. All proposed signal equipment, including signal poles, mast arms, heads, signs,
junction boxes, conduit, loops, controller, and service cabinet shall be shown as
bold.
c. All existing and proposed right-of-way information shall be shown and labeled on
the plan, including easements needed for signal equipment. The line type shall
be different for easements and right-of-way.
d. All proposed curb, sidewalk, proposed striping, and existing curb/striping (to
remain) information shall be shown on the plan in gray scale (screened back).
e. Sight triangle lines shall be shown on plans in gray scale.
f. All proposed and existing underground and overhead utilities shall be shown and
labeled on the plan in gray scale.
g. Provide on the plan signal construction notes as shown in Appendix B of this
chapter.
2. Construction notes shall contain, but not be limited to:
a. Signal pole and foundation installation (including pole type, mast arm length, and
installation of items on the pole).
b. Controller cabinet and foundation installation.
d. Coordination of utility removal/relocation.
e. Coordination of connection of power, and power source type.
f. Interconnect connection to other signals.
g. Removal of existing signal and/or street light equipment.
3. Displays: The plan sheet shall include the following displays:
a. Phase diagram display.
b. Signal display showing signal layout of all vehicle signal heads and pedestrian
heads.
4. Detection: The plan sheet shall include:
a. Stop bar, intermediate and advanced loop location and numbering.
b. Pedestrian push button location.
c. Preemption detection location and numbering.
5. Signal Poles and Associated Equipment: The plan sheet shall contain, but not be
limited to:
a. Signal Pole Locations and Numbering: The locations shall be called out by the
major arterial station and offset.
b. Signal head location and numbering.
c. Pedestrian head location and numbering.
6. Controller and Service Location:
At least one corner of the controller/service foundation shall be called out by the
major arterial station and offset. The footprint of the foundation shall be shown on the
plans with the controller and service cabinets oriented on the foundation as they
would be placed in the field. If the information required to show all the
controller/service conduit connections and foundation footprint makes the plan too
cluttered, a blown-up detail of the corner containing this information is needed at a
1″=10′ scale.
7. Power Source Location:
The location of the power source shall be identified on the plans.
8. Wire Schedule:
a. A wire schedule table shall include run numbers, conduit size, wire type, and
comments.
b. Comments shall include, but not be limited to, number of twisted loop pairs for
runs between the detection loops and adjacent junction box, identification of
spare conduits, conduits utilized only by interconnect or illumination, and power
cables.
c. For designs that include modifications to an existing signal, all existing wire
runs affected by the design shall be shown on the wire schedule.
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9. Junction box type and approximate location.
10. Signing:
a. Signs shall be shown on all mast arms. Signs that are post mounted but are
signal related (such as a “signal ahead” sign) shall be shown on the signal
plan.
b. A sign display shall be shown on the plan with the MUTCD sign designation,
dimensions, and lettering type for all signs.
c. Indicate removal of existing stop signs after signal is in operation.
d. Installation of “New Signal Ahead” or “Signal Revision Ahead” signs.
11. Other Illumination:
a. Proposed illumination that will use the signal service cabinet, but is located
outside the four quadrants of the intersection, shall be shown as proposed on a
separate illumination plan sheet. On the signal plan sheet, the illumination shall
be shown as gray scale and labeled as “proposed illumination, see illumination
plans.” However, once the illumination enters the quadrants of the intersection
(i.e., when it is using the same junction box as the signal equipment), it shall be
shown as proposed on the signal plan and gray scale on the illumination plan.
b. Indicate the circuit that street lights are on .
B. Wire Diagram Plan
In general, the wire diagram shall include the following:
1. All signal heads, pedestrian heads, pedestrian push buttons, luminaires,
preemption detectors, loops, and junction boxes drawn in schematic forms.
2. All termination points in the controller cabinet. The wire diagram should include
every termination point the controller will have, including those that may not be
used for this particular signal design.
3. All wiring associated with the items above, as well as the wiring for interconnect.
The wire diagram should show how these items are connected to the controller.
4. Location of wire splices.
5. All termination numbering at each end of each wire. For example, the 5-conductor
cable connecting a signal head to the controller should have the termination
numbering called out at the signal head and in the termination points in the
controller.
6. All wire colors at each end of the wire.
7. A call out to each wire run noting the number and type of each wire.
8. Intersection schematic with a north arrow showing approach phase.
9. Pole, signal head, pedestrian head, preemption detection, and loops shall be
numbered on the wire diagram.
C. Pole Schedule Plan
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The pole schedule shall include the following:
1. The pole schedule shall include a signal standard detail chart.
2. The pole schedule shall include pole orientation attachment and base detail, pole
foundation detail, and signal standard detail.
3.04.9.7 Illumination
Street Light Plans shall be labeled as Street Light Plans, and shall be prepared, stamped,
signed and dated by a professional engineer licensed by the State of Washington.
Street Light Plans will include references to all applicable City of Auburn Standard Details
and/or Washington State Department of Transportation (WSDOT) Standard Plans, or copies
of other specific details applicable to the project shall be shown on the plans.
Street Light Plans shall be provided on separate and uncluttered sheets that do not show
unrelated street, utilities, or on-site improvements. Street Light Plans shall be drawn to an
engineer's scale of 1" = 40'.
Street Light Plans shall at a minimum include the following applicable items for new or
existing street lighting system:
A. Lighting schedule with the following information in a table format:
1. Luminaire make and model
2. Lamp/Ballast type
3. Lamp wattage
4. Uniformity Ratio
5. Veiling Luminance Ratio
6. Average Maintained Light Level
7. Light standard type
8. Mounting height (ft)
9. Bracket or davit arm length (ft)
10. Light distribution pattern
11. Luminaire spacing distance (ft)
12. Light standard locations by station and offset from the centerline of the street to the
center of the light standard. Show all existing street lights for a distance of 500 feet
in both directions from the limits of the project site, including both sides of the
street(s) and in medians.
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B. Wiring/Conduit schedule with the following information in a table format:
1. Circuit number
2. Conduit size, material, and purpose (street lighting, traffic signal interconnect,
spares, etc.).
C. Location of points of service (the PSE connection or service location and the new or
existing City Electrical Service Cabinet(s).
D. Location of junction boxes. Indicate junction box type and purpose (lighting, traffic
signal, etc.).
E. Existing topography, including but not limited to the location of driveways, street trees
(including species), street intersections, overhead utilities (including maximum and
minimum heights), underground utilities (including sizes), medians, curb, and lane
widths (pavement markings).
3.04.9.8 Streetscape
Provide information on planting of the public landscape strips along the street frontage.
Information should include the following:
A. Type and size of trees.
B. Tree spacing.
C. Type of ground cover.
D. Root control/barrier.
E. Irrigation if applicable.
F. Show all proposed and existing surface features and underground utilities.
3.04.9.9 Other Features
Include locations of any other feature including mailboxes and bus stops. Any mailbox
placement that requires approval from the postmaster shall include the Postmaster approval
block B-6 as shown in Appendix A of this chapter.
3.04.10 Site Landscape Plan Sheet
The site landscape sheets, when required, shall have the following applicable items:
A. Adjacent streets both public and private.
B. Have boundaries and dimensions of site.
C. The location of on-site buildings.
D. The location of on-site parking areas.
E. The location and size of landscape areas.
F. The location, species, and size of planting materials.
G. The location of outdoor storage areas.
H. The location of significant trees.
I. Show all proposed and existing surface features and underground utilities.
J. The Planning approval block B-2 as shown in Appendix A of this chapter.
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3.04.11 Site Irrigation Plan sheet
The site irrigation sheets, when required, shall have the following applicable items:
A. The connection point to the City system.
B. The size, location, and type of the backflow prevention.
C. The proposed layout of the irrigation system.
D. Be consistent with the site’s building and landscaping plans.
E. Show the existing and/or proposed location of all parcel lines.
3.04.12 Critical Area Restoration/Mitigation
A critical area restoration or mitigation sheet, when required, shall include the items as required by
the City pursuant to chapter 16.10 of the Auburn City Code, and have the Critical Area approval
block B-3 as shown in Appendix A of this chapter.
3.04.13 City Parks and Open Spaces
Any plan sheet that includes a park or open space that is to be dedicated to the City shall include
the Auburn Parks approval block B-5 as shown in Appendix A of this chapter.
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Appendix A – Approval Blocks
Sample Engineering Approval Block (B-1):
PROJECT REF: __________________________
THESE PLANS ARE APPROVED FOR
CONFORMANCE WITH THE CITY OF AUBURN’S
ENGINEERING REQUIREMENTS.
APPROVED BY: _________________________
DATE APPROVED: _______________________
Sample Planning Approval Block (B-2):
PROJECT REF: _________________________
THESE PLANS ARE APPROVED FOR
CONFORMANCE WITH THE CITY OF AUBURN’S
PLANNING DEPARTMENT REQUIREMENTS.
APPROVED BY: _________________________
DATE APPROVED: ______________________
Sample Critical Area Approval Block (B-3):
PROJECT REF: _________________________
THESE PLANS ARE APPROVED FOR
CONFORMANCE WITH THE CITY OF AUBURN’S
CRITICAL AREA REQUIREMENTS.
APPROVED BY: _________________________
DATE APPROVED: ______________________
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Appendix A (continued)
Sample Record Drawing Certification Block (B-4):
RECORD DRAWING CERTIFICATION
THESE DRAWINGS CONFORM TO THE
CONTRACTOR’S CONSTRUCTION RECORDS.
BY _______________________ DATE ___________
TITLE/POSITION _____________________________
CONFIRMED BY CITY ____________ DATE _______
Sample Parks Department Approval Block (B-5):
PROJECT REF: _________________________
THIS PLAN SHEET REFLECTS THE CITY OF
AUBURN PARKS DEPARTMENT MINIMUM
REQUIREMENTS
APPROVED BY: _________________________
PARKS DIRECTOR
DATE APPROVED: ______________________
Sample Postmaster Approval Block (B-6):
CITY OF AUBURN POSTMASTER APPROVAL
APPROVED BY: ________________________
TITLE/POSITION: _______________________
DATE APPROVED: ______________________
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Appendix B – Standard Notes
GENERAL NOTES
1. THIS DEVELOPMENT PROJECT SHALL CONFORM TO THE CITY OF AUBURN’S
REQUIREMENTS AND BE IN ACCORDANCE WITH THE APPROVED PLANS. ANY
CHANGES FROM THE APPROVED PLAN WILL REQUIRE APPROVAL FROM THE OWNER,
ENGINEER, AND THE CITY.
2. ALL WORKMANSHIP AND MATERIALS SHALL CONFORM TO THE “WASHINGTON STATE
DEPARTMENT OF TRANSPORTATION (WSDOT) STANDARD SPECIFICATIONS FOR ROAD,
BRIDGE, AND MUNICIPAL CONSTRUCTION (2008),” EXCEPT WHERE SUPPLEMENTED OR
MODIFIED BY THE CITY’S CONSTRUCTION STANDARDS MANUAL. COPIES OF THE
ABOVE DOCUMENTS SHALL BE AVAILABLE AT THE JOB SITE DURING CONSTRUCITON.
3. A PRE-CONSTRUCTION MEETING SHALL BE REQUIRED PRIOR TO THE START OF ALL
CONSTRUCTION. CONTACT THE PUBLIC WORKS DEPARTMENT AT 253-931-3010, TO
SCHEDULE A MEETING.
4. LOCATIONS SHOWN FOR EXISTING UTILITIES ARE APPROXIMATE. THE CONTRACTOR
IS CAUTIONED THAT OVERHEAD UTILITY LINES MAY NOT BE SHOWN ON THE
DRAWINGS. IT SHALL BE THE CONTRACTOR’S RESPONSIBILITY TO DETERMINE THE
TRUE ELEVATIONS AND LOCATIONS OF ALL UNDERGROUND UTILITIES AND THE
EXTENT OF ANY HAZARD CREATED BY OVERHEAD UTILITY LINES. IDENTIFICATION,
LOCATION, MARKING, AND RESPONSIBILITY FOR UNDERGROUND FACILITIES OR
UTILITIES, IS GOVERNED BY THE PROVISIONS OF CHAPTER 19.122 REVISED CODE OF
WASHINGTON (RCW). PRIOR TO STARTING CONSTRUCTION, THE CONTRACTOR SHALL
CALL ONE-CALL (1-800-424-5555) FOR UTILITY LOCATIONS (WATER, SANITARY SEWER,
STORM SEWER, GAS, POWER, TELEPHONE, AND CABLE).
5. IF A PROPOSED ROUTE IS NOT INCLUDED ON THESE PLANS, A PROPOSED ROUTE AND
SCHEDULE FOR HAULING MATERIAL TO THE SITE SHALL BE SUBMITTED TO THE CITY
FOR APPROVAL PRIOR TO THE START OF CONSTRUCTION. IF THE CITY BELIEVES
THAT THE PROPOSED HAUL ROUTE WILL ADVERSELY IMPACT THE STREET NETWORK,
A SEPA AMENDMENT MAY BE REQUIRED TO EVALUATE THE IMPACTS AND DETERMINE
MITIGATION REQUIREMENTS BEFORE BEGINNING WORK. HAULING MAY BE LIMITED TO
APPROPRIATE OFF-PEAK HOURS OR ALTERNATIVE ROUTES, AS DETERMINED BY THE
CITY.
6. THE CONTRACTOR SHALL BE RESPONSIBLE FOR PUBLIC SAFETY ON AND AROUND
THE PROJECT. PRIOR TO THE START OF WORK, ALL METHODS AND EQUIPMENT USED
FOR TRAFFIC CONTROL AND STREET MAINTENANCE SHALL BE SUBMITTED TO THE
CITY FOR APPROVAL. CONTRACTORS AND THEIR SURETY SHALL BE LIABLE FOR
INJURIES AND DAMAGES TO PERSONS AND PROPERTY SUFFERED BECAUSE OF
CONTRACTORS OPERATIONS OR NEGLIGENCE CONNECTED WITH THEM.
7. ALL CONSTRUCTION SURVEYING FOR EXTENSIONS OF PUBLIC FACILITIES SHALL BE
DONE UNDER THE DIRECTION OF A WASHINGTON LICENSED LAND SURVEYOR OR A
WASHINGTON LICENSED PROFESSIONAL CIVIL ENGINEER.
8. CERTIFIED DRAWINGS ARE REQUIRED PRIOR TO PROJECT ACCEPTANCE. REFER TO
THE CITY’S “RECORD CONSTRUCTION DOCUMENT” HANDOUT.
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Appendix B (continued)
GRADING AND EROSION CONTROL NOTES
1. WITHIN THE CITY OF AUBURN, ALL REQUIRED SEDIMENTATION AND EROSION
CONTROL FACILITIES INDICATED ON THE PLANS MUST BE CONSTRUCTED AND IN
OPERATION PRIOR TO LAND CLEARING AND/OR OTHER CONSTRUCTION ACTIVITIES.
THESE FACILITIES SHALL BE MAINTAINED AND UPGRADED, IF NECESSARY, TO INSURE
THAT SEDIMENT-LADEN WATER AND STORM DRAINAGE RUNOFF DOES NOT IMPACT
THE ADJACENT PROPERTIES, NATURAL DRAINAGE WAYS, OR THE EXISTING CITY
STORM DRAINAGE SYSTEM.
2. THE SOURCES FOR ALL MATERIAL IMPORTED TO THE SITE SHALL BE APPROVED BY
THE CITY.
3. THE STORM DRAINAGE DETENTION (RETENTION IF INFILTRATION SYSTEM IS USED),
SEDIMENTATION AND EROSION CONTROL FACILITIES DEPICTED ON THE APPROVED
DRAWINGS ARE INTENDED TO BE MINIMUM REQUIREMENTS TO MEET ANTICIPATED
SITE CONDITIONS. ADDITIONAL DRAINAGE AND EROSION CONTROL FACILITIES MAY
BE REQUIRED AS SITUATIONS WARRANT DURING CONSTRUCTION. THE
IMPLEMENTATION, MAINTENANCE, REPLACEMENT AND ADDITIONS TO THESE
CONTROL SYSTEMS SHALL BE THE RESPONSIBILITY OF THE PERMITEE.
4. THE TEMPORARY EROSION CONTROL FACILITIES, INCLUDING ALL PERIMETER
CONTROLS AND THE DETENTION (RETENTION IF INFILTRATION SYSTEM IS USED),
CONTROL PONDS, SHALL REMAIN IN PLACE UNTIL FINAL SITE CONSTRUCTION IS
COMPLETED. AFTER CITY APPROVAL, THE CONTRACTOR WILL BE RESPONSIBLE FOR
REMOVING ALL TEMPORARY FACILITIES.
5. THE CONTRACTOR WILL BE REQUIRED TO WATER THE SITE, AS NECESSARY, TO
REDUCE DUST EMISSIONS AS A RESULT OF CONSTRUCTION ACTIVITY. THE
CONTRACTOR SHALL ALSO SWEEP ALL AFFECTED PUBLIC ROADS, AS NECESSARY, TO
REMOVE MATERIAL DEPOSITED AS A RESULT OF PROJECT CONSTRUCTION ACTIVITY.
6. ALL AREAS OF ACTIVE EARTHWORK WHICH HAVE THE POTENTIAL FOR EROSION AND
SEDIMENTATION IMPACTS ON ADJACENT PROPERTIES, NATURAL DRAINAGE WAYS, OR
THE EXISTING CITY STORM DRAINAGE SYSTEM MUST BE STABILIZED ACCORDING TO
THE FOLLOWING SCHEDULE:
FROM MAY 1ST TO SEPTEMBER 30TH, AREAS AT FINAL GRADE AND THOSE
THAT ARE SCHEDULED TO REMAIN UNWORKED FOR MORE THAN SEVEN (7)
DAYS SHALL BE STABILIZED.
FROM OCTOBER 1ST TO APRIL 30TH EARTHWORK ACTIVITIES SHALL BE
CONDUCTED IN STAGES IN ORDER TO MINIMIZE SOIL EXPOSURE. EXPOSED
SOILS WITH AN AREA GREATER THAN 5,000 SQUARE FEET THAT ARE
SCHEDULED TO REMAIN UNWORKED FOR MORE THAN 24 HOURS AND
EXPOSED AREAS OF LESS THAN 5,000 SQUARE FEET THAT WILL REMAIN
UNWORKED FOR MORE THAN TWO (2) DAYS SHALL BE STABILIZED
IMMEDIATELY.
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Appendix B (continued)
FIRE SPRINKLER SYSTEMS NOTES
SPRINKLER SYSTEMS SHALL MEET CITY OF AUBURN STANDARD 7.01.5.2 AND THE
FOLLOWING REQUIREMENTS:
1. PROPOSED FIRE LINE TO BE SIZED BY A FIRE PROTECTION ENGINEER.
2. BACKFLOW PROTECTION IS REQUIRED ON FIRE SPRINKLER LINES
3. A SEPARATE DETAILED PLAN OF THE UNDERGROUND FIRE SPRINKLER SUPPLY
LINE SHALL BE APPROVED BY THE FIRE MARSHALL AND INSTALLED BY A
WASHINGTON STATE CERTIFIED LEVEL “U” CONTRACTOR IN ACCORDANCE WITH
WAC 212-80-010.
4. A POST INDICATOR VALVE SHALL BE INSTALLED ON THE FIRE SPRINKLER SUPPLY
LINE TO ISOLATE THE SYSTEM FROM THE CITY’S WATER SYSTEM WHEN
REQUIRED FOR REPAIR.
5. BLOCKING, PIPING, AND RODDING DETAILS SHALL BE PROVIDED WITHIN THE
SUBMITTAL.
6. APPROVAL OF THE CIVIL PLANS DOES NOT APPROVE THE INSTALLATION OF THE
SPRINKLER SYSTEM SUPPLY PIPING.
CROSS CONNECTION CONTROL NOTES
CROSS CONNECTION CONTROL SHALL MEET THE FOLLOWING REQUIREMENTS:
1. ALL BACKFLOW PREVENTION ASSEMBLIES SHALL BE INSTALLED IN A MANNER
THAT WILL ALLOW PROPER OPERATION, AND IN-LINE TESTING AND
MAINTENANCE..
2. A BACKFLOW ASSEMBLY PLUMBING PERMIT IS REQUIRED FOR ALL ASSEMBLIES
INSTALLED WITHIN THE CITY OF AUBURN, AND/OR THE CITY’S WATER
DISTRIBUTION SYSTEM.
3. BACKFLOW ASSEMBLIES MUST BE ON THE CURRENT WASHINGTON STATE
DEPARTMENT OF HEALTH – BACKFLOW ASSEMBLIES APPROVED FOR
INSTALLATION LIST.
4. BACKFLOW ASSEMBLIES MUST BE TESTED BY A STATE CERTIFIED BACKFLOW
ASSEMBLY TESTER, AND INSPECTED AND APPROVED BY A CITY OF AUBURN
CROSS CONNECTION CONTROL SPECIALIST.
5. PRIOR TO INSTALLATION, SUBMIT TO THE DEVELOPMENT REVIEW ENGINEER
FOUR (4) SETS OF BACKFLOW PREVENTION ASSEMBLY PLANS, INCLUDING THE
CONNECTION POINT TO THE CITY MAIN FOR REVIEW AND APPROVAL.
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Appendix B (continued)
SIGNAL CONSTRUCTION NOTES
1. THE LOCATION OF ALL CONDUIT, JUNCTION BOXES, AND CABINETS SHOWN ON
THIS PLAN ARE FOR GRAPHIC PRESENTATION ONLY AND FINAL LOCATION SHALL
BE DETERMINED BY THE ENGINEER.
2. ALL TRAFFIC SIGNAL AND PEDESTRIAN HEADS AND PUSH BUTTONS SHALL BE
SECURELY AND COMPLETELY COVERED WHILE SIGNAL IS NOT IN OPERATION.
3. ALL CONDUCTORS FOR SIGNAL HEADS, LOOPS, PEDESTRIAN HEADS, PUSH
BUTTONS AND STREETLIGHTS SHALL BE LABELED IN EACH JUNCTION BOX.
Chapter 4 – Report Preparation Requirements
4.00 Preface
This chapter describes how technical engineering reports should be laid out to meet City
requirements and provide a format that is easy to follow and understand. Reports need to
meet these basic standards in order to move through the review process in an efficient
manner.
4.01 General Requirements
The following general requirements shall be met for all technical engineering reports being
submitted for review and approval:
A. All reports and calculations shall be prepared, stamped, signed, and dated by a
Washington State licensed professional civil engineer.
B. All reports and calculations shall be neat, uncluttered, legible, and in conformance
with the requirements herein.
C. All engineering reports shall be bound with the civil engineer’s stamp clearly visible.
D. Reports shall reference City Standards as necessary.
4.02 Report Types
The following are basic types of reports submitted as supporting project information.
Depending on the complexity or simplicity of the project and its location, the amount of
detail, and the number and types of reports required will be subject to change. The
examples given are the typical reports required for a standard project, there may be other
reports required that are specific to a particular project.
A. Geo-Technical Reports See Section 4.03.1
B. Stormwater Site Plans See SWMM Volume 1 Ch. 4
C. Critical Area Report See Section 4.03.3
D. Traffic Impact Analysis See Section 4.02.4
4.03 Report Requirements
4.03.1 Geo-Technical Reports
The geo-technical report format shall include the following applicable items:
A. Title page including project name and address.
B. General information, which includes existing site conditions.
C. Site history including any prior grading.
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D. Subsurface soil information and conditions including groundwater elevations.
E. Soil log information and locations of explorations.
F. Soil characteristics including suitability for fill and compaction requirements.
G. Slope stability analysis.
H. Seismic hazards.
I. Site plan showing the topography and proposed structures and paving.
J. Grading information including depth of cuts and recommended slopes.
K. Recommendations on temporary erosion and sediment control.
L. Conclusions and recommendations for foundations.
M. Appendix with test pit and boring logs.
N. Information on infiltration rates for use in designing retention ponds and infiltration
trenches.
O. California Bearing Ratio (CBR) information for pavement design.
4.03.2 Stormwater Site Plans
Stormwater Site Plans shall contain the information as noted in the City of Auburn
Surface Water Management Manual (SWMM) Volume I Chapter 4. The City of Auburn
SWMM has replaced the standards formerly listed here.
4.03.3 Critical Area Report
A. Title Page including project name, contact information, description of the
proposal, and identification of all local, state, and other wetland related permits
required for the permit.
B. State accuracy of the report.
C. Documentation of field work.
D. Description of methodologies used in study.
E. Identify and characterize of all critical areas, wetlands, water bodies, buffers, etc.
on or adjacent (within 300 feet of the project boundaries) to the proposed project
area.
F. Provide wetland rating, required buffers based on a professional survey.
G. A description of proposed actions including estimate acreages of impacts to
wetland and buffers.
H. An assessment of probable cumulative impacts to the wetlands and buffers.
I. Mitigation measures proposed.
J. Scaled site plan.
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4.03.4 Traffic Impact Analysis
A. Title Page including project name and address.
B. Executive Summary.
C. Table of Contents.
D. Introduction consisting of a description of the project, location, site plans with
access to city streets, circulation network, land use and zoning, phasing plan,
project developer and contact person, reference other studies.
E. Traffic Analysis to include assumptions, existing and projected traffic volumes,
project trip generations, trip distribution, level of service (LOS), and warrant
analysis.
F. Appendix with all calculations.
4.03.5 Winterization Report
See Section 5.01.4 to the Engineering Design Standards and Construction Stormwater
Pollution Prevention Plan of the Surface Water Management Manual, Volume 2, Chapter
2.
4.03.6 Other Reports
Other reports may be required on a site-specific basis. The specific information required
in these reports shall be determined during the SEPA process or by the department
requiring the report. These reports shall include the following basic items:
A. Title page including project name and address.
B. General information, which includes existing site conditions.
C. Site plan showing the topography and proposed structures and paving.
D. Conclusions and recommendations.
E. Appendix with collected field information.
Chapter 5 – TESC, Clearing and Grading
5.00 Preface
The design of temporary erosion and sediment control (TESC) clearing and grading plans
shall conform to the requirements herein.
Compliance with these standards does not alleviate the design engineer from using sound
professional engineering practices. The design criteria contained herein are the minimum
acceptable under standard conditions. Special conditions may require more stringent
requirements that will be addressed during the plan review process.
The purpose of these requirements is to provide the design criteria necessary to preserve
the City of Auburn’s water courses; minimize surface and ground water quality degradation;
control sedimentation in creeks, streams, rivers, ponds, lakes, and other water bodies;
protect adjacent and downstream property owners from increased runoff rates which could
cause erosion and flooding; and ensure the safety and stability of City of Auburn’s roads and
rights-of-way.
5.01 TESC Design Criteria
5.01.1 Temporary Erosion and Sediment Control (TESC)
TESC design requirements shall meet design criteria requirements as identified in
Volume II of the City of Auburn Surface Water Management Manual (SWMM), and follow
City of Auburn grading requirements.
All TESC measures regardless of design and implementation must meet the latest
Nephelometric Turbidity Units (NTU) test requirements. The City will conduct tests and if
the applicable limits are not met, the project will be halted until such time as it is brought
into compliance.
5.01.2 Temporary Detention Systems
The detention shall be defined as the active storage available a minimum of one foot (1’)
above the seasonal high ground water.
5.01.3 Winterization Plan
Any project with exposed soil meeting the requirements of the SWMM Volume 2, Chapter
2 shall prepare a winterization plan. The plan shall follow the Construction Stormwater
Pollution Prevention Plan (SWPPP) of the Surface Water Management Manual, and
contain the following information:
A. Purpose is to be clearly stated.
B. Property location.
C. Property description.
D. Contacts – including name, title, organization, and phone number of person or
persons responsible for maintaining the project site.
E. Temporary Erosion and Sediment Control (TESC) plan for the wet season.
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F. Inspection and monitoring schedule including the contact information for the third
party monitor to be used to complete all required inspections and reports.
G. Maintenance and repair responsibility clearly identified.
H. Identification of stockpile(s) of TESC materials and their location(s).
I. An Exhibit A – legal description.
J. An Exhibit B – vicinity map.
K. Inspection Report Form.
L. BMP’s (Best Management Practices) to be employed (site specific).
5.02 Land Clearing
5.02.1 Purpose
The following section establishes the requirements for land clearing. These
requirements do not supersede nor are they intended to be inconsistent with any
landscaping requirement established by the Zoning Ordinance or other City action. A
land clearing permit shall be required except for the following situations:
A. Situations where the land clearing is included in the grading or building permit.
B. The removal of dead or diseased trees, shrubs, or ground cover.
C. Clearing associated with continuous agricultural uses, excluding timber cutting not
otherwise exempted.
D. Clearing not to exceed 6,999 square feet within individual lots, for the purpose of the
construction of a single-family home or duplex, provided a building permit has been
issued by the city prior to commencing the clearing activities and construction of the
structure starts within ninety days of commencing the clearing activities. A permit will
be required if said clearing is proposed in any critical area or within its buffer.
E. The removal of up to six trees per lot within any 12-month period, or for lots greater
than one acre, up to six trees per acre within any 12-month period, with fractional
acres of one-half acre or more considered to be a whole acre.
F. The removal of trees and ground cover in emergency situations involving immediate
danger to life or property.
G. Routine landscape maintenance and minor repair.
H. Removal of trees and vegetation consistent with an approved surface mining permit.
I. Removal of a tree from property zoned residential that endangers a permanent
structure by being closer to the structure than the distance from the base of the tree
to its top, regardless of whether the tree is located on the same property as the
structure.
Land Clearing permits will typically be required in situations where a significant amount of
trees and vegetation are proposed for removal in a manner that will not trigger the
grading permit requirements. (See Section 2.01.1)
5.02.2 Plan/Permit Requirements
The following information shall be provided prior to the approval of a land clearing permit:
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A. A statement as to the purpose for clearing and the subsequent use of the property.
B. The method of work including details justifying how the work will be performed
without triggering the requirements for a grading permit.
C. A cover sheet and site plan (See Chapter 3) showing the vegetation to be removed
and the location and type of all existing significant trees.
D. If the clearing is to include the removal of ground cover, a TESC plan may be
required.
E. A plan showing existing trees six inches (6”) in diameter and larger for evergreens
and four inches (4”) in diameter or larger for deciduous. The plan shall indicate if a
tree is to either be retained or removed.
F. The area to be cleared or disturbed in square feet.
5.02.3 General Requirements
A. Clearing shall not unreasonably create or contribute to erosion, landslides, flooding,
siltation, or other pollution as determined by the City.
B. Clearing shall contain reasonable provisions for the preservation of natural features,
vegetation, sensitive areas, and drainage courses.
C. Clearing shall be conducted so as to expose the smallest area of soil for the least
amount of time.
D. A licensed and bonded contractor shall perform the clearing of any tree that is within
striking distance of a structure, overhead power/utility lines, public right-of-way, roads
or that has the potential to cause damage to other trees.
E. A right-of-way use permit shall be required when the public right-of-way is used to
clear, stockpile, or load products and/or debris resulting from clearing.
5.03 Grading
5.03.1 Purpose
The following section establishes the requirements for grading. These requirements do
not supersede nor are they intended to be inconsistent with any landscaping requirement
established by the Zoning Ordinance or other City action. A grading permit shall be
required except for the following situations:
A. Removal of dead or diseased trees, shrubs, or ground cover.
B. Clearing and grading associated with continuous agricultural uses, excluding timber
cutting not otherwise exempted.
C. Clearing and grading not to exceed 6,999 square feet of area within individual lots,
for the purpose of the construction of a single-family home or duplex, provided a building
permit has been issued by the city prior to commencing the clearing and grading activities
and construction of the structure starts within 90 days of commencing clearing and
grading activities. A permit will be required if said grading is proposed in any critical area
or within its buffer.
D. The removal of up to six trees per lot within any 12-month period, or for lots greater
than one acre, up to six trees per acre within any 12-month period, with fractional acres of
one-half acre or more considered to be a whole acre.
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E. Clearing and grading for the construction and maintenance of public facilities as
approved by the city engineer to include water, sanitary sewer, streets, highways, storm
drainage and related facilities.
F. Removal of trees, shrubs, and ground cover in emergency situations involving
immediate danger to life or property.
G. Routine landscape maintenance and minor repair.
H. Removal of trees and vegetation consistent with an approved surface mining permit.
I. Removal of a tree from property zoned residential that endangers a permanent
structure by being closer to the structure than the distance from the base of the tree to its
top, regardless of whether the tree is located on the same property as the structure.
J. Upon approval of the city engineer or his/her designee, excavations of less than five
feet in vertical depth and/or fills less than eight inches of vertical depth on any portion of a
site and involving the deposit or displacement of not more than a total of 500 cubic yards
of material during any 24-month period.
K. Upon approval of the city engineer or his/her designee, the temporary stockpiling of
less than 500 cubic yards, combined, of topsoils, crushed rock, sawdust, mulch, bark,
chips, or similar materials on a lot, tract, or parcel of land for a period not ot exceed 12
months; provided, that the stockpile has adequate coverage to prevent erosion.
L. Upon approval of the city engineer or his/her designee, the broadcasting of less than
500 cubic yards of topsoil, peat, sawdust, mulch, bark, chips, or solid nutrients used for
landscaping or soil conditioning on a lot, tract or parcel of land during any 24-month
period, provided the finished depth does not increase the grade from the existing grade
by more than eight inches.
M. Upon approval of the city engineer or his/her designee, the temporary stockpiling of
organic or inorganic materials used in an approved construction project, provided the use,
location, duration, and extent of the stockpile was disclosed through the environmental or
development review process, In no case shall a temporary stockpile remain beyond a 24-
month period.
N. The creation of impervious surfaces which have a surface area less than 2,000
square feet.
O. Emergency temporary sandbagging, diking ditching, filling or similar work during or
after periods of extreme weather conditions when done to protect life or property,
provided such measures do not adversely impact adjacent properties or public facilities.
5.03.2 Excavations
A. Cut slopes shall generally be constructed no steeper than two horizontal to one
vertical (2:1). The City may approve steeper slopes after a geotechnical analysis is
performed justifying a steeper slope.
Upon City approval, a steeper slope may also be used in the following cases:
a. A slope of one-and-a-half horizontal to one vertical (1.5:1) may be used if no
structure is to be supported, the slope is less than eight feet (8’) in height, and
the slope can be adequately protected against erosion.
b. A slope of one horizontal to one vertical (1:1) may be used for cuts into stable
bedrock.
B. Cut slopes shall be stabilized by terracing, cat tracking, jute mat, grass sod, hydro-
seeding, or by other planting or surfacing materials acceptable to the City.
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C. The City may also require geotechnical analysis for the following:
a. Slopes with sub-surface or surface water flows.
b. In areas of questionable soils conditions.
c. Where the length of the slope requires terracing.
d. In other situations where slope stability could be in question.
5.03.3 Fills
A. Fill slopes shall generally be constructed no steeper than two horizontal to one
vertical (2:1). The City may approve steeper slopes after a geotechnical analysis is
performed justifying a steeper slope. Temporary fills for preloading of building pads
may use a slope one and one half horizontal to one vertical (1.5:1).
B. Fill slopes shall be stabilized by terracing, cat tracking, jute mat, grass sod,
hydroseeding, or by other planting or surfacing materials acceptable to the City.
C. The City may also require geotechnical analysis for the following:
a. Slopes with surface water flows.
b. In areas of questionable soils conditions.
c. Where the length of the slope requires terracing.
d. In other situations where slope stability could be in question.
D. A minimum horizontal setback of five feet (5') shall be provided between the bottom
of any fill placement and the top of the bank of any defined drainage channel.
E. When filling a site, particular care should be taken to prevent impeding the existing
upstream surface drainage flow.
5.03.3.1 Preparation for Fill
Prior to any fill being placed, all vegetation, topsoil and other unsuitable material shall
be removed unless dictated otherwise by the geotechnical engineer. Where fill is
being placed on existing slopes of greater than five horizontal to one vertical (5:1), a
geotechnical analysis shall be performed.
5.03.3.2 Compaction
Fill material shall be placed in lifts of no more than twelve inches (12”) and compacted
to ninety percent (90%) or greater of the maximum dry density as determined by
ASTM D1557 Modified Proctor or as directed by the geotechnical engineer.
5.03.4 Slope Easement
Slope easements adjacent to the right-of-way for maintenance of cut or fill slopes and
drainage facilities may be required. Easement shall be from the catch point plus a
minimum of five feet (5’), as determined by the City.
5.04 Retaining Walls
Retaining walls can vary with design and must be approved by the City. Retaining walls in
locations where the possibility exists for pedestrians to walk near the top edge of the wall
may require protective fencing. Retaining walls with a vertical difference of three feet (3’) or
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greater along pedestrian corridors and areas where maintenance personnel will be required
to access will require a handrail for safety of pedestrian traffic.
5.04.1 Rockeries See Standard Detail GENERAL-04
Rockeries may be used for containment of cut slopes or fill embankment up to a
maximum height of eight feet (8’) as shown in the referenced Standard Detail GENERAL-
04. Rockeries over four feet (4’) in height or in areas of questionable soil stability will
require an engineered design. The engineered design may include a soils investigation
and report by a geotechnical engineer and structural calculations to support the rockery
design.
5.04.1.1 Size
Size Categories include:
Two-man rocks (200 - 600 pounds) 18” - 28” average diameter.
Three-man rocks (600 - 2000 pounds) 28” - 36” average diameter.
Four man rocks (2001 - 4000 pounds) 36” - 48” average diameter.
5.04.1.2 Material
The rock material shall be as rectangular as possible. No stone shall be used that
does not extend through the wall. The quarried rock shall be hard, sound, durable,
and free from weathered portions, seams, cracks, and other defects. The rock
density shall be a minimum of 160 pounds per cubic foot, measured accordingly to
WSDOT test method 107 (Bulk Specific Gravity - S.S.D. basis).
5.04.1.3 Underdrains
Underdrains are required for all retaining walls over four feet (4’) in height (i.e.,
concrete walls, MSE walls, soil nail walls, block retaining walls, etc.).
A minimum six-inch (6”) diameter perforated or slotted drainpipe shall be placed in a
shallow excavated trench located along the inside edge of the keyway. The pipe shall
be bedded on and surrounded by “Gravel Backfill for Drains” (WSDOT/APWA 9-
03.12(4)) to a minimum height of eighteen inches (18”) above the bottom of the pipe.
A filter fabric shall surround the gravel backfill and shall have a minimum of one foot
(1’) overlap along the top surface of the gravel. The perforated pipe shall be
connected to a storm drain system or to an acceptable outfall.
5.04.2 Block Retaining Walls
Block retaining walls, (e.g., Keystone, Allan Block, Ecology Block) may be used for
containment of cut slopes or fill embankment. Block retaining walls over four feet (4’) in
height or in areas of questionable soil stability will require an engineered design. The
engineered design may include a soils investigation and report by a geotechnical
engineer and structural calculations to support the block wall design.
5.04.2.1 Material
Blocks used for retaining walls shall be in good condition and structurally sound;
cracked and/or broken blocks should be returned to the manufacturer. Unless
designed as a gravity wall (ecology blocks), block walls over four feet (4’) in height
shall employ geo-grid type material to increase the structural stability of the wall.
5.04.2.2 Underdrains
(See Section 5.04.1.3)
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5.04.3 Reinforced Concrete Walls
Reinforced concrete walls or cast-in-place concrete walls may be used for containment of
cut slopes or fill embankment. Concrete retaining walls over four feet (4’) in height or in
areas of questionable soil stability will require an engineered design. The engineered
design may include a soils investigation and report by a geotechnical engineer and
structural calculations to support the concrete wall design.
5.04.3.1 Material
A minimum 3,000-psi structural reinforced concrete shall be used in the design of
concrete retaining walls.
5.04.3.2 Underdrains
(See Section 5.01.4.3)
5.04.4 Mechanically Stabilized Earth Walls (MSE Walls)
MSE walls may be used in conjunction with other retaining walls or as a stand-alone
application when constructing fill slopes. MSE walls will require an engineered design.
The engineered design shall include a soils investigation and report by a geotechnical
engineer and structural calculations to support the MSE wall design.
5.04.4.1 Material
MSE walls shall employ well-draining structural soil compacted to the geotechnical
engineer’s specifications.
5.04.4.2 Underdrains
(See Section 5.01.4.3)
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5.05 Construction Sequence
5.05.1 Requirements
A construction sequence is intended to ensure that the timing and installation of storm
drainage and erosion control measures are in place prior to activities that may cause
erosion to occur. The following elements should be included in a construction sequence:
A. Attendance at a pre-construction meeting with City of Auburn officials.
B. Establishment of clearing and grading limits.
C. Construction of temporary construction entrance.
D. Construction of perimeter ditches, filter fabric fences, and other erosion control
devices as shown.
E. Construction of storm drainage control (applicant to be specific) facilities including
emergency overflow as applicable.
F. Construction of ditches and swales as necessary to direct all surface water to the
storm drainage control (be specific) facilities as clearing and grading progress.
Prevention of uncontrolled surface water being allowed to leave the site at any
time during the grading operations.
G. Establishment of at what point grading activities can begin, which is usually only
after all perimeter drainage and erosion control measures are in place.
H. For sites with a final development plan, the following shall also be addressed
when applicable:
1. Installation of on-site permanent storm drainage, sanitary sewer, and water
facilities.
2. Site paving.
3. Indicate at what point building construction may begin.
4. A description of how to transition from the temporary to permanent storm
facilities.
5. The possibilities of any phased construction.
6. Any off-site public or private improvements including the general timing and
duration.
7. The removal of all TESC measures at project completion upon City approval.
I. The TESC plan sheet shall also include a construction sequence element which
clearly identifies the timing and methodology required to:
1. Contain areas of active earthwork to prevent uncontrolled discharge of storm
drainage
2. Minimize erosion and the extent and time soils are exposed on-site.
3. Address seasonal variations in weather conditions (the period of greatest
concern is October 1 through April 30). A separate winterization may be
required.
4. Prevent tracking of sediment onto City streets.
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5. Protect permanent on-site and off-site storm drainage systems.
Chapter 6 - Storm Drainage
6.00 Preface
The purpose of these requirements is to provide the design criteria necessary to preserve the
City of Auburn’s water courses; to minimize surface and ground water quality degradation; to
control the sedimentation in creeks, streams, rivers, ponds, lakes, and other water bodies; to
protect adjacent and downstream property owners from increased runoff rates which could
cause erosion and flooding; to ensure the safety of City of Auburn’s roads and rights-of-way;
and to decrease drainage-related damage to both public and private property. The standards
also are required to control runoff from development, redevelopment and construction sites to
comply with the Western Washington Phase II Municipal Stormwater Permit issued by the
State of Washington Department of Ecology.
Compliance with these standards does not alleviate the design engineer from using sound
professional engineering practices. The design criteria contained herein are the minimum
acceptable under standard conditions. Special conditions may require more stringent
requirements that will be addressed during the plan review process.
The City’s Comprehensive Drainage Plan establishes drainage basins and design parameters
used to estimate future line hydraulic capacities. Anyone proposing to extend or modify the
City’s storm drainage system should contact the Public Works Department for information on
line sizes and locations. Developer constructed public storm drainage improvements shall be
installed by means of a Facility Extension Agreement (FAC) between the developer and the
City. The Public Works Department can provide information on this agreement as well as
applicable permit and connection fee estimates.
6.01 Requirements
All requests for developing a storm drainage system must comply with the City of Auburn
Surface Water Management Manual (SWMM). The City of Auburn SWMM has replaced the
standards formerly listed here.
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Chapter 7 – Water Facilities
7.00 Preface
The design of Public Water Facilities shall conform to the State of Washington Department
of Health (DOH) Design Standards for Group A Public Water Systems, Standard
Specifications of the American Water Works Association (AWWA), and the most recent
published and adopted edition of the Uniform Plumbing Code (UPC), unless modified herein.
Compliance with these standards does not alleviate the design engineer from using sound
professional engineering practices. The design criteria contained herein are the minimum
acceptable under standard conditions. Special conditions may require more stringent
requirements that will be addressed during the plan review process.
The design criteria used to estimate future line capacities are established in the City’s
Comprehensive Water Plan. Anyone proposing to extend or modify the City’s water system
should contact the Public Works Department for information. Developers needing to
construct water improvements shall enter into a Facility Extension Agreement (FAC) with the
City. The Public Works Department can provide information on this agreement as well as
applicable permit and connection fee estimates.
7.01 Design Criteria
7.01.1 Water Mains
The design of water mains shall meet the following requirements:
7.01.1.1 Water Main Sizing
Public water mains shall be sized using the following criteria:
A. Water mains in single-family residential areas shall be a minimum of eight
inches (8”) in diameter.
B. Water mains in multi-family residential and non-residential areas shall be a
minimum of twelve inches (12”) in diameter. Onsite water main loops, with no
possibility of future extension, serving two or less fire hydrants may be
reduced to a minimum diameter of eight inches (8”).
C. New mains shall be sized as indicated in the City's Comprehensive Water
Plan.
D. Under fire flow and other emergency demand conditions, the flow velocity shall
not exceed eight feet per second (8 fps) in distribution mains or five feet per
second (5 fps) in transmission mains.
E. Exceptions to the minimum diameter allowed might be made in small cul-de-
sacs and in areas where looping of a main is not feasible. In these cases the
main stubs could be a minimum of four inches (4”) in diameter if no fire
hydrants are connected.
If a conflict arises between two or more of these criteria, the water main should be
designed using the largest pipe diameter required.
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7.01.1.2 Water Main Location
A. Water mains shall be installed with no less than forty-two inches (42”) and no
more than seventy-two inches (72”) finished cover.
B. Water mains shall be located in the public right-of-way or within a public water
utility easement. Water mains located in the public right-of-way shall meet the
requirements of Section 9.01.2.
C. Water mains shall be located a minimum horizontal distance of ten feet (10’)
from buildings and sanitary sewer mains and a minimum horizontal distance of
five feet (5’) from all other utilities.
D. When crossing, water mains shall be located a minimum vertical distance of
eighteen inches (18”) above sanitary sewer mains and a minimum vertical
distance of twelve inches (12”) from all other utilities.
E. Water mains shall be extended through the full width of the property to be
served. Whenever possible, provisions shall be made for looping all existing
and new dead-end mains associated with the project. If at the time of project
approval this is not feasible, an easement shall be provided to the adjacent
property line or right-of-way for future looping of the dead-end main.
7.01.1.3 Water Main Fittings
A. Blowoffs (See Standard Detail WATER-03 or WATER-04) are required on
dead-end water mains with a diameter of six inches (6”) or less; hydrants are
required for dead-end mains over six inches (6”) in diameter. Blowoffs shall
also be installed at the low point of a depressed “sag” section of a water main,
except where a fire hydrant is installed within fifty feet (50’) of said area.
Blowoffs shall be placed in a level clear area within the right-of-way or
easement and be easily accessible to the City.
B. Combination air release valves (See Standard Detail WATER-02) are required
at high points in water mains when an abrupt vertical change in pipe elevation
exceeds one pipe diameter, except where fire hydrants are installed within fifty
feet (50’). Combination air release valves shall be placed within a level clear
area within the right-of-way or easement and be easily accessible to the City.
C. All bends shall have mechanical or flanged joints and concrete thrust blocking
(See Standard Detail WATER-01). The City may require restrained joints in
lieu of thrust blocking in special conditions.
D. Tees shall have mechanical or flanged joints and concrete thrust blocking
(See Standard Detail WATER-01). When connecting to an existing public
water main, a tapping tee and valve shall be used unless otherwise approved
or required by the City.
E. The maximum allowable deflection per joint for ductile iron water mains shall
be four degrees (4°).
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7.01.2 Water Services See Standard Details WATER-06, -13 Through -17
The City owns and shall maintain the service line to the meter, the meter and setter, the
meter tailpiece, and the meter box. The property owner owns and shall maintain the
tailpiece connection fitting, service line, and other facilities such as pressure reducing
valves, pumps, or backflow prevention assemblies behind the meter. For fire sprinkler
connections, City ownership and maintenance responsibilities cease at the edge of the
public right-of-way or public water utility easement.
7.01.2.1 Domestic Services
Domestic Services are defined as any service that connects directly to plumbing
within a structure and is used for drinking, cooking, washing, and other standard uses
of potable water. Domestic services shall meet the following requirements:
A. Installation of corporation stops, water services, and meters shall be per City
of Auburn Standard Details. The City may, at the City's option, install services
from public water mains to the meter in existing right-of-ways and easements.
The developer/contractor will install and/or replace all applicable services
when installing new water mains required for the project. The City will furnish
and install the meter for services of two inches (2”) and smaller.
B. Water services and meters of three inches (3”) and larger will be purchased
and installed by the developer/contractor under City observation. Where
vaults are required, the meter shall be equipped with a remote read device that
records water use in cubic feet. The remote read device shall be located near
the hatch opening in a weather-tight enclosure.
C. Water meters shall be located in a level unobstructed area as close to the City
main as possible with the distance not to exceed fifty feet (50’).
D. Residential sites should have water meters placed in landscape strips within
the right-of-way. If no unpaved areas exist in the right-of-way, water meters
may be placed outside the right-of-way in unpaved areas within a public water
utility easement.
E. Commercial and industrial sites should have meters located near driveway
entrances within the right-of-way or within public water utility easements in
landscape islands located near access driveways when placement in right-of-
way is not practical.
F. Domestic water meter sizing calculations shall be per the most recent adopted
Uniform Plumbing Code and will be provided by the Developer when
requested. The length of the service between the meter and the structure
should not exceed one hundred fifty feet (150’).
G. When installing multiple services to a public main, a minimum spacing of two
feet (2’) shall be used between corporation stops and a minimum spacing of
ten feet (10’) shall be used between tapping tees.
H. Domestic services shall protect the City’s water system from contamination by
installing backflow prevention assemblies required by and in accordance with
Washington State Law (WAC 246.290.490 or subsequent revisions), Auburn
City Code (ACC), and the City of Auburn ”Cross Connection Control Program
Manual.” Prior to installation, four (4) sets of backflow prevention assembly
plans, including the connection point to the City main, shall be submitted to
City for approval by the City’s Cross Connection Specialist.
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7.01.2.2 Other Services
Irrigation and other non-domestic services must meet all the above requirements as
well as the following:
A. Backflow prevention assemblies shall be installed on all non-domestic
services. Double Check Valve Assemblies (DCVA) shall be used for “low
hazard” services and Reduced Pressure Backflow Assemblies (RPBA) shall
be used for “high hazard” services. (For lists of low and high hazard services
contact the City of Auburn’s Cross Connection Specialist.) Assemblies
installed shall be on the current Washington State Department of Health
(DOH) Approved List. Backflow prevention shall be installed within one
hundred feet (100’) of the City water main and inspected by the City. These
assemblies shall be installed as required by and in accordance with
Washington State Law (WAC 246.290.490 or subsequent revisions), Auburn
City Code (ACC), and the City of Auburn ”Cross Connection Control Program
Manual.” Prior to installation, four (4) sets of backflow prevention assembly
plans, including the connection point to the City main, shall be submitted to the
City for approval by the Cross Connection Specialist.
B. An Irrigation meter shall be installed in cases where water is used for
landscape purposes and will not enter the sanitary sewer system.
C. A sewer deduct meter, if applicable, shall be installed between the domestic
water meter and the point of connection for an approved industrial use.
D. For fire sprinkler service line requirements, see Section 7.01.5.2.
7.01.3 Water Valves
Water valves shall meet the following requirements:
7.01.3.1 Water Valve Sizing
A. Water valves for twelve-inch (12”) diameter and smaller water mains shall be
of the resilient wedge gate variety. When water mains exceed twelve inches
(12”) in diameter, butterfly valves shall be used.
7.01.3.2 Water Valve Location See Standard Details WATER-18 Through -18b
A. Water valves shall be installed along the water mains at a maximum spacing
of four hundred feet (400') and at the intersection of lateral lines.
B. Water valves shall be located in clusters when possible and shall be located
so that each leg of the main line system can be isolated separately.
C. When extending public water mains, a water valve may be required near the
end of lines where future extensions are projected.
D. Water valves should not be placed within the wheel path of vehicle traffic.
E. An all-weather maintenance road shall be provided within the public water
utility easement to allow access to valves and other appurtenances located
outside of the paved roadway.
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7.01.4 Pressure Reducing Stations See Standard Details WATER-10 Through -12b
Pressure Reducing Station installation may be required to maintain adequate pressure in
the water system between pressure zones. Contact the City Water Utility Engineer for
specific requirements when applicable.
7.01.5 Fire Systems
7.01.5.1 Fire Hydrant Assemblies See Standard Detail WATER-07 & -08
Fire Hydrant Assemblies shall meet the following requirements:
A. Fire hydrant assemblies shall conform to the standard details listed above.
B. Fire hydrant assembly service lines shall be installed at right angles to eight-
inch (8") minimum diameter supply mains.
C. Fire hydrant assemblies shall stand plumb, be set such that the lowest outlet is
a minimum of twenty-one inches (21") above finish grade, and have a clear,
level area around the hydrant with a radius of no less than sixty inches (60”).
D. Fire hydrant assemblies shall be located no closer than fifty feet (50’) to the
surrounding structures.
E. Fire hydrant assemblies shall be provided with two 2-1/2” National Standard
Thread (NST) hose ports and one 4-1/2” NST by 5” hose port with a Storz
adapter and cap.
F. The pumper port shall face the street or fire access road and be readily
accessible to any fire vehicle for fire fighting and pumping operations.
G. The service line from the supply main to the fire hydrant assembly shall be six
inches (6") in diameter unless the line extends over fifty feet (50’) in length, in
which case pipe eight inches (8”) in diameter shall be used.
H. Fire hydrant assemblies shall be installed with a maximum spacing of six
hundred feet (600') along streets in single-family zones and three hundred feet
(300') in all other zones.
I. Buildings, other than single-family residences, located with portions of the
building more than one hundred fifty feet (150’) in vehicular travel from a fire
hydrant assembly or with building fire flow over 2500 gpm shall require on-site
fire hydrant assemblies. These hydrants shall be served by a public water
main that loops around the building, or complex of buildings, and reconnects
back to a distribution supply main.
7.01.5.2 Fire Sprinkler Systems
Fire Sprinkler Systems shall meet the following requirements:
A. Fire sprinkler systems shall be required in commercial/industrial and
multifamily buildings according to the current fire code regulations. Sprinkler
systems may also be required in single-family residences when the length of
the private access road exceeds one hundred fifty feet (150’).
B. Fire sprinkler supply lines for commercial buildings, unless designed by a Fire
Protection Engineer, shall be the same diameter as the supplying water main.
C. Fire sprinkler supply lines shall be separated from the public water main by a
valve located at the point of connection.
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REF. H:\DEVELOPMENT\Manuals\Design Standards\Chapter 7 (8-04)
D. The design of fire sprinkler supply lines for single-family/duplex shall be in
accordance with City of Auburn Standard Detail No. WATER-09.
E. A backflow prevention assembly shall be installed on all fire sprinkler lines as
required by and in accordance with Washington State Law (WAC 246.290.490
or subsequent revisions), Auburn City Code (ACC), and the City of Auburn
”Cross Connection Control Program Manual.” When the distance from the
point of connection at the main to the fire sprinkler riser assembly is less than
one hundred feet (100’), the backflow prevention assembly may be part of the
sprinkler riser assembly and placed within the building’s riser room. Prior to
installation, four (4) sets of backflow prevention assembly plans, including the
connection point to the City main, shall be submitted to City for approval by the
City’s Cross Connection Specialist.
F. A Washington State Certified Level “U” contractor shall install underground fire
sprinkler supply lines in accordance with WAC 212-80-010. Prior to
installation, four (4) sets of underground fire sprinkler supply line plans shall be
submitted to the City for approval by the Fire Marshal. Both a State Certified
Level “U” contractor and a Fire Protection Engineer shall stamp these plans. A
letter from a state certified sprinkler system designer stating “FOR DESIGN
PURPOSES ONLY” may be attached in lieu of a stamp from the Fire
Protection Engineer.
G. A post indicator valve (PIV) shall be installed on the fire sprinkler supply line
between the public water main and the building. PIV’s shall be located in such
a manner as to be easily visible to Fire Department personnel. A wall-
mounted PIV may be installed when the exterior wall of the building is of non-
combustible construction. A detail containing this information shall be included
with the submitted plans.
H. Fire Department Connections (FDC’s) shall be placed within fifty feet (50’) of a
fire hydrant assembly or as directed by the Fire Marshal.
I. Fire sprinkler supply lines will require the installation of detector check meters.
7.01.5.3 Fire Flows
New developments or redevelopment of existing sites are required to meet the
minimum City fire flow requirements listed below. The developer shall provide
information to the City to define the building specific fire flow requirements. If the
building specific fire flow requirements are greater than the minimums listed below,
facilities shall be designed to meet the greater requirement.
The minimum fire flow requirements are as follows:
1) Single Family Residential 1,500 GPM @ 2 Hours
2) Industrial/Commercial/Multi-Family 2,500 GPM @ 3 Hours
Developers are responsible for installing all facilities necessary to serve their property,
complying with development standards, and providing the required fire flow
established by the Fire Marshal. If off-site water system improvements are necessary
to meet these requirements, the Developer shall be responsible for said
improvements. The change of use of existing structures or areas may also require
the installation of new facilities.
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8/9/2004 Design Standards Page 7-07
REF. H:\DEVELOPMENT\Manuals\Design Standards\Chapter 7 (8-04)
7.01.5.4 Fire Department and Hydrant Access
Fire Department and hydrant access shall meet the following requirements:
A. Access roads shall be a minimum of twenty feet (20’) wide with a minimum
vertical clearance of thirteen and a half feet (13½’).
B. Turns in the access road shall be designed using a minimum inside radius of
twenty-eight feet (28’) and a minimum outside radius of forty-eight feet (48’).
C. Private access roads that exceed one hundred fifty feet (150’) in length and do
not return to a public road shall be provided with a turnaround with a diameter
of sixty-five feet (65’).
D. On sites where the primary access may become blocked, a secondary access
road that is for emergency vehicles only may be required.
7.02 Public Water Utility Easements
Public Water Utility Easements are required for the placement, operation, and maintenance
of water mains upon private property.
Public Water Utility Easements shall meet the following requirements:
A. Public Water Utility Easements shall extend a minimum of seven and one-half
feet (7½’) to each side of the centerline of the main, water meters, and all fire
hydrants.
B. Public Water Utility Easements shall be provided on the City’s standard
easement form. Legal description of the easement and the property that the
easement encumbers, along with a sketch showing both, shall be stamped
and signed by a licensed land surveyor and incorporated into the easement
form as exhibits. The legal descriptions and sketch shall be on plain bond
paper with margins acceptable to the County of recording.
C. Public Water Utility Easements shall be reviewed by the City and then
recorded in the appropriate County prior to acceptance of the public water
main.
7.03 Material Requirements For Water Systems
Unless otherwise approved by the City, all water mains shall be constructed using Special
Class 52 Cement Lined Ductile Iron Pipe. The list of acceptable valves, fittings, and other
appurtenances for water facility construction is subject to change as new and improved
components become available. Please refer to the City of Auburn’s Construction Standards
manual (latest edition) for the most current information on these requirements.
Chapter 8 – Sanitary Sewer Facilities
8.00 Preface
The design of sanitary sewer facilities shall be in conformance with the applicable sections
of the State of Washington Department of Ecology’s "Criteria for Sewage Works Design"
manual unless modified herein. These standards are set forth as a minimum requirement
for the planning and design of gravity sanitary sewer facilities. Sewage lift stations and
special facilities are not included within this design manual due to the complexity of these
facilities. When designing lift stations and special facilities, please contact the City for the
specific requirements.
Compliance with these standards does not alleviate the design engineer from using sound
professional engineering practices. The design criteria contained herein are the minimum
acceptable under standard conditions. Special conditions may require more stringent
requirements that will be addressed during the plan review process.
The City’s Comprehensive Sanitary Sewer Plan establishes drainage basins and design
parameters used to estimate future line capacities. Anyone proposing to extend or modify
the City’s sanitary sewer system should contact the Public Works Department for
information on proposed line sizes and locations. Sanitary sewer improvements shall be
constructed by means of a Facility Extension Agreement (FAC) between the developer and
the City. The Public Works Department can provide information on this agreement as well
as applicable permit and connection fee estimates.
8.01 Design Criteria
8.01.1 Sanitary Sewer Mains
The design of sanitary sewer mains shall meet the following requirements:
8.01.1.1 Sanitary Sewer Main Sizing
Public sanitary sewer mains shall be sized using the following criteria:
A. All sanitary sewer mains shall be a minimum of eight inches (8") in diameter.
B. All new lines shall be sized as indicated in the City's current Comprehensive
Sanitary Sewer Plan.
C. Sanitary sewer mains should be designed and constructed to provide a
minimum cleaning velocity of two feet per second (2 ft/s) when flowing at eighty
percent (80%) full. If at final build out the planned contributing area will not
achieve this capacity, additional provisions may be required.
D. The following are the minimum slopes recommended by the City for the
corresponding pipe sizes:
Pipe Size Minimum Slope
8” 0.50%
10” 0.30%
12” 0.25%
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8.01.1.2 Sanitary Sewer Main Location
A. The desired installation depth for sanitary sewer mains is between eight feet
(8’) and fifteen feet (15’) below the finished surface elevation.
B. Sanitary sewer mains shall be located in the public right-of-way or within a
public sanitary sewer utility easement. Sanitary sewer mains located in the
public right-of-way shall meet the requirements of Section 9.01.2.
C. Sanitary sewer mains shall extend through the property being served.
D. Sanitary sewer mains shall be located a minimum horizontal distance of ten
feet (10’) from structures and water mains and a minimum horizontal distance
of five feet (5’) from all other underground utilities. If soil conditions are poor
and/or the sanitary sewer main is deep, the horizontal distance from structures
may be increased.
E. At crossings, sanitary sewer mains shall be located a minimum vertical
distance of eighteen inches (18”) from water mains, preferably below the water
main, and a minimum vertical distance of twelve inches (12”) from all other
underground utilities.
8.01.2 Sanitary Sewer Manholes
Sanitary sewer manholes shall meet the following requirements:
8.01.2.1 Sanitary Sewer Manhole Type and Size
A. Sanitary sewer manholes shall be of the “Type I” variety topped with an
eccentric cone.
B. Sanitary sewer manholes over fifteen feet (15’) deep and/or greater than sixty
inches (60”) in diameter may require special provisions.
C. Sanitary sewer manhole diameters shall meet the following requirements
based on the manhole depth and the size, number, and configuration of pipes
entering:
Manhole Diameter Number & Diameter
of pipes. Depth of Manhole
48” Diameter
1 Pipe, 21”
2 Pipes, 12” – 18”
3 Pipes, 8” – 10”
4’ Minimum
12’ Maximum
54” Diameter
1 Pipe, 36”
2 Pipes, 21” – 30”
3 Pipes, 12” – 18”
4 Pipes, 8” – 10”
6’ Minimum
15’ Maximum
60” Diameter
1 Pipe, 42”
2 Pipes, 24” – 36”
3 Pipes, 15” – 21”
4 Pipes, 10” – 12”
5 Pipes, 8”
8’ Minimum
20’ Maximum
72” Diameter
1 Pipe, 48” – 54”
2 Pipes, 36” – 42”
3 Pipes, 18” – 24”
4 Pipes, 12” – 15”
5 Pipes, 8” – 10”
8’ Minimum
25’ Maximum
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D. Drop manholes are discouraged. When necessary, drop manholes shall
conform to Standard Detail SEWER-05 with the manhole diameter increased
to offset the space occupied by the drop pipe.
8.01.2.2 Sanitary Sewer Manhole Locations
Sanitary sewer manholes shall be located using the following criteria:
A. Sanitary sewer manholes shall be installed at a maximum spacing of four
hundred feet (400’).
B. Sanitary sewer manholes shall be installed at all junctions of two or more
sanitary sewer mains.
C. Sanitary sewer manholes are required whenever connecting to a sanitary
sewer main with an eight-inch (8”) or larger diameter pipe.
D. Sanitary sewer manholes shall be installed at all changes of direction, slope,
and/or pipe size.
E. All public sanitary sewer lines shall end with a manhole unless otherwise
approved by the City. Kor-n-Seal boots shall be supplied with one (1) length of
sanitary sewer pipe stubbed out of the manhole with a watertight cap to
facilitate future sewer main extension.
F. Sanitary sewer manholes are not to be located within the limits of parking lot
detention facilities or in areas of surface water ponding.
G. Sanitary sewer manholes should be located outside the wheel paths of
roadways.
H. Sanitary sewer manholes shall not be located within sidewalks, trails, or curb
and gutter lines.
I. An all-weather maintenance road shall be provided within the public sanitary
sewer utility easement to allow access to manholes located outside of the
paved roadway.
8.01.2.3 Sanitary Sewer Manhole Parameters
A. Sanitary sewer manholes shall provide a minimum of one-tenth of a foot
(0.10’) of drop between the inlet pipe and the outlet pipe. Pipes of various
diameters shall be aligned so that the crowns of the pipes match.
B. Pipes entering manholes are to be channeled to the outlet pipe, with the
sidewalls of the channel extended above the top of the pipe. The bench inside
the manhole shall be sloped at a two percent (2%) grade to the channel.
C. Manholes set in gravel shoulders or other non-paved, improved areas shall be
set at the center of a six-foot (6’) diameter concrete apron flush with the
finished grade.
D. Manholes set in non-paved and unimproved areas shall be set six inches (6”)
to twelve inches (12”) higher than the surrounding terrain and provided with a
six-foot (6’) diameter concrete apron around the manhole lid.
E. Sanitary sewer manholes shall be equipped with a solid locking lid with the
words “Confined Space Permit Required” cast into the lid.
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8.01.3 Side Sewers See Standard Detail SEWER -01
Side sewers are defined as that portion of the sewer system that extends from two feet
(2’) outside of the outer foundation wall of the structure to the sanitary sewer main. The
City owns and maintains the side sewer from the sanitary sewer main to the edge of the
right-of-way or public sanitary sewer utility easement. The property owner owns and
maintains the side sewer from that point to the building.
Side sewers shall meet the following requirements:
8.01.3.1 Side Sewer Parameters
A. A separate and independent side sewer from the public main shall be provided for
each and every building.
B. Side sewers within the public right-of-way shall be a minimum of six inches (6”) in
diameter.
C. Six-inch (6”) diameter side sewers shall be connected to sanitary sewer pipe by the
use of a tee.
D. Side sewers with a diameter of eight inches (8”) or greater shall be connected to
the sanitary sewer system by use of a sanitary sewer manhole.
E. When constructing sanitary sewer mains in new developments, side sewer
installation shall extend from the connection on the main line to the edge of any
utility easements or the public right-of-way whichever is further.
F. When installing new sanitary sewer mains or replacing existing mains in developed
areas, side sewers shall be installed for all existing occupied structures and any
buildable lots. Side sewers should be extended to the property lines and out of the
public right of way whenever possible.
G. The maximum length of side sewer from the sanitary sewer main to the building
should not exceed one hundred and fifty feet (150’).
H. Side sewers shall be designed to provide a minimum depth at the property line of
five feet (5’) below the floor to be served or six feet (6’) below the street, whichever
is deeper. In cases of vacant properties, the side sewer shall be constructed at a
two percent (2%) slope from the tee.
I. Cleanouts shall be installed within three feet (3’) of the building foundation and at
the property line marking the location of the side sewer and providing an access
point into said line for future maintenance.
8.01.4 Sanitary Sewer Cleanouts See Standard Detail SEWER-02 & -03
Sanitary sewer cleanouts shall meet the following guidelines and are not an acceptable
alternative for sanitary sewer manholes:
A. Sanitary sewer cleanouts may be used with City approval at the end of a sanitary
sewer main when the future extension of the sanitary sewer main is planned and
the current end point is not a practical location for a manhole.
B. A sanitary sewer cleanout may be used in lieu of a manhole at the end of a long
private side sewer.
C. Sanitary sewer cleanouts shall be installed in side sewers for each change in
direction exceeding ninety degrees (90°).
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8.01.5 Fats, Oils, and Grease (FOG) and Sand/Grit Interceptors
Fats, Oils, Grease and Sand Interceptors shall be designed using the Uniform Plumbing
Code and meet the following requirements:
A. FOG interceptors shall be provided on all newly constructed or remodeled
restaurants, cafés, lunch counters, cafeterias, bars or clubs; hotel, hospital, factory
or school kitchens; or other establishments that serve or prepare food where FOG
may be introduced to the sanitary sewer system. They shall be provided for the
proper handling of liquid wastes containing petroleum-based (non-polar) or animal
and vegetable (polar) oil and grease in excess of that identified in ACC
13.20.140(B) or any flammable wastes, sand, or other harmful ingredients. The
City shall approve the location of these devices.
B. Private property owners should perform grease trap maintenance on a regular
basis. Grease interceptor (GI) maintenance shall be performed by permitted
haulers or recyclers and consists of removing the entire volume (liquids & solids)
from the GI and properly disposing of the material in accordance with all Federal,
State, and/or local laws. When performed properly and at the appropriate
frequency, grease interceptor and trap maintenance can greatly reduce the
discharge of animal/vegetable fats, oils, or grease (FOG) into the wastewater
collection system.
C. A FOG Control Plan shall be submitted to the City for review prior to the issuance of
a side sewer permit for any establishment where FOG may be introduced into the
sanitary sewer system. At a minimum, the following items shall be addressed in a
FOG Control Plan:
1. A written policy articulating management and corporate support for the plan
and a commitment to implement planned activities and achieve established
goals.
2. A description of the facility type and a summary of the products made
and/or service provided.
3. Quantities of FOG brought into the facility as raw product, amounts
contained in products, and quantities discharged to the sewer.
4. Schematics of process areas illustrating drains and discharge points
connected to the sewer.
5. A description of current reduction, recycling, and treatment activities.
6. Identification of a full range of potentially feasible reduction opportunities.
7. Specific performance goals and implementation schedule including
cleaning frequency.
8. Signature of owner.
D. Sand and Grit Interceptors will be required if it is determined that excessive
amounts of grit are being discharged into the sanitary sewer system. A control plan
meeting the same requirements as noted above shall be submitted with the
installation of sand and grit interceptors.
E. Once the interceptor is installed, the City will require copies of all maintenance and
cleaning reports within ten (10) days of service. These records shall be kept on-
site for two (2) years.
The required maintenance frequency for grease interceptors and traps depends
greatly on the amount of fats, oils, and grease discharged to the sanitary sewer
system. Certification of maintenance shall be made readily available to City-
authorized personnel for review and inspection. Certification of maintenance
records shall be submitted to the City and be kept on-site for two (2) years.
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Establishments that implement the best management procedures should realize
financial benefit through a reduction in maintenance frequency.
8.01.6 Sanitary Sewer Pumps
The installation of public and private pumping facilities are discouraged within the City’s
sanitary sewer system. All proposed pumping facilities require the City Engineer’s
approval. Please contact the City for a handout containing the latest requirements.
8.02 Public Sanitary Sewer Utility Easements
Public Sanitary Sewer Utility Easements are required for the placement, operation, and
maintenance of public sanitary sewers within private property. Public Sanitary Sewer Utility
Easements shall meet the following requirements:
A. Public Sanitary Sewer Utility Easements shall extend a minimum of seven and one-
half feet (7½’) to each side of the centerline of the sanitary sewer main. Easements
shall extend ten feet (10’) to either side when the sanitary sewer main is over ten
feet (10’) deep or soil conditions are unstable.
B. Public Sanitary Sewer Utility Easements shall be provided on the City’s standard
easement form. Legal description of the easement and the property that the
easement encumbers, along with a sketch showing both, shall be stamped and
signed by a licensed land surveyor and incorporated into the easement form as
exhibits. The legal descriptions and sketch shall be on plain bond paper with
margins acceptable to the County of recording.
C. Public Sanitary Sewer Utility Easements shall be reviewed by the City and then
recorded in the appropriate County prior to acceptance of the public sanitary sewer
facilities.
8.03 Material Requirements for Sanitary Sewer Systems
The following list of sanitary sewer materials is for reference only. The list of acceptable
materials and appurtenances for sanitary sewer construction is subject to change as new
and improved components become available. Please refer to the City of Auburn’s
Construction Standards manual (latest edition) for the most current information on these
requirements.
8.03.1 Sanitary Sewer Pipes
Pipe Type Minimum
Depth
Maximum
Depth
Solid Wall Polyvinyl Chloride (PVC) Pipe, SDR-21 18 inches 22 feet
Solid Wall Polyvinyl Chloride (PVC) Pipe, SDR-35 (Requires
13.5’ lengths. 3 feet 18 feet
Solid Wall Polyvinyl Chloride (PVC) Pipe, C900 12 inches 30 feet*
Sewer Safe Ductile Iron Pipe (Protecto 401 Ceramic Epoxy
Lined) 6 inches 30 feet*
* Sanitary sewers below thirty feet (30’) will require pre-approval of the City.
8/9/2004 Design Standards Page 8-06
REF. H:\DEVELOPMENT\Manuals\Design Standards\Chapter 8 (8-04)
8/9/2004 Design Standards Page 8-07
REF. H:\DEVELOPMENT\Manuals\Design Standards\Chapter 8 (8-04)
8.03.2 Sanitary Sewer Structures
Structure Type Depth
Extra Shallow MH (City Std. Detail SEWER-06) 31” Minimum
48” Maximum
Type I with eccentric cone (WSDOT Std. Plan B-23a) 4’ Minimum
20’ Maximum
Type II (WSDOT Std. Plan B-23b) 20’ Minimum
30’ Maximum
See also Section 8.01.2.1.
Chapter 9 – Utilities
9.00 Preface
The design of public and private utilities located within City right-of-way shall be in
conformance with these standards.
Compliance with these standards does not alleviate the design engineer from using sound
professional engineering practices and meeting the requirements of the specific utility in
question. The design criteria contained herein are the minimum acceptable under standard
conditions. Special conditions may require more stringent requirements that will be
addressed during the plan review process.
9.01 Design Criteria
The City has established the following minimum requirements to ensure the efficient
construction of utilities with the least impact to City transportation and utility infrastructure.
9.01.1 Private Utilities Located Within City Right-of-Way
Unless otherwise provided in a public way agreement, franchise, or lease, a grantee,
franchisee, or lessee with permission to occupy a public way must locate its cable or
telecommunications facilities underground.
9.01.1.1 Private Utilities Located Underground
Private utilities located underground shall meet the following requirements:
A. Private utilities shall be installed with no less than thirty-six inches (36”) of
finished cover.
B. Private utility lines to be located within the City right-of-way will require prior
approval from the City. These utility companies shall have a current franchise
or public way agreement consistent with Title 20 of the Auburn City Code.
C. Private utilities shall be located a minimum horizontal distance of five feet (5’)
from buildings and public utilities.
D. When crossing public utilities, private utilities shall be located a minimum
vertical distance of twelve inches (12”) from the public utility.
9.01.1.2 Private Utilities Located Aboveground
On projects where underground requirements do not apply, the following parameters
will need to be addressed in locating aboveground utilities:
A. Utility poles and other aboveground utility structures located on roads with a
curb shall be installed a minimum of two feet (2’) from the face of curb with the
preferred location being at the edge of the right-of-way. For urban and rural
roads where no curb is present, utility poles and other aboveground utility
structures shall be located outside the clear zone in accordance with the
AASHTO manual “A Policy on Geometric Design of Highways and Streets.”
B. Utility poles and other aboveground utility structures should not be located
within the sidewalk. If this is not possible, their locations shall provide a
minimum of forty-eight inches (48”) of travelway to meet ADA requirements.
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REF. H:\DEVELOPMENT\Manuals\Design Standards\Chapter 9 (8-04)
C. Utility poles and other aboveground utility structures shall be compatible with
driveways, intersections, and all other road features. They shall not interfere
with sight distance, road signing, traffic signals, culverts, etc. This may require
that existing poles be relocated at the developer’s expense.
D. No utility pole or other aboveground utility structures shall be located in such a
way as to pose a hazard to the general public. Utility companies shall locate
and replace poles and other structures with primary consideration given to
public safety and roadway functionality.
When a developer-driven project requires the relocation of private utilities due to
public utility extensions or other City required improvements, the cost of relocation of
the private utility shall be borne by the developer.
9.01.2 Public and Private Utilities Located Underground Within City Right-of-Way
Any developer, utility, or other entity intending to trench in the existing City street shall
contact the City of Auburn Public Works Department and obtain a construction permit.
A City permit must be obtained prior to any work within the City right-of-way.
Manholes, valve boxes, power vaults, etc., that are located in the paved area of a
street shall be located outside of the wheel paths of vehicles and flush with the
pavement surface. Structures located within parking lots, sidewalks, and paths/trails
shall also be flush with the surface. In areas where traffic will pass over the structure,
load-bearing lids shall be incorporated in the design.
All trenches within paved areas shall have their edges sawcut and meet the following
requirements:
9.01.2.1 Perpendicular Trenching in Asphalt Pavement
A. Perpendicular trenching shall be in accordance to Standard Detail TRAFFIC-
02 or as directed by the City.
B. Pavement restoration shall match existing pavement type and thickness unless
otherwise directed by the City.
C. In the process of perpendicular trenching, if the remaining section of pavement
between the trench and the edge of the pavement/gutter is less than four feet
(4’), the patch will extend from the trench to the edge of the road pavement.
D. Perpendicular trenching to roadways may not be allowed on newer roads or
streets that have been constructed or overlaid within the last five (5) years.
E. Perpendicular trenching may not be allowed or may be limited to off-peak
hours and/or weekends on principal arterials or where the construction activity
will seriously impede large volume traffic patterns. Utility connections that
have to be made within the roadway will be allowed after approval from the
City.
F. Jacking/boring alternatives may be required as substitute methods for
perpendicular trenching.
G. The minimum pavement patch width for perpendicular trenches shall be six
feet (6’). This width may be reduced upon City approval for narrow, shallow
utility trenches.
H. When multiple trenches are required in close proximity, the asphalt patch shall
encompass all the trenches.
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REF. H:\DEVELOPMENT\Manuals\Design Standards\Chapter 9 (8-04)
8/9/2004 Design Standards Page 9-03
REF. H:\DEVELOPMENT\Manuals\Design Standards\Chapter 9 (8-04)
I. The longitudinal edge of the perpendicular asphalt patch shall not lie within the
wheel paths of vehicles.
9.01.2.2 Longitudinal Trenching in Asphalt Pavement
A. Longitudinal trenching shall be in accordance with Standard Detail TRAFFIC-
03.
B. Pavement restoration shall match existing pavement type and thickness unless
otherwise directed by the City.
C. In the process of longitudinal trenching, if the remaining section of pavement
between the trench and the edge of the pavement/gutter is less than four feet
(4’), the patch will extend from the trench to the edge of the road.
D. Longitudinal trenches shall be backfilled and paved to within one-inch (1”) of
the existing pavement surface. The driving lane within which the trench is
located shall be ground to a depth of one and one-half inches (1½”) and
repaved with asphalt concrete pavement. If the trench crosses lanes or
encompasses more than one lane, the pavement shall be ground to a
minimum width of eleven and one-half feet (11½’) with the trench being the
centerline.
E. The longitudinal edges of the asphalt patch shall not lie within the wheel paths
of vehicles.
F. For newer roads, streets that have been constructed or overlaid within the last
five (5) years, principal arterials, or where open trenching will seriously impede
large volume traffic patterns, the City may require that trenching be limited to
off peak hours and/or weekends or may require that jacking/boring be
researched as an alternative.
9.01.2.3 Trenching in Concrete Pavement
Trenching in concrete pavements shall conform, where applicable, to the previous
sections and the following:
A. The edges of trenches in concrete pavement shall be sawcut prior to
excavation to avoid damaging the slab. Concrete slabs six inches (6”) and
over shall be drilled for the installation of dowels. Dowels shall be one and
one-quarter inches (1¼”) in diameter, eighteen inches (18”) long, and spaced
twelve-inch (12”) center to center.
B. The minimum pavement patch width for concrete trenches shall be four feet
(4’).
C. In the process of trenching concrete, if the section of pavement between the
trench and the edge of the existing concrete panel is less than four feet (4’),
the section will need to be removed and replaced.
D. Longitudinal trenches in concrete may be repaved with an asphalt pavement
thickness of equivalent strength upon City approval.
9.01.2.4 Trenching in Other Right-of-Way Surfaces
Trenching in other right-of-way surfaces, including sidewalks, gravel shoulders, and
landscape strips, shall conform, where applicable, to the previous sections and
replace the disturbed material in kind or as directed by the City.
Chapter 10 – Streets
10.00 Preface
The intent of this chapter is to encourage the uniform development of an integrated and
accessible public street system that will support present and future multimodal
transportation. Through the implementation of these standards, streets are built as
transportation facilities as well as public space, contributing positively to the character of an
area. These standards help create an efficient multimodal transportation system with
minimal environmental impact to the community.
The design of Streets within the City of Auburn shall conform to the standards provided
herein. The latest additions of the American Association of State Highway and
Transportation Officials (AASHTO) and the State of Washington Department of
Transportation (WSDOT) standards shall be utilized by the City Engineer when the design
standards, standard specifications, or standard drawings are not covered by the scope of the
City’s standards.
The design criteria used to estimate future street usage are established in the City’s
Transportation Plan. Anyone proposing to extend or modify the City’s street system should
contact the City of Auburn for information. Developers needing to construct street
improvements shall enter into a Facility Extension Agreement (FAC). The City of Auburn
can provide the information on this agreement as well as applicable permit fee estimates.
It is provided, however, that notwithstanding any provisions to the contrary, all streets
located within the Downtown Urban Center Zone boundaries as depicted on the
Comprehensive Zoning Map, other than that area west of the BNSF Railroad right-of-way,
shall be subject to the “Downtown Auburn Sidewalk Design Guidelines” (Guidelines).
Should any conflict exist between the Guidelines and the design criteria, Chapter 10, of this
document, the Guidelines shall control in those portions of the Downtown Urban Center
Zone described above.
10.01 Street Classification
All streets in the City of Auburn have been classified using the Federal Functional
Classification system. A complete listing of all roads by classification is available from the
Department of Public Works.
The following section contains descriptions of the street classifications used in the City.
Table 10-1 contains information relating to each streets design requirements for widths,
radii, typical speed limits, and other information. This section also contains references to
Standard Details that show a typical cross-section for each street. These cross-sections
contain information on street layouts and widths of various street elements.
10.01.1 Arterials
Arterials are the highest level of City Street classification. They fall under the following
two categories:
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.01.1.1 Principal Arterial See Standard Detail TRAFFIC-27
Principal Arterials are designed to move traffic between locations within the region
and to access the freeways. Design emphasis should be placed on providing
movement of inter-city through-traffic rather than intra-city traffic. Direct access to
commercial and industrial land uses is permitted.
Principal Arterials are typically constructed to accommodate five (5) lanes of traffic
with an operating speed of thirty-five to forty-five miles per hour (35-45 mph). The
design year ADT is greater than 15,000 vehicles per day.
10.01.1.2 Minor Arterial See Standard Detail TRAFFIC-28
Minor Arterials should interconnect with and augment principal arterials and provide
service to trips of moderate length at a somewhat lower level of travel mobility than
principal arterials. The minor arterial street system includes all arterials not classified
as a principal or collector and consists of facilities that place more emphasis on land
access than the higher system and offers a lower level of traffic mobility.
Minor Arterials are typically constructed to accommodate four to five (4-5) lanes of
traffic with an operating speed of thirty to thirty-five miles per hour (30-35 mph). They
may serve secondary traffic generators such as community business centers, athletic
fields, neighborhood shopping centers, major parks, multifamily residential areas,
medical centers, large church complexes, hospitals, and traffic from neighborhood to
neighborhood within the City. The design year ADT is 10,000 to 20,000 vehicles per
day.
10.01.2 Collectors
Collectors are a step below Arterials in the City classification system. They fall under the
following three categories:
10.01.2.1 Residential Collector See Standard Detail TRAFFIC-29
Residential Collector Arterials are used to connect intra-community streets, residential
neighborhoods, commercial areas, industrial areas, and community centers to minor
and principal arterials.
Residential Collectors are typically constructed to accommodate two (2) travel lanes
and a two-way left-turn lane or two (2) travel lanes and bike lanes with an operating
speed of thirty miles per hour (30 mph). The design year ADT is 2,500 to 10,000
vehicles per day.
10.01.2.2 Non-Residential Collector See Standard Detail TRAFFIC-30
Non-Residential Connector Arterials provide intra-community access connecting non-
residential properties with activity centers and recreational facilities. Non-Residential
Collector arterials are typically constructed to accommodate two (2) lanes and a
center two-way left-turn lane, with an operating speed of thirty miles per hour (30
mph). They may serve neighborhood traffic generators such as one store or a small
group of stores, elementary schools, churches, clubhouses, small hospitals or clinics,
areas of small multifamily developments, as well as other commercial/industrial
parcels. The design year ADT is 2,500 to 5,000 vehicles per day.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.01.2.3 Rural Collector See Standard Detail TRAFFIC-31
Rural Collectors are routes that (regardless of traffic volume) the majority of travel
distances are shorter than on arterial routes and residential neighborhoods to activity
centers.
Rural Collectors provide access to all levels of arterials, are typically constructed to
accommodate two (2) lanes with gravel shoulders on both sides, and provide an
operating speed of thirty to forty miles per hour (30-40 mph). The gravel shoulder
may be reduced on one side to provide a wider shoulder on the other for equestrian
access, with permission from the City Engineer. The design year ADT is 1,000 to
5,000 vehicles per day.
10.01.3 Local Streets
Local Streets are the most common streets classified in the City. This classification can
be broken up into four categories as follows:
10.01.3.1 Local Residential See Standard Detail TRAFFIC-32
Local Residential streets provide access to abutting residential parcels. They offer the
lowest level of mobility among all street classifications. The street is designed to
conduct traffic between dwelling units and higher order streets. As the lowest order
street in the hierarchy, the access street usually carries no through traffic and includes
short streets, cul-de-sacs, and courts. Service to through traffic movement is
discouraged and the street usually contains no transit bus routes.
Local Residential streets are typically constructed to accommodate two (2) lanes of
traffic, on-street parking (one side only, the other side shall be signed “No Parking”),
and an operating speed of twenty-five miles per hour (25 mph). The design ADT is
200 to 1,200 vehicles per day.
10.01.3.2 Local Non-Residential See Standard Detail TRAFFIC-33
Local Non-Residential streets provide direct access to higher order classification
streets and serve primarily industrial/manufacturing land uses. They offer lower level
of mobility and accommodate heavy vehicle traffic. Service to through movement is
discouraged.
Local Non-Residential streets are typically constructed to accommodate two (2) lanes
of traffic with an operating speed of twenty-five miles per hours (25 mph). The design
year ADT is 400 to 1,200 vehicles per day.
10.01.3.3 Rural Residential See Standard Detail TRAFFIC-34
The Rural Residential streets primarily provide access to the adjacent land and
distribute traffic to and from the principal or minor arterials and local access streets.
The travel distance is relatively shorter as compared to Rural Collectors.
Rural Residential streets are typically constructed to accommodate two (2) lanes of
traffic with gravel shoulders on both sides and an operating speed of twenty-five miles
per hour (25 mph). The design year ADT is 100 to 1,000 vehicles per day.
10.01.3.4 Private Street
Community street requirements are usually best served by public streets, owned and
maintained by the City. Private streets may be appropriate for some local accesses in
very limited usage. Private streets shall provide a direct access to City streets and
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
shall be limited to those streets accessing properties within a planned area or
properties immediately adjacent. Private streets shall not be used by residents to
travel from one public street to another. The design of a private street shall be such
that it will discourage any through traffic of non-residents. A private street will not be
allowed if it will result in land locking present of planned parcels.
Private streets shall be in conformance with the street standards that most closely
reflects their intended use, with a minimum of thirty-four feet (34’) of pavement width
or twenty-eight feet (28’) of pavement width with a marked fire lane on one side.
Private street networks shall be configured to deter speeding. Traffic calming
measures may also be required to deter speeding.
Private streets shall be located within permanently established tracts or easements. A
capable, legally responsible owner or homeowners’ association shall be established to
maintain private streets. A plat or short plat with private streets requires an executed
recorded Private Street Maintenance Agreement and a Storm Water Easement and
Maintenance Agreement that obligate the future property owners to maintain the
infrastructure indefinitely.
10.01.4 Alleys
Alleys afford a secondary means of vehicular access to abutting property and are not
intended for general traffic circulation. Dead-end alleys are generally unacceptable;
however, where dead-end alleys are determined suitable by the City Engineer, for short
term or temporary applications, they shall be provided with adequate turnaround facilities
at the dead-end. All new alleys shall be private.
Alleys shall incorporate the design criteria used in designing local streets with the
following exceptions:
A. All new alleys shall have a minimum width of twenty feet (20’) of asphalt
pavement.
B. Developments that generate four (4) or greater PM peak hour trips and have
direct access to existing alleys are required to pave the alley to a width of
twenty feet (20’) along the frontage of the property and between the nearest
property line and the public street that provides the City preferred travel path.
If adequate right-of-way does not exist to provide the required twenty feet (20’)
of pavement adjacent to the property, the appropriate dedication of right-of-
way shall be required. Such dedication shall be equally apportioned from both
sides of the alley, when feasible, as determined by the City Engineer. If
adequate right-of-way does not exist to provide the required twenty feet (20’) of
pavement along the alley between the nearest property line and public street,
the alley shall be paved to the width of the existing right-of-way.
C. The pavement section for alleys located in non-single family zones shall be
consistent with a local non-residential street standard.
D. Curb and gutter, sidewalk, lighting, and landscaping are not required along
alleys.
E. Alleys may be paved with either a crown at centerline with asphalt wedge
curbs on both sides to control drainage or be sloped to one side with an
asphalt wedge curb on one side to control drainage. When necessary, storm
drainage conveyance systems shall be installed along the alley to address
storm drainage runoff from the paved surface.
F. Alleys shall connect to City streets via a commercial driveway apron.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
Alleys serving alley loaded lots shall include provisions for unimpeded vehicular
circulation along the alley, and provisions for adequate sight distances along both the
alley at driveways and at intersections with public streets.
10.01.5 Private Access Roads on Access Tracts or Easements (Shared Driveways)
Access roads provided on access tracts or easements, also known as shared driveways,
provide access for up to six (6) residential units on panhandle/flag lots and rear lots that
do not have direct access to public street frontage. They will be private roads that shall
be maintained by the property owners who use them to access their property.
All access roads shall meet the following general standards:
1. Access roads shall be limited to six hundred feet (600’) in length.
2. The width of the access tract/easement shall match the required pavement
width, including the width of any pedestrian improvements, and the area
needed for private drainage facilities. If the access is also acting as a joint
utility easement or tract, the width must accommodate the public utility
requirements.
3. The connection of an access road to the public street shall be by a commercial
driveway apron. The connection of individual lots to the access road shall be
by either a residential or commercial driveway apron commensurate with the
use of the property.
4. Access roads shall meet the geometric design standards for local residential
streets.
5. Access roads shall be signed as private drives inclusive of all addresses being
served off the access road.
New and/or existing access roads serving two (2) residential units shall meet the
following additional standards:
6. The minimum pavement width shall be twenty-four feet (24’). The pavement
width may be reduces to twenty feet (20’) if the new residential unit using the
access road has a residential fire sprinkler system installed or a fire hydrant
exists within four hundred and fifty feet (450’) of the residences measured as
the fire vehicle lays its hose.
Existing access roads serving three (3) or more residential units when only one additional
residential unit is being created or developed shall meet the following additional
standards:
7. The minimum pavement width shall be twenty-four feet (24’) and be marked as
a fire lane per ACC 15.36A. The pavement width may be reduced to twenty
feet (20’) if the new residential unit using the access road has a residential fire
sprinkler system installed or a fire hydrant exists within four hundred and fifty
feet (450’) of the residences measured as the fire vehicle lays its hose.
8. An additional five foot (5’) wide pedestrian pathway along one side of the
paved access road separated by a four-inch (4”) wide painted line.
9. Access roads exceeding one hundred and fifty feet (150’) in length shall also
include an adequate turnaround at the end of the road.
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New access roads serving three (3) to six (6) residential units shall meet the following
additional standards:
10. Access roads seventy-five feet (75’) or less in length shall have a minimum
pavement width of twenty feet (20’) and shall be marked as a fire lane per ACC
15.36A.
11. Access roads exceeding seventy-five feet (75’) in length shall have a minimum
pavement width of thirty-four feet (34’). The pavement width may be reduced
to twenty-four feet (24’) if one side of the access road is marked as a fire lane
per ACC 15.36A.
12. Access roads exceeding one hundred and fifty feet (150’) in length shall also
include an adequate turnaround at the end of the road.
13. An additional five foot (5’) wide sidewalk and cement concrete traffic curb per
F-10.12-00 is required on both sides of the access road. The material for the
sidewalk shall be consistent with the surrounding neighborhood sidewalk.
New access roads serving non-residential properties shall meet the following additional
standards:
14. The minimum pavement width shall be twenty-four feet (24’) for access roads
servicing commercial properties and thirty feet (30’) for access roads serving
industrial properties.
15. The access road will be marking as a fire lane per ACC 15.36A.
16. Access roads exceeding one hundred and fifty feet (150’) in length shall also
include an adequate turnaround at the end of the road.
10.01.6 Half-Streets
A Half-Street could be comprised of any one of the above mentioned street
classifications. Half-Streets require, at a minimum, the construction from one side of the
street, including the curb and gutter, storm drainage, sidewalk, lighting, conduits, and
landscape strip, to the street centerline. Half-Streets will need to be constructed when a
proposed new development or redevelopment of a property is located on a public street
that is not currently built to City standards. Half-Street construction may also be required
for property that abuts future streets proposed in the City’s Comprehensive Plan.
When Half-Street construction is required on an existing paved street, the design of the
Half-Street shall be consistent with the existing street conditions. This could require
construction of more than half the street for safety and drainage reasons.
When Half-Street construction is required on unpaved streets or unimproved areas, a
minimum of twenty-four feet (24’) of pavement will be required. In these cases, the street
should be designed to provide drainage for the constructed portion of the street.
Provisions shall be made to allow for extension of the storm drainage system to the
undeveloped portion of the street for future construction.
The construction of a Half-Street may require the dedication of additional right-of-way. If
a Half-Street does not connect at both ends to other streets, construction of a cul-de-sac
will be required.
Where Half-Streets are connected to existing streets, transition tapers will be required
when edges of pavement do not match. The following formula provides the information
necessary to determine the length of the tapers for a specific situation:
For street design speeds of less than forty miles per hour (40mph)
W = the width of the pavement offset
= L S = the design speed in mph
L = the length of the taper
For street design speeds of greater than or equal to forty miles per hour (40 mph)
W = the width of the pavement offset
WS = L S = the design speed in mph
L = the length of the taper
All required utilities located within the portion of the street being built, shall be installed
during construction. Half-Street construction may also require the upgrading of existing
utilities if said upgrading was necessary for the proposed development.
The unfinished side of the Half-Street shall be finished with temporary curbing, shoulders,
clear zones, guardrail, slope treatments, and drainage accommodations to assure proper
drainage, bank stability, and traffic safety.
When Half-Streets connect to an intersection, the nearest corner of the intersection on
the side being improved shall be designed and constructed for the full build-out of the
street. The intersection design and construction shall include adequate improvements to
insure safe use by pedestrians, bicycles, and vehicles.
WS2
60
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.02 Street Geometry
For in-depth design information on the following criteria, please reference the AASHTO
Manual “A Policy on Geometric Design of Highways & Streets,” latest adopted edition.
10.02.1 Minimum Horizontal Curve Radius
Horizontal curves shall be designed to provide the minimum radii required for vehicles to
safely negotiate a turn without leaving their driving lane and shall in no case violate
minimum sight distance requirements. Minimum radii are established by the design
speed of the street on which the curve is located and are listed in Table 10-1. On
arterials and rural collectors these radii may be reduced by superelevating the road
cross-section.
10.02.2 Tangents Between Reverse Curves
Sections of straight roadway must be designed between curves to avoid quick left-right
transitions that could potentially lead to loss of vehicular control. The length of these
straight sections should be a minimum of one hundred fifty feet (150’) for arterials and
collectors and one hundred feet (100’) for local residential streets. Where reversing
curves are superelevated, tangents between curves shall be of sufficient length to
accommodate transitions into and out of the superelevated sections.
10.02.3 Superelevations
The process of superelevating a street provides a constant cross slope from one edge of
the roadway to the other. This allows vehicles to travel around a turn at a higher speed
than would be possible if the road were a normal crown cross section. Superelevations
are allowed only on arterials and rural collectors. The maximum superelevation rate
allowed for these streets is eight percent (8%) and requires a design speed of thirty-five
miles per hour (35 mph) or greater.
10.02.4 Vertical Grades
Vertical Grades, the amount of slope of a street in the direction of travel, is limited to a
maximum of six percent (6%) for Arterials and eight percent (8%) for all other streets. All
street sections shall maintain a minimum of one-half percent (0.5%) vertical grade.
Vertical grades may be increased up to ten percent (10%) for non-arterials upon approval
of the City Engineer. The City Engineer shall consider the public benefit of any deviation
request including the classification of the roadway, traffic circulations, traffic congestion,
emergency access, adjacent property access, length of grade, impact to public utilities, or
any operational or safety factors. Deviations to the vertical street grade of a classified
roadway shall generally not be granted unless it can be demonstrated that the public
benefits significantly outweigh any potential detriments. If approved, grades between
eight percent (8%) and ten percent (10%) may trigger the additional following design
considerations:
• Increased travel lane widths
• Enhanced Paving Section
• Incorporation of Separated Multi-use trail
• Incorporation of Median Islands
• Enhanced Intersection/Signal Improvements
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.02.5 Vertical Curves
Vertical curves are required where a change in vertical alignment equals or exceeds a
one percent (1%) algebraic grade difference. Crest vertical curves shall be designed to
provide the required minimum stopping sight distance for the streets design speed as
listed in Table 10-2 of Section 10-03. Sag vertical curve lengths shall be designed to
provide headlight sight distance equal to or greater than the design speed stopping sight
distance. All vertical curves must be symmetrical, parabolic, and meet AASHTO
standards. The following formula provides the information necessary to calculate
minimum lengths for sag vertical curves.
A = algebraic grade difference, %;
L = ⎟⎠
⎞⎜⎝
⎛+−A
SS5.34002 S = stopping sight distance, ft;
L = length of sag vertical curve, ft
10.02.6 Cross Slopes
City streets shall be crowned in the middle to provide drainage to the gutter line or
roadside ditches. The cross slopes created by this crown shall be two percent (2%) for
local streets and three percent (3%) for collectors, arterials, and roads with vertical
grades of greater than six percent (6%). Collectors and arterials shall have steeper cross
slopes since the higher speeds associated with these roads require that water drain more
quickly from the roadway to avoid hydroplaning.
10.02.7 Posted and Design Speed
For design purposes, the “Posted Speed” for any given street segment shall be as
designated in Table 10-1 or the existing signed speed limit, whichever is greater.
For design purposes, the “Design Speed” for any given street segment shall be ten miles
per hour (10 mph) greater than the Posted Speed for arterials and five miles per hour (5
mph) greater than Posted Speed for non-arterials as designated in Table 10-1.
10.02.8 Right of Way
The required right-of-way will depend upon the width of the street and other
improvements. Excluding cul-de-sacs, the typical requirement is for the right-of-way to
extend a minimum of ten feet (10’) behind the curb line on each side of the street.
Additional right-of-way may be required for bike/pedestrian trails and/or storm facilities,
for example. Right-of-way requirements may be variable within a street corridor due to
intersections, turn lanes, bus loading zones, and other street features.
Right-of-way shall be conveyed to the City on a recorded plat or by a right-of-way
dedication or separate instrument.
The minimum right-of-way requirements for the various street classifications are listed in
Table 10-1.
10.02.9 Roadway Width (Travel Way)
The roadway width or travel way consists of inside through lanes and/or curb lanes,
center turn lanes and/or bike lanes (where required), and curb and gutter. Special cases
may also require acceleration and deceleration lanes and right and left turn pockets.
Total roadway width is measured from the face of curb to the face of curb.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.02.9.1 Inside Through Lanes and Curb Lanes
The street classification and the amount of existing and projected traffic will determine
the number of lanes required for a street.
Curb lanes or outside lanes on all streets excluding residential collectors and local
and rural residential streets shall be a minimum of fourteen feet (14’) wide. Streets
will be widened to include inside through lanes based on street classifications and/or
projected traffic volumes. The minimum width for inside through lanes shall be eleven
feet (11’).
10.02.9.2 Center Turn Lanes
Center turn lanes will be required on principal and minor arterials. They may also be
required on collectors depending upon the nature of the roadway and the number of
left turn movement opportunities along the corridor. Center turn lanes shall be a
minimum of eleven feet (11’) wide.
10.02.9.3 Other Lanes
Acceleration and deceleration lanes may be required for sites located on arterials
where heavy volumes and/or heavy truck movements into and out of the site would
impact the speed and safety of the arterial.
Left turn and right turn pockets may be required at intersections with large numbers of
left and/or right turns. Left turn pockets shall be a minimum of eleven feet (11’) wide
with right turn pockets a minimum of fourteen feet (14’) wide.
10.02.9.4 Road Edge
All urban roads within the City of Auburn shall be designed using concrete curb and
gutter (WSDOT Plan F-10.12-00, Traffic Curb & Gutter). Rural roads within the City
may be designed with a gravel shoulder (minimum of 2⅝” Crushed Surfacing Top
Coarse (CSTC) over eight inches (8”) of “gravel base”; eight feet (8’) wide for rural
collectors and three feet (3’) wide for rural residential) and a ditch for drainage. Rural
roads shall also meet AASHTO standards for a clear zone between the edge of
pavement and any obstructions.
10.02.9.5 On-Street Parking
On-Street parking requirements shall be as designated in Table 10-1. For Local
Residential streets where parking is allowed on one side only, the City shall require
the parking to be placed on the side of the street that can accommodate the most
parking.
Parking is not allowed at any of the following locations:
1. Within 20 feet of an uncontrolled intersection measured from the point of
tangency on the entering curb radius.
2. Within 30 feet of a stop, yield or signal controlled intersection measured from the
point of tangency on the entering curb radius.
3. Within any intersection. For “T” intersections, the no parking limits shall apply to
both sides of the through street (top of the “T”). See Figure 10-0.
4. In front of or within 15 feet of each side of a fire hydrant.
5. In front of or within 5 feet of each side of a driveway.
6. Where mid-block crosswalks are installed, no parking shall be allowed on either
side of the street within 50 feet in advance of the nearest edge of the crosswalk
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
and within 20 feet past the furthest edge of the crosswalk. In no case shall the
advance parking restriction for crosswalks be less than the minimum stopping
sight distance of the roadway.
Additional parking restriction may be required depending upon roadway geometrics,
adjacent land use, and the proximity to bridges and railroads.
10.02.9.6 Intersection Curb Radii
The minimum right-of-way requirements for the various curb radii shall be as
designated in Table 10-1. At intersections with two different street classifications, the
highest classification for curb radii shall be used except at intersections with
residential streets where the lowest order street.
10.02.10 Street Layout
An efficient transportation system seeks to spread vehicle movements over a series of
planned streets. The goal of the system is to encourage connectivity while preventing
unacceptably high traffic volumes on any one street. Ample alternatives should exist to
accommodate access for emergency vehicles. For these reasons the City will continue
to plan a series of arterials and collectors designed to national standards to provide
efficient service to the community. Ample alternatives should also exist to accommodate
non-motorized transportation on arterials, collectors and local roads within and between
subdivisions.
10.02.10.1 Local Residential Streets
The internal local residential street network for a subdivision should be designed to
discourage regional through traffic and non-residential traffic from penetrating the
subdivision or adjacent subdivisions. Local residential streets shall not exceed one
thousand three hundred feet (1,300’) in length between intersections and shall not
serve more than 75 dwelling units.
Residential subdivisions should be planned in a manner that minimizes the number of
local street accesses to arterials and collectors. Residential subdivisions with greater
than 75 lots shall have a minimum of two accesses to either an arterial or collector.
Residential subdivisions developments with less than 75 lots shall have at least one
access to an arterial or collector. Residential subdivisions with between 25 and 75
lots shall also provide a second emergency vehicle access route to an arterial or
collector.
10.02.10.2 Other Streets
New streets and/or new street systems, other than local residential streets serving
residential subdivisions, shall be configured in conformance with the City’s
comprehensive plan guidelines and policies. Where the comprehensive plan lacks
clear guidance to address a particular situation, the City may require traffic studies
and other supporting analysis to help define the configuration and nature of the
planned street system.
10.02.10.3 Cul-de-sacs
Where possible, streets shall be planned, designed and constructed to connect to
future developments. All dead-end streets shall end in either a temporary or
permanent cul-de-sac. Permanent dead-end streets or cul-de-sacs will only be
allowed where a through street to connect adjacent properties and/or other streets is
not needed or possible. Dead-end streets shall not be more than six hundred feet
(600’) in length as measured from the center of the nearest intersection, unless the
city determines that due to topography or existing development patterns there are no
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
feasible alternatives and emergency services can be effectively provided. Dead end
streets ending in permanent cul-de-sacs shall serve a maximum of 25 dwelling units.
When applicable, non-motorized paths shall be provided at the end of the street to
shorten walking distances to an adjacent arterial or public facilities including, but not
limited to, schools or parks. Existing stub-end streets that are greater than eight
hundred feet (800’) in length shall be linked to other streets whenever the opportunity
arises, unless it can be demonstrated that such connections would lead to a
substantial rerouting of through traffic onto the street.
Dead-end streets longer than eight hundred feet (800’) as measured from the center
of the nearest intersection shall not be allowed to serve substantial new development.
10.02.10.3.1 Temporary Cul-de-sacs
Temporary cul-de-sacs may be provided only when there is a plan for extending
the street.
Temporary cul-de-sacs shall have a paved surface with a diameter of sixty-five feet
(65’).
A sign shall be posted at the back of the temporary cul-de-sac stating that the road
is planned to be extended in the future and to contact the City of Auburn Public
Works Department for further information.
10.02.10.3.2 Permanent Cul-de-sacs
Permanent cul-de-sacs shall have a paved surface with a diameter of seventy-five
feet (75’) unless otherwise directed by the City.
Permanent cul-de-sacs right-of-way shall have diameter of ninety feet (90’) unless
otherwise directed by the City.
10.02.10.4 Traffic Volumes
Projected trip generation shall be calculated based on the current edition of the
Institute of Transportation Engineers (ITE) Trip Generation Manual.
Stub end streets shall not be linked to a new street if the connection is likely to result
in traffic volumes that will exceed acceptable volumes for the road’s classification.
These volumes are defined in Table 10-1 of these standards. Consideration may also
be given to the character and nature of the neighborhoods proposed to be connected.
10.02.11 Figure 10-0 - T-Intersection Parking Restrictions
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.03 Sight Distance
Sight distance is defined as the length of roadway ahead that is visible to the driver. All
roads, intersections, and access pointes should be designed to provide sight distance of
sufficient length that drivers can control the operation of their vehicles to avoid striking an
unexpected object in the traveled way.
10.03.1 Sight Distance Design
The requirements for stopping sight distance and intersection sight distance listed in this
section were taken from AASHTO’s “A Policy on Geometric Design of Highways and
Streets” manual as a quick reference guide and are for passenger cars on level
roadways. Deviations from City design standards may require additional sight distance
study and documentation. Sight distance design calculations will also be required for
design grades not listed in the tables below.
10.03.1.1 Stopping Sight Distance
Stopping sight distance is the distance required at every point along a roadway for a
vehicle traveling at or near the road’s design speed to come to a stop before reaching
a stationary object in its path. Table 10-2 contains the minimum design values that
shall be used for stopping sight distance.
In calculating stopping sight distance, the driver’s eye is assumed to be three and a
half feet (3.5’) above the roadway and the height of the object to be seen by the driver
is assumed to be two feet (2’) above the roadway.
10.03.1.2 Intersection Sight Distance
Intersection sight distance is the clear sight distance necessary for a driver entering a
controlled or uncontrolled intersection to proceed safely without impeding traffic.
Table 10-2A contains the minimum design values that shall be used for intersection
sight distance. The City Engineer may require the use of single unit of combination
trucks as the design vehicle for minor road approaches with five percent (5%) or
greater heavy vehicle volumes.
10.03.1.2.1 Major Road and Minor Road
For the purposes of intersection sight distance analysis, the Minor Road shall be
defined by any of the following criteria:
1. The controlled approaches of a Two-Way Stop Controlled Intersection.
2. The roadway with lower classification, lower design speed of lower traffic
volumes.
3. For uncontrolled intersections of similar classification, design speed and
volume roadways, the City Engineer shall designate the minor roadway.
4. Minor Roads include driveways, alleys, access tracts or any other location
accessing a public road.
10.03.1.2.2 Sight Triangles
Intersection, driveway, and access point sight distances are analyzed using the
applicable sight triangles per Figures 10-1 and 10-2. These sight triangles shall be
provided on site plans including landscaping and other potential sight obstructions
for all projects where intersections, driveways or access points are being installed
12/21/2009............................................Design Standards............................................Page 10-13
REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
or modified. Additionally, the City Engineer may require supporting documentation
for vertical sight distance profile analysis on street grades over three percent (3%).
10.03.1.2.2.1 Measurements
Horizontal: Horizontal legs of the sight distance triangles on the major road are
measured along the roadway centerline. Major road vertex points are placed at
the midpoint of the traveled lane closest to the approach being analyzed. Minor
road vertex points are placed in accordance with following applicable sections
for uncontrolled and controlled intersections.
Vertical: In calculating vertical sight distance at intersections the driver’s eye is
assumed to be three and a half feet (3.5’) above the roadway surface and the
object to be seen is three and a half feet (3.5’) above the surface of the
intersecting road.
10.03.1.2.2.2 Restrictions
The area within the sight distance triangle must be free from any sight-
obscuring objects from between three feet (3’) and eight feet (8’) above the
ground. Sight-obscuring objects include but are not limited to: buildings, parked
vehicles, signs, fences, and landscaping.
10.03.1.2.2.3 Right-of-Way Requirements
The sight distance triangle shall be located completely within the City right-of-
way. The City will require a right-of-way dedication as a condition of
development approval to ensure the sight distance triangle is contained
completely within the City right-of-way. If the City Engineer determines that this
is not practical a “Sight Distance Easement” shall be required.
10.03.1.2.3 Uncontrolled Intersections
For uncontrolled intersections (intersections without signals, stop signs or yield
signs) the sight distance triangle dimensions are determined by applying the
applicable distances listed in Table 10-2A to the respective legs of the sight
distance triangle as shown on Figure 10-1.
10.03.1.2.4 Two Way Stop Controlled Intersections
In calculating intersection sight distance for Two Way Stop Controlled intersections
the vertex (decision point) of the sight triangle on the minor road shall be measured
fourteen and a half feet (14.5’) back from the nearest edge of the traveled roadway.
Where parking is allowed on the major road this distance shall be measured from
the far edge of the parking lane.
Left turns from the minor road: Using Figure 10-2 sight triangles for traffic
approaching from both the left and right should be provided using the value in
Table 10-2A that corresponds to the major road design speed.
Right turns from the minor road: Using Figure 10.2 a sight distance triangle for
traffic approaching from the left should be provided using the value in Table 10-2A
that corresponds to the major street design speed.
10.03.1.2.5 All Way Stop Controlled Intersections
At All Way Stop Controlled intersections, the first stopped vehicle on one approach
should be visible to the drivers of the first stopped vehicles on each of the other
approaches.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.03.1.2.6 Signalized Intersections
At signalized intersections the first stopped vehicle on one approach should be
visible to the drivers of the first stopped vehicles on each of the other approaches.
Left-turning vehicles should have sufficient sight distance to complete left turns.
Additionally, if right turns on a red signal are permitted from any approach then the
appropriate sight triangle should be provided to accommodate right turns on that
approach.
10.03.1.3 Decision Sight Distance
Decision sight distance is used in cases where the driver is required to detect
unexpected or confusing situations and then make appropriate changes in their
driving style or method. This could mean changing lanes, slowing down, or coming to
a complete stop. Decision sight distance will need to be addressed when designing
roads with tight turns and unexpected driveway and street connections. When
decision sight distance requirements are applicable, the guidelines presented in the
latest edition of AASHTO shall be used.
10.03.1.4 Passing Sight Distance
Passing sight distance should be addressed when designing two (2) lane roads where
vehicle speeds can differ by a considerable amount depending on the driver. When
passing sight distance requirements are applicable, the guidelines presented in the
latest edition of AASHTO shall be used.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.03.2 Table 10-2 Stopping Sight Distance
Stopping Sight Distance (ft)
Downgrades*
(Equation 10-2)
Upgrades*
(Equation 10-2)
Design
Speed
(MPH)
Level
Roads
(Equatio
n 10-1) 3% 6% 8% 10
% 3% 6% 8% 10%
15 80 80 82 84 86 75 74 73 72
20 115 116 120 124 128 109 107 105 104
25 155 158 165 170 176 147 143 141 139
30 200 205 215 223 232 200 184 181 178
35 250 257 271 282 294 237 229 225 220
40 305 315 333 347 363 289 278 272 267
45 360 378 400 418 438 344 331 324 317
50 425 446 474 495 520 405 388 379 370
55 495 520 553 579 609 469 450 438 428
60 570 598 638 669 705 538 515 501 489
Equation 10-1: (Grades < 3%)
a
VVtd
2
075.147.1+=
Equation 10-2 (Grades ≥ 3%)
⎟⎟⎠
⎞⎜⎜⎝
⎛±⎟⎠
⎞⎜⎝
⎛+=
Ga
VVtd
2.3230
47.1
2
d = stopping sight distance, ft.
V = design speed, mph
a = deceleration rate of 11.2ft/s2
t = brake reaction time, 2.5s
G = percent grade divided by 100
Data for this table was taken from the 5th edition of AASHTO’s “A Policy on
Geometric Design of Highways and Streets” manual, Exhibit 3-1 Stopping Sight
Distance and Exhibit 3-2 Stopping Sight Distance on Grades.
*Use Equation 10-2 above to calculate appropriate stopping sight distances for
grades not shown.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.03.3 Table 10-2A Intersection Sight Distance
Intersection Sight Distance, (ft)
Uncontrolled
Intersections*
Use Figure 10-1
Two Way Stop Controlled Intersections**
Use Figure 10-2
(Equation 10-3)
Design Speed (mph) Dimensions “a” and
“b”
Dimension “a” for Left
Turns
(Table10-2C)
Dimension “a”
for Right Turns
(Table 10-2D)
15 70 170 145
20 90 225 195
25 115 280 240
30 140 335 290
35 165 390 335
40 195 445 385
45 220 500 430
50 245 555 480
55 285 610 530
60 325 665 575
Equation 10-3:
gmajortVISD47.1=
ISD = intersection sight distance (length of the leg of
sight distance triangle along the major road) (ft)
majorV = design speed of major road (mph)
gt = time gap for minor road vehicle to enter the major
road(s)
Data for this table was taken from the 5th edition of AASHTO’s “A Policy on Geometric
Design of Highways and Streets” manual’s Exhibit 9-51 Length of Sight Triangle Leg-No
Intersection Control, Exhibit 9-55 Design Intersection Sight Distance-Left Turn from Stop, and
Exhibit 9-58 Design Intersection Sight Distance-Right Turn from Stop and Crossing
Maneuver.
* Where grade along an uncontrolled intersection approach exceeds 3%, the leg of the clear
sight triangle along that approach should be adjusted by multiplying the sight distance listed
in this table by the appropriate adjustment factor in Table 10-2B.
** Intersection sight distance shown is for a stopped passenger car to turn onto a two-lane
road with no median and grades of three percent (3%) or less. For other conditions, the time
gap () will need to be adjusted per Tables 10-2C /10-2D and the sight distance
recalculated.
gt
*** Refer to the latest edition of the AASHTO manual for sight distance requirements on
major street left turns and at yield controlled intersections.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.03.4 Table 10-2B Uncontrolled Intersection Sight Distance Adjustment Factors
Adjustment Factors
Design Speed (mph) Approach
Grade (%) 15 20 25 30 35 40 45 50 55 60
-10 1.1 1.1 1.2 1.2 1.2 1.2 1.2 1.2 1.2 1.2
-8 1.1 1.1 1.1 1.1 1.1 1.2 1.2 1.2 1.2 1.2
-6 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.2 1.2 1.2
-5 1.0 1.0 1.1 1.1 1.1 1.1 1.1 1.1 1.1 1.1
-4 1.0 1.0 1.0 1.1 1.1 1.1 1.1 1.1 1.1 1.1
-3 to 3 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0 1.0
4 1.0 1.0 1.0 1.0 1.0 0.9 0.9 0.9 0.9 0.9
5 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
6 1.0 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
8 1.0 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
10 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9 0.9
Note: Apply adjustment factor to sight distance measurement for each approach.
Data for this table was taken from AASHTO Exhibit 9-53.
10.03.5 Table 10-2C Time Gap for Left Turns
Design Vehicle Time gap() (seconds) at design speed of major road gt
Passenger Car 7.5
Single Unit Truck 9.5
Combination Truck 11.5
Note: Time gaps are for a stopped vehicle to turn left onto a two-lane roadway with no
median and grades 3 percent or less. Table 10-2A values require adjustments
as follows:
For Multilane roads:
For left turns onto two-way highways with more than two lanes add
0.5 seconds for passenger cars and 0.7 seconds for trucks for each
additional lane, from the left, in excess of one, to be crossed by the
turning vehicle.
For minor road approach grades:
If the approach grade is an upgrade that exceed 3 percent; add 0.2
seconds for each percent grade for left turns
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.03.6 Table 10-2D Time Gap for Right Turns
Design Vehicle Time gap() (seconds) at design speed of major
road
gt
Passenger Car 6.5
Single Unit Truck 8.5
Combination Truck 10.5
Note: Time gaps are for a stopped vehicle to turn right onto or cross a
two-lane roadway with no median and grades 3 percent or less.
Table 10-2A values require adjustments as follows:
For Multilane roads:
For crossing a major road with more than two lanes add 0.5
seconds for passenger cars and 0.7 seconds for trucks for
each additional lane to be crossed and for narrow medians
that cannot store the design vehicle.
For minor road approach grades:
If the approach grade is an upgrade that exceed 3 percent;
add 0.1 seconds for each percent grade for left turns
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.03.7 Figure 10-1 Intersection Sight Triangles for Uncontrolled Intersections
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.03.8 Figure 10-2 Intersection Sight Triangles for Two-Way Stop Controlled Intersections
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.04 Street Access Points
All access points to and from City streets, including intersections and driveways, shall be
approved by the City prior to construction. These access points shall meet all the
requirements contained throughout this chapter for sight distance, spacing, and other safety
considerations.
The following section contains design criteria on all access points including street
intersections and driveways. These criteria are minimum values and may need to be
modified according to safety factors, traffic volumes (existing and/or projected), topography,
design speed, design vehicle requirements, drainage, and other conditions, both existing
and projected.
10.04.1 Public Street Intersections
Public Street Intersections are intersections where two (2) or more City streets intersect.
These intersections shall be designed using the following criteria:
10.04.1.1 Intersection Spacing
Public street intersections shall meet the minimum centerline spacing requirements as
shown in Table 10-3.
10.04.1.2 Horizontal Approach Angle
The horizontal approach angle of public street intersections shall be between 85° and
95° at the centerlines of intersecting streets.
10.04.1.3 Intersection Approach Offsets
Public Street intersections shall be aligned so that opposing single left turn lanes and
through lanes are not offset more than four feet (4’) as measured from the lane
centerline approach tangent.
10.04.1.4 Curb and Right-of-Way Radius
A minimum curb radius is required at intersection corners for vehicles to safely
execute a right turn at a reasonable rate of speed without crossing lanes or
encroaching onto the adjacent curb. At intersections of differing street classification,
the higher classification street curb radius requirements shall be used. The exception
to this rule is for local residential streets where the minimum radii listed in Table 10-1
shall be used. The right-of-way radius is the additional radius required to install
sidewalks, landscape strips, and other roadway appurtenances. Additional right-of-
way may be required near intersections to accommodate auxiliary traffic lanes and
equipment for existing or future traffic signals and street lights. These minimum
values and listed in Table 10-1.
10.04.1.5 Landing Approach
The landing approach is a defined segment of the street before the intersection and is
measured back from the point of tangency of the curb radius on each approach to the
intersection. The requirements for minimum landing approach length and maximum
landing approach grade are listed in Table 10-1.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.04.1.6 Street Crowns
Public street intersections shall be designed to drain away from the higher classification
street. Grades shall match at the center of intersections for equal classification streets.
At intersections of differing classification streets the crown shall be carried through the
intersection for the higher classification.
10.04.2 Private Street Intersections
Private street intersections are those intersections where a private street intersects a City
street. These intersections shall be designed in the same manner as public street
intersections, except that the private streets will be stop-controlled.
10.04.3 Table 10-3
Minimum Intersection Spacing from Centerline to Centerline (ft)
PRINCIPAL
ARTERIAL
MINOR
ARTERIAL
RESIDENTIAL
& NON-
RESIDENTIAL
COLLECTORS
RURAL
COLLECTOR
LOCAL
STREETS
5001 5001 250 250 125 LOCAL
STREETS
1320 1320 500 500 250 RURAL
COLLECTOR
2640 1320 500 500 250
RESIDENTIAL
& NON-
RESIDENTIAL
COLLECTORS
2640 2640 1320 1320 5001 MINOR
ARTERIAL
2640 2640 2640 1320 5001 PRINCIPAL
ARTERIAL
Notes:
1. Local streets shall generally not be allowed to access directly onto arterials.
2. Refer to section 10.03 for intersection sight distance requirements.
3. Refer to section 10.05 for intersection pedestrian accessibility requirements.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.04.4 Driveways See Standard Detail TRAFFIC-07 through TRAFFIC-11
Driveways can be broken into the following classifications:
A. Residential Driveways – Driveways to single family residences.
B. Commercial/Industrial Driveways – Driveways to all properties except single
family residential.
C. Temporary Driveways – Driveways to property allowed prior to and during
construction only.
D. Emergency Driveways – Driveways required by the fire department to provide
an alternative emergency-only access to the property.
E. Signalized Driveways – For special circumstances when no other option is
available, the City may allow signalized access to a public street from a private
access. In such situations, dedication to the City of any right-of-way necessary
for maintaining and operating the intersection will be required. Additional
mitigation measures may be required to ensure safe and efficient access to the
public street. The private leg of the intersection within the right-of-way shall be
designed to the applicable public street standard as determined by the City.
10.04.4.1 Driveway Locations
Most properties shall be limited to one driveway access to a City street (or alley).
Multiple driveway accesses to a street (or alley) shall only be allowed when the City
determines that the second access does not create a safety concern or impede traffic
flow.
To address safety or to mitigate impacts of traffic flow, the City may require two or
more contiguous non-single family properties to share a single driveway, and/or
require the driveway to be located on the lowest classification of street (or alley) when
a property has frontage on two or more streets (or alleys).
Driveway accesses within the “Functional Intersection Boundary” shall be either
prohibited or restricted in conformance with Section 10.04.4.1.1 below. The City may
also impose driveway restrictions at other locations when a safety hazard is identified
or to mitigate impacts of traffic flow along a classified street. Such restrictions shall be
incorporated into the design of the driveway in conformance with the provisions of
Section 10.04.4.5 in a manner that strives to maintain existing access turning
movements to other properties in the vicinity.
Redeveloped properties are not guaranteed that their existing driveways will be
retained. Redeveloped properties that meet the requirements for half street
improvements, have more than one access point, or do not meet current City
standards may be required to eliminate, relocate or modify existing driveway
access/accesses.
Except for Local Residential Streets the spacing of driveways and their separation
from intersections shall meet the minimum “Functional Intersection Boundary”
distances of this Chapter.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.04.4.1.1 Function Intersection Boundary See Table 10-4 and Figure 10-3
The functional intersection boundary is the portion of the street leading up to the
intersection required to allow vehicle movements and storage. This is the area
within which drivers identify the situation, change lanes, come to a stop, and wait
before proceeding through the intersection. Driveways shall be either prohibited or
restricted within the functional intersection boundary in accordance with Table 10-4
and Figure 10-3.The functional length of an intersection is measured from the point
of curvature/point of tangency (PC/PT) of the curb return. Driveway restrictions
include prohibiting either all left turn movements, left turns out of, or left turns into
the subject driveway.
10.04.4.1.2 Table 10-4 *Distance Requirements for Functional Intersection Boundaries
Speed
mph
Speed
ft/sec
Reaction
Time
(sec)
Decision
Distance
(ft)
”d1”
Lane
Change
Distance
(ft)
”d2”
Braking
Distance
(ft)
”d3”
Storage
Length
(ft)
”d4”
Functional
Intersection
Boundary
Length
d1+d2+d3+d4(ft)
25 mph 37 1 37 25 60 50 222
30 mph 44 1 44 40 86 50 270
35 mph 51 1 51 60 118 100 329
40 mph 59 1 59 85 154 100 398
45 mph 66 1 66 105 194 100 465
50 mph 73 1 73 140 240 100 553
10.04.4.1.3 Figure 10-3 Functional Length Diagram of an Intersection with Right and/or
Left-Turn Lane
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.04.4.1.4 Figure 10-4 Functional Intersection Boundary Restricted Access Diagram
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.04.4.2 Driveway Lay Out See Standard Detail TRAFFIC-11
Driveways shall be designed in such a manner as to allow for efficient and safe
ingress and egress from the City streets. Driveways and on-site parking, other than
that for single-family residences on unclassified roads or alleys, shall be designed
such that vehicle-backing maneuvers will not occur onto the street. A properly
designed driveway shall allow the largest typical vehicle that will use the driveway (i.e.
tractor-trailers at large warehouses, delivery trucks at mini marts) to enter and exit the
site without encroaching into opposing traffic.
Driveways for adjacent properties should be separated by a minimum of ten feet (10’)
for residential and fifty feet (50’) for commercial/industrial. This distance should be
measured from the outside edge of the driveway apron. When this separation is not
obtainable, a single driveway centered on the property line may be required.
When designing site layout and driveway access, internal circulation shall be such
that on-site traffic will not backup the driveway impeding vehicles in the public street.
The City may require sites with internal traffic congestion to design driveways with
long throat lengths to provide extra storage to avoid impacting City streets.
10.04.4.3 Driveway Alignment (Horizontal and Vertical)
The angle of driveway throats to the City streets shall not be less than eighty-five
degrees (85°) unless a “pork chop” or other access control device is allowed to be
utilized per Section 10.15.
The vertical grade behind the driveway shall not exceed five percent (5%) for a
distance of 12 feet (12’) beyond back of sidewalk or right of way line. Driveways shall
be designed to preclude vehicles from dragging when entering or exiting the site.
Driveways shall meet all sight distance requirements per Section 10.03.
10.04.4.4 Driveway Widths
10.04.4.4.1 Residential See Standard Detail TRAFFIC-07 & 08
Residential driveways shall be used when serving four (4) or fewer living units.
Driveway widths shall be a minimum of ten feet (10’) and a maximum of twenty-four
feet (24’). Residential driveways shall be constructed using a minimum thickness of
six inches (6”) of non-reinforced concrete.
10.04.4.4.2 Commercial/Industrial See Standard Detail TRAFFIC-09 & 10
Commercial and industrial driveway widths shall be based on the number of lanes
used on the driveway and the type of use. Commercial driveways shall be
constructed using a minimum thickness of eight inches (8”) of reinforced concrete
The three categories described below will be determined based on the vehicles
expected to use the site.
A. Light commercial/industrial driveways should be used for sites where
the average vehicle use will range from passenger vehicles to small
size delivery trucks. Examples include mini marts, strip malls, fast-
food restraints, triplexes, and small apartment buildings. Driveways
will have one entering lane and up to two exiting lanes with the lane
widths restricted to a maximum of twelve feet (12’).
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
B. Medium commercial/industrial driveways should be used for sites
where the average vehicle use will range from medium to high
volumes of passenger vehicles to multiple medium delivery trucks per
day and the occasional large tractor/trailer delivery truck. Examples
included supermarkets, large outlet stores, shopping malls, large
apartment buildings, and busy retail stores located on arterials.
Driveways will have one entering lane and up to two exiting lanes
with the lane widths restricted to a maximum of fourteen feet (14’).
C. Heavy commercial/industrial driveways should be used for sites
where high volumes of medium to large tractor/trailer trucks enter
and exit every day. Examples include manufacturing and storage
warehouses. Driveways will have one entering lane and one exiting
lane with the lane widths restricted to a maximum of sixteen feet
(16’).
Driveway uses discussed above may be subject to change based on the street
classification on which they are located. For example: a site use that may normally
fall under the light commercial/industrial classification may be upgraded to a medium
commercial/industrial classification if it is located on a principal or minor arterial to
facilitate moving vehicles off the right-of-way in a more efficient manor.
10.04.4.5 Restricted Access Driveways
Restricted Access Driveways are used to restrict turning movements out of or into
driveways. Turning restrictions at driveway locations shall be by one of the following
methods as deemed appropriate by the City.
A. Median Islands (Per Section 10.15.1)
B. Traffic (“C”) Curbs (Per Section 10.15.2)
C. Pork Chops (Per Section 10.15.3)
D. Signing (Per Section 10.15.4)
E. Pavement Markings (Per Section 10.15.5)
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.05 Sidewalks
Sidewalk requirements vary by street classification and corridor/area specific standards as
determined by the City. Sidewalks are required along both sides of all street classifications
except for rural streets.
10.05.1 Sidewalk Widths See Standard Details TRAFFIC-23 & 24
Sidewalks shall be a minimum of five feet (5’) in width for all local residential and
residential collector streets. Sidewalks shall be a minimum of ten feet (10’) in width for all
principal arterials, minor arterials, non-residential collectors, and local non-residential
streets. Non-standard widths of sidewalk greater than the standards identified above
may be required to maintain continuity on existing corridors. All sidewalks shall have a
minimum of five feet (5ft) of unobstructed width.
10.05.1.1 Downtown Auburn
Sidewalk widths in the Downtown Urban Center Zone shall be a minimum of ten feet
(10’) in width as measured from face of curb to face of building or Right-of-way. All
sidewalks in the downtown zone shall maintain a minimum walking zone of five feet
(5’) in width, free of all obstructions including utilities, signage, street trees, furniture or
other elements, permanent or temporary.
10.05.2 Structural Section See Standard Details TRAFFIC-23 & 24
Sidewalks shall be a minimum of four inches (4”) thick concrete over two inches (2”) of
Crushed Surface Top Course (CSTC). At driveway crossings the sidewalk section shall
match that required for the driveway. When sidewalks are installed at the back of the
curb, a thickened edge shall be provided as shown in City of Auburn Standard Details
TRAFFIC 23 & 24.
10.05.3 Meandering Sidewalks
The City Engineer may approve meandering sidewalks along a corridor when the sidewalk,
landscaping, lighting, signing, right-of-way, and other surface features are integrated into
the design of the improvements. Additional right-of-way (or an easement) may be required
to accommodate the meander of the sidewalk and other surface features.
10.05.4 Accessibility
All sidewalks shall be designed according to the Americans with Disabilities Act (ADA)
guidelines. Cross slopes shall not exceed two percent (2%). Sidewalk grade shall not
exceed the grade of the adjacent street centerline.
10.05.4.1 Curb Ramps See Standard Details TRAFFIC-25 & 26
Curb ramps shall be provided at all intersections and pedestrian crossings having
vertical curb sections. Every curb ramp shall have at least one receiving ramp. In
special conditions, curb ramps shall also be provided to enable passage across
curbed radius return access points. All curb ramps shall have detectable warning
patterns formed with manufactured truncated domes painted yellow.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.06 Bikeways
The City of Auburn bikeway standards are designed to ensure that bikeways are constructed
in a manner that provides a safe and convenient network of interconnected routes for
bicycling.
Bikeways are any road, street path or way which in some manner is specifically designated for
the exclusive use of bicycles or are to be shared with other transportation modes. Bikeway
facilities shall be incorporated into development and transportation projects in accordance with
the Future Trail and Bicycle Network plan adopted by the City of Auburn Comprehensive
Transportation Plan.
Bikeways shall be designed in accordance with AASHTO’s “Guide for the Development of
Bicycle Facilities 1999,” the latest adopted edition of FHWA’s Manual on Uniform Traffic
Control Devices (MUTCD), this section, and applicable City of Auburn standard details.
10.06.1 Bikeway Classifications
The City of Auburn’s Future Trail and Bicycle Network consists of various classification
bikeways. Typically, these bikeways are shared with other transportation modes, although
they may be provided exclusively for bicycle use. Bikeways are categorized as follows:
10.06.1.1 Class I Bikeway
Class I Bikeways are facilities shared with other non-motorized modes and are
physically separated from motorized vehicle roadways. For the purposes of this
section, Class I Bikeway design standards are for bicycle facilities that generally
parallel a roadway with minimal crossflow by motor vehicles. It is designed and built
primarily for use by bicycles, but may also be used by pedestrians, joggers, skaters,
wheelchair users (both non-motorized and motorized), equestrians, and other non-
motorized users. When required, Class I Bikeways shall be designed for two-way
traffic and meet the following minimum design criteria:
10.06.1.1.1 Width
Standard Class I Bikeways shall include a fourteen foot (14’) paved section in
accordance with Section 10.06.1.1.2. Minimum ten foot (10’) paved width.
10.06.1.1.2 Structural Section
Minimum pavement section of six inches (6”) of gravel base, two inches (2”) of
Crushed Surface Top Course (CSTC), and two inches (2”) of Class “B” asphalt
concrete pavement. When the California Bearing Ratio (CBR) of the existing soil is
less that five (5), an additional six inches (6”) of gravel base shall be required. When
the trail is also utilized as a service road, the Class “B” asphalt concrete pavement
section shall be increased to three inches (3”).
10.06.1.1.3 Geometrics
Class I Bikeways shall closely conform to the grades of the adjacent street and meet
the geometric design standards of AASHTO’s “Guide for the Development of Bicycle
Facilities 1999”.
10.06.1.1.4 Buffer
Class I Bikeways shall have a minimum five foot (5’) landscape buffer located
between the bikeway and any adjacent street.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.06.1.1.5 Driveway Crossings
Where Class I Bikeways are intersected by driveways appropriate signing and
pavement markings shall be provided consistent with MUTCD requirements for
midblock crossings.
10.06.1.1.6 Ownership
Class I Bikeways that are part of the City’s Future Trails and Bicycle Network shall be
public and shall be located within the public right-of-way, tracts or easements.
10.06.1.2 Class II Bikeway
Class II Bikeways, or “Bike Lanes,” are incorporated within the street right-of-way.
Bike lanes are established on streets in corridors where there is a current of
anticipated bicycle demand and where it would be unsafe for bicyclists to ride in travel
lanes. Bike lanes shall be provided in accordance with the Future Trail and Bicycle
Network plan pursuant to the City of Auburn Comprehensive Transportation Plan.
Bike lanes are exclusive one-way bicycle facilities delineated by pavement markings
and signing. Bicycle traffic is carried in the same direction as the adjacent motorized
vehicle traffic. When required, bike lanes shall meet the following minimum design
criteria:
10.06.1.2.1 Width
Minimum six foot (6’) paved width as measured from nearest edge of the travel way
to face of curb, edge of pavement, or edge of parking lane.
10.06.1.2.2 Structural Section
Bike lanes shall have the same pavement cross-section as the adjacent street.
10.06.1.2.3 Geometrics
Class II Bikeways, as part of the street section, shall follow the same geometric
design standards.
10.06.1.3 Class III Bikeway
Class III Bikeways, or “Shared Lane,” are facilities shared by bicyclists and motorized
vehicles. Class III Bikeways will be utilized, in accordance with the Future Trail and
Bicycle Network plan, on existing streets as interim bike corridors until a Class I or
Class II facility can be provided. Class III Bikeways may or may not be delineated
with shared use pavement markings and signage. Generally, lower-speed/lower-
volume streets are adequate for bicycle travel, so additional signing and pavement
markings for bicycle use are unnecessary. When required, Class III Bikeways shall
meet the following minimum design criteria.
10.06.1.3.1 Width
Minimum fourteen foot (14’) paved width as measured from laneline to face of curb,
edge of pavement, or edge of parking lane.
10.06.1.3.2 Structural Section
Class III Bikeways shall have the same pavement cross-section as the adjacent
street.
10.06.1.3.3 Geometrics
Class III Bikeways, as part of the street section, shall follow the same geometric
design standards.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.06.1.4 Class IV Bikeway
Class IV Bikeways consist of all improved roadways unless otherwise designated as
Class I, Class II, or Class III Bikeways.
10.06.2 Bikeways at Railroad Crossings
Railroad-Bikeway grade crossings shall be designed as near perpendicular as possible. If
rail crossing is less than forty-five degrees (45°), an additional paved shoulder of sufficient
width shall be provided to permit the bicyclist to cross the track at a safer angle. Where this
is not possible and train speeds are low, compressible flangeway fillers will be required.
When not under City control the railroad owner shall be responsible for bicycle crossings.
10.06.3 Bikeways at Roundabouts
Class I Bikeways at roundabouts shall be combined with the adjacent sidewalk, if
applicable; to create a single shared use crossing through the roundabout zone.
Class II and Class III Bikeways shall be terminated a minimum of sixty-five feet (65’) in
advance of roundabouts using appropriate signing and striping with transitions to the
adjacent pedestrian facilities which shall be enhanced through the roundabout zone,
consistent with a Class I Bikeway, to accommodate the shared use with bicycles.
10.06.4 Bikeways at Signalized Intersections
Class I Bikeway crossings at signalized intersections shall be combined with the adjacent
sidewalk, if applicable, to create a single shared facility utilizing the protected pedestrian
crossing at traffic signals.
Class II and Class III Bikeways shall be provided an optional transition to the adjacent
pedestrian facilities a minimum of fifty feet (50’) in advance of traffic signals using
appropriate signing and striping. The adjacent pedestrian facility shall be enhanced to
Class I Bikeway standards in advance of the transition point to accommodate the shared
use through the intersection.
10.06.5 Bikeways at Unsignalized Intersections
Class I Bikeway crossings at unsignalized intersections shall be combined with the
adjacent sidewalk, if applicable, to create a single shared use crossing. Class II Bikeways
shall be delineated in accordance with City of Auburn standard details and MUTCD bike
lane requirements for intersections.
10.06.6 Bikeway Pavement Markings, Signing, and Striping
Pavement markings, signing, and striping for bikeways shall be designed in accordance
with City of Auburn standard details and Manual of Uniform Traffic Control Devices
(MUTCD) requirements.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.07 Pavement Design
This section of the Standards has been prepared for engineers to use in the design of
pavement sections for City streets. The use of the following information will ensure that
paved transportation corridors are adequately built or improved in a uniform and consistent
manner.
The information contained in Table 10-5 has been established to minimize the structural
failures in streets, due to traffic loadings and/or existing soils conditions. Engineers will be
allowed to do their own pavement designs in accordance with the current AASHTO design
procedure and the minimum City requirements supplied in Section 10.07.3.
The pavement design information contained herein was established for a complete range of
street and traffic conditions excluding principal arterials. It has been simplified so that
extensive data and computer analysis is not necessary for developing pavement designs for
most projects. A separate design study will be required for principal arterials and streets
where the daily average traffic count is expected to exceed 15,000 vehicles per day and
streets where unusually heavy truck and bus traffic is expected or encountered, such as
freight routes and bus routes.
Freight routes are defined in the “City of Auburn Comprehensive Transportation Plan”.
Studies should be performed along the freight route to determine the vehicle mix and
volumes. Pavement sections for freight routes are not defined in the following tables and
need to be designed to accommodate anticipated volumes.
10.07.1 Design Requirements
10.07.1.1 Street Classification
The classification of a particular street, (i.e. Residential Collector), can be obtained
from the City of Auburn. The classification of a street will be required to determine the
volume and mix of vehicles for which it is designed.
In some cases where a street has yet to be designated a specific classification, street
pavement should be designed based on the anticipated traffic volume. An anticipated
daily traffic count can be obtained from the City of Auburn for the street in question or
a similar street that functions in the same manner. The City may, however, require
the applicant to obtain additional traffic information, as warranted.
10.07.1.2 Street Subgrade
For the purpose of pavement design, the California Bearing Ratio (hereafter referred
to as CBR) will be used to classify the type of existing subgrade soils. CBR’s are
used because most independent testing laboratories and geotechnical firms have the
ability to provide CBR data. The scope of this section does not cover existing
subgrade with a CBR less than “3”. When the CBR is less than “3”, a Geotechnical
Design is required.
The subgrade under the proposed street shall have its CBR evaluated by an
independent testing laboratory or geotechnical firm. The existing subgrade shall then
be classified as determined in the soils classification section (Section 10.07.3). The
proposed roadway shall have a minimum of one CBR test for every 1,000 feet of road
and/or for every obvious change in subgrade material (minimum of two (2) tests per
street).
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
Prior to placing any street base material, the subgrade shall be rolled and compacted
to a minimum of 95% of the maximum density as determined by ASTM D-1557
(Modified Proctor).
Any sections of a roadway that exhibit “pumping” shall be removed to a depth where
the pumping ceases and replaced with granular imported material that can be
compacted to the required 95% of the maximum density as determined by ASTM-
1557 without pumping, or as directed by a Geotechnical Engineer licensed in the
State of Washington.
If the existing subgrade is classified as a poor subgrade, then a geotextile fabric may
be required on the subgrade prior to placing any subbase or base materials. The
geotextile fabric shall be a woven, permeable fabric produced for placement in road
bases.
Other requirements for subgrade grading, including slopes and retaining wall, are
covered in Chapter 5.
10.07.1.3 Street Pavement Sections
Street pavement section requirements can be determined by using the pavement
design chart in Section 10.07.2. The CBR obtained from the testing or geotechnical
firm, the type and class of road from the City of Auburn, will assist in determining the
appropriate chart column.
A civil engineer licensed in the State of Washington may also design street pavement
sections. However, the minimum allowable thickness of asphalt will be a two inch (2”)
leveling course with a two inch (2”) overlay of class “B” asphalt. The maximum
allowable thickness for a single lift of asphalt shall be two inches (2”) for Class “B” and
four inches (4”) for Class “E”. Section 10.07.3 provides additional information on
pavement design requirements.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.07.2 Pavement Section Design Chart
The following chart contains the minimum allowed pavement design base on traffic
volumes and CBR’s unless otherwise designed by a licensed civil engineer. Due to high
traffic volumes and/or the large amount of truck and bus trips, Principal Arterials, bus
routes, and/or freight routes, as designated by the City, are not included and shall be
designed on a case-by-case basis.
Poor Soils
(CBR 3-5)
Medium Soils
(CBR 6-10)
Good Soils
(CBR 11-20)
Excellent
Soils
(CBR >20)
Private Streets
Alleys
Access Roads
2” CL “B”
5” CL “E”
12” Gravel Base
2” CL “B”
2” CL “E”
8” Gravel Base
2” CL “B”
2” CL “E”
6” Gravel Base
2” CL “B”
2” CL “E”
4” Gravel Base
Local Residential
Rural Residential
2” CL “B”
5” CL “E”
12” Gravel Base
2” CL “B”
2” CL “E”
8” Gravel Base
2” CL “B”
2” CL “E”
6” Gravel Base
2” CL “B”
2” CL “E”
4” Gravel Base
Local Non-
Residential
2” CL “B”
5” CL “E”
12” Gravel Base
2” CL “B”
4” CL “E”
8” Gravel Base
2” CL “B”
3” CL “E”
6” Gravel Base
2” CL “B”
2” CL “E”
4” Gravel Base
Residential Collectors
Rural Collectors
2” CL “B”
5” CL “E”
12” Gravel Base
2” CL “B”
4” CL “E”
10” Gravel Base
2” CL “B”
3” CL “E”
8” Gravel Base
2” CL “B”
2” CL “E”
6” Gravel Base
Non-Residential
Collectors
2” CL “B”
6” CL “E”
12” Gravel Base
2” CL “B”
5” CL “E”
10” Gravel Base
2” CL “B”
4” CL “E”
8” Gravel Base
2” CL “B”
3” CL “E”
6” Gravel Base
Minor Arterials 2” CL “B”
8” CL “E”
12” Gravel Base
2” CL “B”
7” CL “E”
10” Gravel Base
2” CL “B”
6” CL “E”
8” Gravel Base
2” CL “B”
5” CL “E”
6” Gravel Base
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.07.3 Requirements for Engineered Pavement Sections
Engineered pavement designs should follow the latest “AASHTO Guide for Design of
Pavement Structures” for flexible pavements and be based on the following criteria:
10.07.3.1 Traffic Requirements
For projects where a traffic analysis report was not required, to determine the amount
of traffic for which a street should be designed, contact the City to obtain the most
recent street classification and traffic counts. Traffic counts are done assuming there
is a 50/50 split in the direction of traffic. One hundred percent of the 50/50 split must
be assumed in the design lane, regardless of the number of lanes in each direction.
(Additional traffic information may be required.)
The existing traffic levels shall then be inflated to match the projected traffic at the end
of the roadways design life (in most cases a twenty-year design life will be used). The
rate of growth is one and a half percent (1.5%) for residential streets and three and a
half percent (3.5%) for commercial/industrial streets and arterials streets. The one
and a half percent (1.5%) growth can be waived in closed subdivisions with City
approval.
10.07.3.2 Pavement Minimums
For designers, the minimum allowable thicknesses of pavement sections are as
follows:
CL.“B” CL.“E” Gravel Base
Minor Arterials 2” 5” 6”
Residential/Rural Collectors 2” 2” 6”
Residential Streets 2” 2” 4”
Local Non-Residential 2” 2” 4”
Class E asphalt may be replaced with crushed rock at a ratio of two to three (every
two inches (2”) of asphalt may be replaced with three inches (3”) of crushed rock). At
no time however shall asphalt be placed in less than a two inch (2”) thick lift.
Geo-textile fabric may be required between the subgrade and the gravel base where
soil conditions are poor.
10.07.3.3 Soils Classifications
Prior to designing the pavement thickness, the soils condition of the area in which the
road or street is to be built shall be evaluated and classified into one of the following
four different categories in this Section. These classifications and the tested soil
properties shall then be used in the pavement design.
10.07.3.3.1 Poor Soils
These soils are relatively soft and plastic when wet and may contain appreciable
amounts of clays and silts. These soils would be classified as SC, ML, CL, OL,
MH, CH, or as OH as per the Unified Soils Classification System. The CBR values
for these materials range from 3 to 5.
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10.07.3.3.2 Medium Soils
These soils are relatively firm when wet and may contain some amounts of silt.
These soils would be classified as SP, SM, or SC as per Unified Soils
Classification System. The CBR value would range from 6 to 10.
10.07.3.3.3 Good Soils
These soils retain a substantial amount of their load-bearing capacity when wet.
These soils would be classified as GM, GC, SW, or SM as per the Unified Soils
Classification System. The CBR value for these materials may range from 10 to
20.
10.07.3.3.4 Excellent Soils
These soils are basically unaffected by moisture or frost. These soils would be
classified as GW, GP, GM, GC, SW, or SM as per the Unified Soils Classification
System. The CBR value for these materials would be greater than 20.
10.07.3.3.5 Unified Soils Classification Symbols
GW: Well graded or gravel-sand mixtures with little or no fines.
GP: Poorly graded gravels or gravel-sand mixtures with little or no fines.
GM: Silty gravels or gravel-sand mixtures.
GC: Clayey gravels or gravel-sand-clay mixtures.
SW: Well graded sands or gravelly sands with little or no fines.
SP: Poorly graded sands or gravelly sand mixtures with little or no fines.
SM: Silty sands or sand silt mixture.
SC: Clayey sands or sand-clay mixtures.
ML: Inorganic silts and very fine sands, rock flour, silty or clayey fine sands or
clayey silty that are slightly plastic.
CL: Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty
clays, lean clays.
OL: Organic silts and organic silt clays of low plasticity.
MH: Inorganic silts, micaceous or diatomaceous fine sand or silty soils, elastic
silts.
CH: Inorganic clays of high plasticity, fat clays.
OH: Organic clays of medium to high plasticity and organic silts.
10.07.3.4 Report Submittal
The applicant must submit a roadway analysis report to the City of Auburn, including a
narrative of the site conditions, the pavement sections, and applicable background
information for review and approval. The report must detail data on how the design
was achieved including information on the subgrade soils. (Note: The soils
classification in Section 10.07.3.3 is not a substitute for tests to support soil capacity.)
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.07.4 Materials Specifications
The following material requirements are referenced from the City of Auburn’s Engineering
Construction Standards Manual and WSDOT Standard Specifications and are subject to
change. For the most current definitions, please reference the Construction Standards
Manual.
10.07.4.1 Gravel Base
Gravel base shall be bank run gravel, defined as naturally occurring material having
characteristics such that when compacted in place on the roadway, it will provide a
course having greater supporting value than the subgrade on which it is placed. It
shall be from a pit approved by the City Engineer and shall be specified in Division 9-
03.10 of the WSDOT Standard Specifications.
10.07.4.2 Crushed Rock
Crushed rock use in City street construction will fall under the following two
classifications:
A. Crushed Surfacing Top Course (CSTC)
B. Crushed Surfacing Base Course (CSBC)
CSTC and CSBC shall be in accordance with Section 9-03.9(3) of the WSDOT
Standard Specifications.
10.07.4.3 Asphalt Concrete Pavement
Asphalt use in City street construction will typically fall under the following two
classifications:
A. HMA Class “E”
B. HMA Class “B”
Asphalt Concrete Pavement shall be in accordance with WSDOT Standard
Specifications and the City’s Engineering Construction Standards Manual.
10.08 Landscaping
10.08.1 General Landscaping Requirements
An area devoted to landscaping is included within the right-of-way of all street
classifications. This landscape strip is an integral part of the roadway cross-section. It
serves several important functions, including improving pedestrian safety by providing a
buffer between traffic and the sidewalk; providing the perception of a narrower travel
corridor, thereby slowing traffic; improving air quality; and improving the aesthetic
appearance of the street. Located between the sidewalk and the street, landscape strips
are frequently used by pedestrians, hence they should not contain shrubs for these can
create a tripping hazard. Shrubs with a mature height not greater than 3 feet are however
often appropriate in medians, entry features and other landscaped areas in the public
right of way not traversed by pedestrians.
The applicant shall design and install the landscape strip in accordance with these design
standards. The proposed design shall be reviewed and approved by the City.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
Landscape strips are required for local residential streets and residential collector streets.
The minimum width required for landscape strips is five feet (5’). Landscape strips shall
be located between the back of the curb and the sidewalk. The applicant shall provide
for and plant street trees within the landscape strip in accordance with these design
standards.
Street trees are required for principal arterials, minor arterials, non-residential collectors,
and local non-residential streets. Street trees shall be placed within the sidewalk in tree
pits with tree grates and spaced in accordance with the standards identified in Section
10.08.5.1.
10.08.2 Landscape Strip Components
Landscape strips contain several components. These include soil, the plants
themselves, structural items such as root barriers and tree grates, and may include street
furnishings such as luminaries, traffic signs, bus stops or shelters, benches, and mail
boxes.
10.08.3 Landscape Strip Dimensions
The roadway sections designate either five-foot (5’) or five and half-foot (5½’) wide
landscape strips.
10.08.4 Plant Layers
In order to balance a safe walking environment and improved aesthetics and air quality,
a multilayer planting approach is recommended in the landscape strip. For instance,
grass or an approved ground cover should be used at the ground level. Properly spaced
trees form the upper or canopy level. Within this general framework are many choices,
outlined in the Plant Selection section below.
In summary, the landscape strip will contain the following layers:
1. Ground Cover(s) or Grass—Required
2. Trees—Required
10.08.5 Trees
10.08.5.1 Placement and Spacing
Trees shall be placed so that they do not obstruct the view of any street intersection,
driveway, or visibility of any traffic control device or sign. Sight distance triangles shall
be used to analyze visibility at street intersections. Trees shall be centered in the
landscape strip. When a landscape strip is not required, trees shall be placed in tree
wells with tree grates within the sidewalk per City of Auburn Standard Detail
TRAFFIC-64.
Nearby features such as street lighting, inground utilities, buildings or overhead wires
will also affect where trees should be located. Minimum size for street trees shall be a
two inch (2”) caliper, measured two feet (2’) above the root ball.
Minimum spacing for street trees should be 1 1/2 times the mature diameter of the
tree canopy as identified in Table 10-5A.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
Planting Next to a Building: Where a building is placed close to the sidewalk, the
mature size of a tree should be considered when selecting species. Trees with a
pyramidal, columnar, or oval shaped canopy are preferable; a tree with a round head
is generally unsuitable in this situation.
Overhead Wires: When trees must be planted directly under or when the mature
canopy is within twelve feet (12’) of overhead utility lines, species with a mature
maximum height of twenty-five feet (25’) must be selected.
Street Lighting: Trees need to be located at least half their mature canopy width or
twenty feet (20’) from light standards, whichever is greater. Planting locations should
be coordinated with locations of lighting standards.
Street Signage: Trees shall be planted to avoid blocking the view of street signage.
Underground Utilities: Trees shall be planted so as to avoid impacts on
underground utilities.
Clearance: Trees shall be pruned as they grow to provide at least seven feet (7’)
vertical clearance above sidewalks and fourteen feet (14’) of vertical clearance above
roadway surfaces.
10.08.5.2 Tree Canopy Shape
Tree canopy shapes are an important factor in the selection of street trees. The
setting will often dictate which canopy shapes are most appropriate. This in turn will
aid in the selection of the most suitable species.
The guidance offered below includes information about which tree canopy shapes
work best under different conditions. Table 10-5A offers information about tree
species and their canopy shapes.
10.08.5.2.1 V-Shaped Trees
V-shaped (sometimes also called “vase shaped”) trees have canopies that are
narrow toward the bottom and broad at the top. The American Elm is a classic
street tree with this shape. V-shaped trees may have arching branches that form a
canopy over both street and sidewalk. They generally do not cause problems with
overhead power lines or traffic.
10.08.5.2.2 Pyramidal Trees
Pyramidal or cone-shaped trees are typically broad at the base of the canopy and
are somewhat pointed at the top. Planted close together, pyramidal trees can
screen unwanted views or create vistas. Lower branches sometimes droop with
age and may have to be limbed up in later years to provide the needed clearance.
10.08.5.2.3 Round Trees
These are generally wide spreading trees that need more space than other
shapes.
10.08.5.2.4 Oval Trees
Oval trees are taller than they are wide and cause less interference with traffic.
10.08.5.2.5 Columnar Trees
Columnar trees are useful in locations where there is little available room between
the street and buildings, awnings, or other features. Branches of columnar trees
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
tend to grow up rather than out. Many branch lower than other types of trees
without causing problems with traffic or pedestrians.
10.08.5.3 Root Direction Devices
All street trees planted within a five foot (5’) wide landscape strip shall use a root
direction device to deflect tree roots downward into the soil. Any tree planted on
public property within 10 feet or less of a sidewalk or curb shall be planted with a root
directional device. These devices are used to eliminate damage to sidewalks as the
tree roots extend beyond the original planting pit.
The root barrier should be placed along two sides of the tree, parallel to the sidewalk
and to the curb line. Under specific circumstances, wider strips that contain utilities
may also need root barriers to reduce conflicts. Plan submissions should indicate the
location of root barriers and provide a specification sheet on the product to be used.
10.08.5.4 Tree Planting Wells and Grates
In highly urbanized settings such as downtown, it may be necessary to install street
trees into an existing street and sidewalk setting. Where high levels of pedestrian
traffic is expected, it may be necessary to place trees into a paved area rather than a
landscape strip. In these situations planting wells and grates may be necessary. The
desirable size for a tree planting well is thirty-six square feet (36 sq.ft.) or greater. A
minimum of twenty-five square feet (25 sq.ft.) should be provided.
Where trees are within a heavily traveled pedestrian area, their roots can be easily
damaged. In these areas tree grates or other means such as pavers in sand will be
required to protect the health of the tree.
Where tree wells or grates are necessary, provide planting details, specifications, and
product sheets for proposed tree-planting wells and tree grates. See Standard Details
TRAFFIC-14.
10.08.6 Plant Selection
There are innumerable plant choices for each layer of the landscape strip. Selection is
based on:
Size of the landscape strip
Canopy shape of trees
Size and type of leaves
Root shape
Site environmental conditions, such as the amount of sunlight available or
moisture in the soil; and
Aesthetic qualities desired.
Needled evergreens shall NOT be used in landscape strips, unless the strips are very
wide.
10.08.7 Plant Selection Table
Table 10-5A provides several acceptable species of trees. Many other trees are
appropriate and alternative selections may be proposed if desired. Alternative plant
choices must be evaluated and approved by the City.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
Column Headings: A short description of several of the column headings follows:
Height and Canopy Width (in feet):
Trees vary considerably in height and mature width and these dimensions are
identified per species to ensure that the right tree is being planted in the right
location.
Landscape Strips/Wells and Grates and Median:
This section identifies which species are appropriate to be planted in these locations
Sun:
Sun Needs full sun
Sun/Shade Takes sun to part shade; needs at least ½ day of sun
Shade Shade to part shade. Protect from full sun, especially in afternoon
H20 Req. (Requirement):
Low Drought tolerant after 1st year
Mod Moderate water need. May need supplemental watering during dry season.
High Requires irrigation
Canopy Shape:
“V” V-shaped Trees (sometimes also called “vase shaped trees”)
Pyramid Pyramidal trees or cone shaped trees
Round Round trees
Oval Oval trees
Col. Columnar trees
See Table 10-5A with Tree Matrix.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
TABLE 10-5A (TREES FOR THE PUBLIC RIGHT-OF-WAY ENVIRONMENT)
Botanical
Name
Common
Name
Mature
Height
(ft.)
Mature
Canopy
Width
(ft.)
Min.
Landscape
Strip Width Planting OK?
Leaf
Size
Canopy
Shape
H20
Req Sun Remarks
5'-
6' >10'
Wells
&
Grates Median
Acer campestre
Queen
Elizabeth
Maple
'Evelyn' 35 30 x x x 2"-4" Oval Mod
Sun/
part.
sun Hardy tree
Acer freemanii
Autumn
Blaze Maple 50 40 x x 4"-8" Oval Mod Sun
Fast
Growing
Acer ginnala
Amur Maple 'Flame' 20 20 x x x
1.5"-3" Round Mod
Sun/ part. sun
Good power line tree.
Acer
grandidentatum
Rocky Mt
Glow Maple
'Schmidt' 25+ 15 x x x x 4"-8" Round Mod
Sun/
part.
sun
Requires
pruning
for
clearance
Acer Nigrum
Green
Column
Maple
'Green
Column' 50 20 x x x x 4"-8" Col Mod
Sun/
part.
sun
Acer platanoides
Norway
Maple
'Emerald queen' 50 40 x x 4"-8" Oval Mod
Sun/
part. sun Popular variety
Acer
platanoides
Norway
Maple
'Columnar' 40 15 x x x x 4"-8" Col Mod
Sun/
part.
sun
Good
street tree
Acer rubrum
Bowhall
Maple
'Bowhall' 40 15 x x x x 2"-4"
Upright/
round Mod
Sun/
part.
sun
tolerant of
wet soil
Acer rubrum
Scarlet Sentinel Maple
'Scarsen' 40 20 x x x x 2"-4" Col Mod
Sun/ part.
sun
tolerant of
wet soil
Acer rubrum
Karpick
Maple
'Karpick' 35-40 20 x x x x 2"-4" Col Mod
Sun/
part.
sun
Acer saccharum
Sugar Maple
'Green
Mountain' 45 35 x x 3"-6" Oval Mod
Sun/
shade/
part.
sun
Acer truncatum
x A. platanoides
Pacific Sunset
Maple
'Warrens
Red' 30 25 x x x x 4"-8" Round Mod Sun
Good fall
colors
Amelanchier x
grandiflora
Serviceberry
'Princess
Diana' 20 15 x x x 2"-4"
Upright/
round Mod
Sun/
part.
sun
Small
tree, red
in fall
Amelanchier x
grandiflora
Serviceberry
'Autumn
brilliance' 20 15 x x x 2"-4"
Upright/
round Mod
Sun/
part.
sun
Resistanc
e to ice
breakage
Carpinus
betulus
Pyramidal
European
Hornbeam
'Fastigiata' 35 25 x x x x 2"-4" Col Low
Sun/
part.
sun
Very urban
tolerant,
good
street tree
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
TABLE 10-5A (TREES FOR THE PUBLIC RIGHT-OF-WAY ENVIRONMENT) continued
Botanical
Name
Common
Name
Mature
Height
(ft.)
Mature
Canopy
Width
(ft.)
Min.
Landscape
Strip Width Planting OK?
Leaf
Size
Canopy
Shape
H20
Req Sun Remarks 5'-6' >10'
Wells
&
Grates Median
Carpinus
betulus
Frans
Fontain
Hornbeam 35 15 x x x x 2-4 " Col Mod Sun
Cercidiphyllum
Japonicum
"Rotfuchs"
Red Fox
Katsura 30 16 x x x x 4" Oval Mod Sun
Fagus sylvatica
Green
Beech 50 40 x x 5" Oval Mod
Sun/
part.
sun
Does not
like wet soil
Fagus sylvatica
Dawyck
Purple
Beech
'Dawyck
Purple' 40 12 x x x x 2"-4" Col Mod
Sun/
part.
sun
Purple
leaves
Fagus sylvatica Red Obelisk 35 12 x x x x
2 - 4
" Col Mod Sun
Fraxinus
americana
Ash 'Autumn
Applause' 40 25 x x x x 2"-4" Oval Low
Sun/
part.
sun
Deep red
fall colors
Fraxinus
oxycarpa
Raywood
Ash
'Raywood' 45 30 x x x x 2"-4" Oval Low Sun
Fraxinus
pennsylvanica
Leprechaun Ash 'Johnson' 18 16 x x x x 2"-4" Round Mod Sun
Good power line tree.
Fraxinus
pennsylvanica Ash
'Urbanite' 50 40 x x 2"-4" Pyramid Low Sun
Fraxinus
pennsylvanica Patmore Ash
'Patmore' 45 35 x x x x 2"-4" Oval Low Sun
Very good
tree
Ginko biloba
Ginko
'Autumn Gold' (Male
Trees Only) 45 35 x x x x 2"-4" Oval Mod
Sun/
part.
sun
Use males
only
Ginko biloba
Ginko
'Princeton
Sentry'
(Male Trees
Only) 40 15 x x x x 2"-4" Col Mod
Sun/
part.
sun
Use males
only
Liriodendron
tulipefera Tulip Tree 60 30 x x 4"-6" Oval Mod Sun
Extremely
large tree
Lirioendron
tulipifera
Tulip tree
'Arnold' 60 30 x x x 4"-8" Oval Mod Sun
Grows
extremely
large
Malus "Marilee" 24 10 x x x x 2"-4" Cone Mod Sun
No fruit.
Good
power line
tree.
Nothofagus antartica Southern Beech 50 35 x x 2"-4" Round Mod Sun
Plantus x
acerifolia
Planetree
'Yarwood' 50 40 x 6"-7" Round Mod Sun
Bark
defoliates
Prunus
Mt. St.
Helens Plum
'Frankthrees' 20 20 x x x x 2"-3" Round Mod Sun
Hardy tree.
Good
power line
tree.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
TABLE 10-5A (TREES FOR THE PUBLIC RIGHT-OF-WAY ENVIRONMENT) continued
Botanical
Name
Common
Name
Mature
Height
(ft.)
Mature
Canopy
Width
(ft.)
Min.
Landscape
Strip Width Planting OK?
Leaf
Size
Canopy
Shape
H20
Req Sun Remarks
5'-
6' >10'
Wells
&
Grates Median
Prunus
Snow Goose
Cherry 'Snowgoose' 20 20 x x x 2"-4"
Upright
spreading Mod Sun
Disease
resistant.
Good power line tree.
Prunus
cerasifera
Flowering
Plum 'Krauter
Vesuvius' 30 15 x x x x 2"-4" Round Mod Sun
Prunus
sargentii
Cherry
'Columnarus' 35 15 x x x x 4"-8" Col Mod Sun
Fast
grower.
Prunus
serrulata
Flowering
Cherry
'Amanogowa' 20 6 x x x x 2"-4" Vase Mod
Sun/
part.
sun
Short lived.
Good power
line tree.
Prunus x hillieri Cherry 'Spire' 30 10 x x x x 2"-4" Col Mod
Sun/
part.
sun
Good fall
colors.
Prunus x
yedoensis
Flowering
Cherry
'Akebono' 25 25 x x x 2"-4"
Round/
vase Mod Sun
Best pick for region.
Good power
line tree.
Pyrus
calleryana Pear 'Capital' 35 12 x x x 2"-4" Col Mod Sun
Susceptible
to fire blight.
Pyrus
calleryana
Pear
'Aristocrat' 40 28 x x x x 2"-4" Pyramid Mod Sun
Susceptible
to fire blight
Pyrus calleryana Pear 'Redspire' 35 25 x x x x 2"-4" Pyramid Mod Sun Susceptible to fire blight
Pyrus
calleryana
Pear 'Autumn
Blaze' 30 25 x x x 2"-4" Round Mod Sun
Susceptible
to fire blight
Quercus
Crimson Spire Oak
'Crimschmidt' 45 15 x x x x 4"-8" Round Mod Sun
Quercus robur
Skyrocket
Oak 'Fastigiata' 45 15 x x x 4"-8" Oval Mod Sun
Good street
tree
Styrax
japonica
Japanese
Snowbell 25 25 x 2"-4" Round Mod
Sun/
part.
sun
Slow
growing.
Good power
line tree.
Tilia americana
Linden 'Redmond' 35 20 x x x x 4"-8" Pyramid Mod
Sun/
part. sun tolerant to wet soil
Tilia cordata
Linden
'DeGroot' 30 20 x x x x 2"-4" Pyramid Mod
Sun/
part.
sun
Tilia cordata
Chancelor
Linden
'Chancole' 35 20 x x x x 2"-4" Pyramid Mod
Sun/
part.
sun
Good street
tree
Tilia cordata
Linden
'Greenspire' 40 30 x x x x 2"-4" Pyramid Mod
Sun/ part.
sun
Tolerant to difficult
conditions
Zelkova
serrata
Zelkova
'Village
Green' 40 38 x x 1"-3" Vase Mod Sun Good tree
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
Table 10-5B provides several acceptable species of ground covers and, shrubs less than 3 feet
high. Many other types of plants may be appropriate and alternative selections may be
proposed if desired. Alternative plant choices must be evaluated and approved by the City.
See Table 10-5B.
TABLE 10-5B (GROUND COVER/LOW SHRUBS)
Botanical
Name Common Name
Mature Height
(ft.)
Minimum
Planting
Area Width
(ft.) Sun
Obvious
Flowers Remarks
Arctostaphylos
Una-Ursi
Kinnikinnick
Bearberry 0.5’ to 1’ 5 to 6'
Full sun
to partial
shade Yes
Useful on slopes, poor
or dry soils. Slow to
establish;
must be weeded early.
Ceanothus
Gloriosus
California Wild
Lilac 1.5’ 6' to 8' Full sun Yes
Cotoneaster
Dammeri
Bearberry
Cotoneaster < 2’ 5 to 6 ' Yes Fast growing
Euonymus
Fortunei Coloratus
Purple Leaf Winter
Creeper 1.5’ 6' to 8'
Full sun
to light shade Yes
Hypericum
Calycinum St. John's Wort 1’ to 1.5’ 2'
Full sun
to partial
shade Yes
Juniperus
Horizontalis
Blue Chip
Juniper/Hughes
Juniper 1’ 6' to 8' Full sun No
Microbiota
Decussata
Siberian Carpet
Cypress 1.5’ 7' to 8'
Full sun
to light
shade No
Rubus
Calycinoides
Evergreen
Bramble 1’ 6' Full sun Yes
Vinca Minor Periwinkle 0.5’ 1.5'
Full sun
to partial
shade Yes
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.08.8 Planting Methods and Maintenance
Good horticultural practice should be employed in the preparation of the soil and planting
pits. This will include:
1. Conserving topsoil and replacing it on the site.
2. Performing soil tests.
3. Providing corrective soil preparation as necessary.
10.08.9 Establishment Period
The developer will be responsible for maintaining the trees and plants in the public
landscape strip, medians and entry features in a healthy condition for one (1) year after
acceptance of the project. Because landscape strips do not usually include irrigation,
maintenance will include providing water during dry periods. Weeds, diseases, and
insect pests must also be controlled.
10.08.10 Deviations from the Landscape Strip Standards
Site conditions may occasionally make adhering to the landscape strip standards difficult.
Deviations from the standards may be requested. The following paragraphs list
circumstances that may be appropriate conditions for requesting a departure from the
design standards:
Grass or Ground Cover: Where it is extremely difficult to maintain grass in a landscape
strip, heavy stone aggregate such as a washed river rock may be an acceptable
substitute. Lightweight rock such as lava rock is not acceptable. Paving over the
landscape strip is not acceptable.
10.09 Mailboxes See Standard Details TRAFFIC-16 thru TRAFFIC-19
Locating and installing mailboxes in connection with the construction or reconstruction of a
City street shall follow AASHTO and Post Office guidelines.
10.09.1 Mailbox Locations
Mailboxes shall be located a minimum of two feet (2’) back from the face of curb on
streets which have a curb. For streets without a curb, setbacks shall be determined
using ASSHTO standards. When locating mailboxes, access, sight distance, and
landscaping requirements shall be taken into account. Final locations shall be detailed
on the civil plans and approved by the serving Post Office and the City.
When mailboxes are located in the sidewalk, individually or in clusters, sidewalks shall be
widened to provide a minimum five feet (5’) of clearance around the mailboxes.
Widening of the sidewalk may require the dedication of additional right-of way.
10.09.2 Mailbox Installation
The owners or residents served by mailboxes will install and thereafter maintain their own
individual, clustered, or separated mailboxes as instructed by the U.S. Postal Service.
Mailbox installation shall follow City of Auburn Standard Details TRAFFIC-16, TRAFFIC-
17, TRAFFIC-18, and TRAFFIC-19.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.10 Illumination
10.10.1 General
The City desires to have safe and uniform lighting standards for streets to allow safe
comfortable use by all users. The City has approved standard lighting infrastructure for
reliability and ease of parts inventory and maintenance. Roadway lighting is required
along all City owned streets except classified Rural Collectors and Rural Residential.
Street lighting design shall be in conformance with the design criteria in the most recent
edition of the IES Lighting Handbook (Illuminating Engineering Society of North America)
and applicable WSDOT and City of Auburn Construction Standards.
10.10.2 Design
The City of Auburn prefers staggered lighting on all Principal and Minor Arterials. Single
sided lighting may be acceptable if approved by the City. Local Residential streets will
have a choice between a standard light and an ornamental alternative. Table 10-6 has
been included as a general guideline for determining illumination sizing and location
requirements. Project specific lighting calculations shall be provided to insure minimum
illumination levels will be met. Light level calculations shall be done ignoring any existing
substandard luminares (PSE lights on wood poles, etc.).
All poles and bracket arms shall be designed for the street lighting luminaire with a
minimum weight of fifty pounds (50 lb.) and to withstand pressures caused by wind loads
of ninety miles per hour (90 mph) with a gust factor of 1.3.
Special consideration shall be given for light levels at crosswalks, curves, conflict points
and street ends and shall be designed to meet the minimum light level of 0.2 foot candle.
Roadway lighting levels also are impacted by the type of pavement surfacing and special
consideration shall be given for surfaces like concrete roadways.
When pedestrian lighting is used the street light design shall be done independent from
the influence of the pedestrian lighting. Pedestrian light spacing shall not exceed five
times the mounting height. When pedestrian lighting is installed, sidewalk lighting shall
be designed for two foot (2’) candles.
All illumination plans shall include a lighting schedule. Each luminaire shall be numbered
such that the circuit number, the mounting height, davit length and wattage are clearly
indicated.
For Boulevard streets, streets with median islands, double arm street lights in the median
may be allowed meeting all applicable design criteria of these standards. In addition,
access accommodations allowing for light maintenance vehicles to park outside the travel
way must be incorporated into the median island design.
The locations of street lights shall take into consideration any obstacles which may screen
or impede lighting levels such as street trees and awnings. Street trees shall be located a
minimum of twenty feet (20’) from all streetlights.
10.10.3 Table 10-6 Lighting Schedule
The following Light Spacing is based on the roadway classifications for a typical straight
roadway section with a staggered lighting configuration. Wider road sections, curves,
intersections, cul-de-sacs and single sided lighting configurations must use a calculated
design meeting the criteria on Table 10-6 with the exception of the Spacing criteria.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
TABLE 10-6
Street
Classification
Street
Width
(feet)
Lamp
Wattage
Average
Maintained
Light Level
(foot-
candle)
Required
Uniformity
Ratio
Minimum
Light Level
(foot-
candle)
Luminaire
Mounting
Height
(feet)
Light
Pattern
Davit
Arm
Length
(feet)
Spacing
(feet)
Principal
Arterial
61 400 1.4 3 To 1 0.2 35 40 M-C III 12 190
Minor Arterial
50/61 250 0.9 3 To 1 0.2 35 M-C III 10 190
Non-
Residential
Collector
44 250 0.9 3 To 1 0.2 35 M-C III 6 200
Residential
Collector
34 150 0.6 3 To 1 0.2 30 M-C III 6 175
Local Non-
Residential 34 150 0.6 3 To 1 0.2 35 M-C III 6 160
Rural
Collector*
Local
Residential 28 100 0.4 6 To 1 0.1 30 M-C III 8 185
Local
Residential
Ornamental
Alternative
28 100 0.4 6 To 1 0.1 12 M-C III N/A 140
*Illuminate Signalized Intersections only.
For downtown pedestrian lighting requirements, contact the City of Auburn.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.10.4 Light Standard Foundations See Standard Detail TRAFFIC-49, TRAFFIC-61
& TRAFFIC-63
All light poles shall be placed on a foundation. Foundations for light standards shall
conform to Standard Detail TRAFFIC-49, or TRAFFIC-61 and TRAFFIC-63 for the
Downtown light standards.
Light pole foundations adjacent to sidewalks shall include a four inch (4”) concrete pad
and conform to Standard Detail TRAFFIC-48.
10.10.5 Service Cabinet See Standard Detail TRAFFIC-51
All new luminaires shall be connected on an electrical circuit that is connected to a power
source through a service cabinet. Service cabinets shall conform to Standard Detail
TRAFFIC-51 and shall be metered with a photocell installed for luminaire control. The
service cabinet shall be within fifty feet (50’) of the Puget Sound Energy (PSE) point of
service connection.
Service cabinets should be installed behind the sidewalk when possible at locations that
do not impede maintenance access. The cabinet should be located in the center of the
system so there are a near equal number of lights being served on separate circuits from
each side of the cabinet.
The number of luminaires per service will be based upon the type of luminaire and the
capacity of the service. Testing may be required to determine if additional luminaires may
be added to an existing service.
10.10.6 Service Cabinet Foundations See Standard Detail TRAFFIC-51
The Service Cabinet foundation shall conform to Standard Detail TRAFFIC-51.
10.10.7 Conduit
Street light conduit shall be Schedule 40 PVC-ASTM D1785. All conduits for street
crossings shall be Schedule 80 PVC-ASTM D1785. All conduits installed under sidewalk
and driveway areas shall be Schedule 40 PVC-ASTM D1785. Conduit type shall not
change within a run. Conduits installed under paved roadway, not crossing the roadway,
shall be Schedule 80 PVC-ASTM D1785. Conduits shall have a minimum of twenty-four
inches (24”) of cover. The City requires that street light conduit be extended through a
property’s frontage for future expansion of the lighting system.
10.10.8 Junction Boxes See Standard Detail TRAFFIC-50
A. Street Junction boxes shall conform to Standard Detail TRAFFIC-50.
Junction boxes shall be of the type specified on the plans and shall conform
to the requirements of WSDOT Standard J-40.10-01. All junction boxes shall
be locking.
B. Type 1 junction boxes shall be located adjacent to the sidewalk within the
landscaping strip, if provided, or adjacent to the back of sidewalk if a
landscape strip does not exist, or within the shoulder of a non-curbed
roadway.
10.10.9 Light Standards
A. STANDARD LUMINARE See Standard Detail TRAFFIC-49
Lighting standards shall be tapered aluminum, davit-style units, with five feet
nine inch (5’9”) radius per Section 9-29.6(1)A (Lighting Standards and Davit
Arms, of the City of Auburn Engineering Construction Standards), and shall
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
be installed in conformance with City of Auburn Standard Detail TRAFFIC-48
and TRAFFIC-49.
B. DOWNTOWN STREET LIGHTING LUMINARE See Standard Detail
TRAFFIC-63
Light standards located within the Downtown Urban Center as depicted on
the Comprehensive Zoning Map shall be a 40 foot Concrete Ameron MBR.
C. DOWNTOWN PEDESTRIAN LUMINARE See Standard Detail
TRAFFIC-61 & 61a
Pedestrian light standards located within the Downtown Urban Center as
depicted on the Comprehensive Zoning Map shall be 18 ft concrete Ameron
VBR.
D. LOCAL RESIDENTIAL ORNAMENTAL ALTERNATIVE LUMINARE See
Standard Detail TRAFFIC-62
The Local Residential Ornamental Alternative light standard shall conform to
Standard Detail TRAFFIC-62 and shall be Holophane Wadsworth series
fluted shaft with seventeen-inch (17”) diameter base (W12F4/17CA/BK or
DG) and may be used in residential plats in place of the standard luminare.
E. ANCHOR BASES
Anchor bases per Section 9-29.6(2) (Anchor Bases, of the City of Auburn
Engineering Construction Standards) shall conform to the Standard Detail
TRAFFIC-49, TRAFFIC-61, TRAFFIC-62, or TRAFFIC-63.
10.10.10 Light Standard Handholes See Standard Detail TRAFFIC-49
Light Standards handholes shall be four inches by six inches (4”x 6”) nominal non-flush
type in accordance with Standard Detail TRAFFIC-49.
10.10.11 Photoelectric Controls
Photocells installed on the service cabinet shall be “SST” Series model “SST-IES” or
approved equal in conformance with Section 9-29.11(2) (Photoelectric Controls) of the
City of Auburn Engineering Construction Standards. A bypass switch shall be required
inside the service cabinet, clearly marked PE Bypass. One photocell will be required per
service cabinet.
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10.10.12 Luminaires
A. Luminaires shall meet the general requirements of Section 9-29 (Illumination,
Signals, Electrical) of the City of Auburn Engineering Construction Standards
with the following modifications:
1. Clear burning high-pressure sodium light sources of the ratings shown
in the lighting schedule shall be used.
2. Street and Pedestrian Luminaires shall operate on 240 Volt AC and all
luminares shall be full cuttoff.
B. All luminaires and circuits shall conform to Table 10-7 below:
TABLE 10-7
Wattage Max. LuminairesPer Circuit
100 14
150 12
250 8
400 7
C. All luminaires shall be provided with markers for positive identification of light
source and wattage per Section 9-29.10 (Luminaires) of the City of Auburn
Engineering Construction Standards. A maximum of five percent (5%)
voltage drop across each circuit will be permitted. Voltage drop calculations
will be required for all non-standard illumination systems.
10.11 Survey Monuments Standard Details TRAFFIC-20 thru TRAFFIC-22
Survey monuments shall be placed or replaced in accordance with good practice in land
surveying. Monuments are required along the centerline of improvement of all new or
reconstructed streets. Monuments shall be placed at intersections, P.C. (points of
curvature), and P.T. (points of tangency).
All existing survey monuments that are disturbed, lost, or destroyed during construction shall
be replaced by a registered land surveyor registered in the State of Washington at the
expense of the responsible builder or developer.
10.12 Guardrail
Evaluation of embankments for guardrail installations shall be in accordance with Chapter
710 of the WSDOT Design Manual.
Guardrail installations shall conform to WSDOT/APWA Plan C-1, Beam Guardrail Type 1.
End anchors shall conform to WSDOT/APWA Plan C-6, Beam Guardrail Anchor Type 1.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.13 Bollards Standard Detail TRAFFIC-06
When necessary to deny vehicle access to an easement, tract, or trail (except for
maintenance or emergency vehicles) the point of access shall be closed by a line of bollards.
These shall include one or more fixed bollards on each side of the traveled way and
removable, locking bollards across the traveled way. Spacing shall provide one bollard on
centerline of the trail and other bollards at a maximum spacing of three feet (3’) to preclude
vehicular access. Bollard design shall be in conformance with Standard Detail TRAFFIC-06.
Fire access roads shall not be blocked in this manner without the concurrence of the Fire
Marshal. Bollards shall be ten feet (10’) from the paved edge of roadway.
10.14 Transit Stops
This section provides the minimum design standards to be used in the design of bus transit
facilities in the City of Auburn. Bus facilities shall be designed, located and installed in
cooperation with appropriate operating transit agency.
When determined appropriate by the City Engineer, or if comments are made by a transit
service agency, an applicant for new or expanded development is encouraged to consult
with King County METRO, or Pierce Transit to determine the practicality of how the site can
be served by transit oriented improvements such as bus pullouts, bus stops, or other
appurtenances.
10.14.1 Bus Pullout Requirements
Bus pullout lanes may be required where bus queuing or staging is required by the transit
agencies operations and at the discretion of the City Engineer. The following are
guidelines that would indicate pullouts would be appropriate:
A. Traffic and passenger boarding and debarking conditions warrant.
B. Traffic flow would be greatly hindered due to in lane stopping.
C. The posted speed limit is in excess of thirty miles per hour (30 mph).
10.14.2 Locations for Bus Pullouts
Bus pullout locations shall meet the following requirements:
A. Placement of bus pullouts shall be on the far side of signalized intersections and
non-signalized intersections immediately following the intersection. Distance
between pullouts should not be less than one thousand feet (1000’).
B. If far side pullouts are not possible, nearside pullouts will be evaluated. Mid-block
pullouts are discouraged. If a situation arises where a mid-block bus pullout is the
only option, pullouts should be constructed on both sides of a two-way street in a
complementary pair.
C. Maintaining adequate separation between access points, intersections, and bus
pullouts can increase the safety and efficiency of both the roadway and the transit
service.
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D. When locating a bus pullout consideration shall be given to existing access points
and where passengers have safe and direct access to sidewalks, crosswalks,
ramps, or other pedestrian facilities. Consideration shall also be given to trip
attractors, and activity centers.
E. Bus pullouts must meet sight distance requirements. See Section 10.03.
10.14.3 Design of Bus Pullouts
Bus Pullouts shall be designed in accordance with the applicable operating transit
agency’s guidelines. Designs must follow applicable guidelines for facilities used by the
physically challenged (Americans with Disabilities Act). The King County Metro Transit
Planning Office or Pierce County Transit should be contacted for specific design
questions.
10.14.4 Bus Stop Requirements
Bus stops are located, designed and installed as part of a cooperative effort between the
City and the operating transit agency. Bus stops are managed as part of a right of way
use permit granted by the City to the operating transit agency. In general bus stop
location and design decisions should follow the facility design guidelines of the operating
transit agency. The King County Metro Transit Planning Office or Pierce County Transit
should be contacted for specific design questions.
10.14.5 Locations for Bus Stops
In general bus stop location and design decisions should follow the facility design
guidelines of the operating transit agency. The following are guidelines that indicate
where bus stops are appropriate:
A. Projected or existing passenger boarding and debarking demand warrant a stop.
B. Traffic characteristics and street design make the location safe to stop a transit
vehicle.
C. The location meets the facility guidelines and fleet specifications of the operating
transit agency.
D. The stop is required to be accessible to the physically challenged (Americans with
Disabilities Act).
10.14.6 Bus Stops Features
In general bus stop location and design decisions should follow the facility design
guidelines of the operating transit agency. The following are some guidelines that would
indicate what type of treatment would be appropriate by type of bus stop.
A. Shelters should be installed at bus stops with an existing or estimated 25 or more
boardings per day.
B. Benches should be installed at bus stops with an existing or estimated 15 or more
boardings per day.
C. Trash receptacles should be installed and maintained by the operating transit
agency at all bus shelters. A sign should be placed indicating that the shelter stop
is maintained by the operating transit agency and giving specific contact
information to report problems with the stop including a phone number.
D. At all bus stops experiencing 15 or more boardings per day trash receptacles may
be placed by the City or adopt a spot group and should be maintained by the City
or the adopt a stop group.
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E. Information schedules and schedule holders shall be placed at all inbound stops
(stops where buses are headed toward a major Central Business District), at all
transfer points and at heavily used outbound stops.
F. Additional bus stop lighting should be provided at locations where lighting levels
are determined to be less than 3 foot candles.
G. The stop should be accessible to the physically challenged (meeting the
requirements of the Americans with Disabilities Act).
10.15 Traffic Control Devices
Traffic Control devices are all signs, signals, markings and other devices used to regulate,
warn, or guide traffic. All traffic control devices shall meet the requirements of FHWA’s latest
adopted version of the Manual on Uniform Traffic Control Devices (MUTCD) and the
standards herein.
10.15.1 Median Islands
Median Islands are raised barriers constructed between opposing lanes of travel. Median
Islands are generally restricted to classified roadways and may be required in order to:
1. Control access along a corridor, or
2. Provide a traffic calming element.
10.15.1.1 Median Island Design
Median Islands shall be designed using the same geometric criteria as the street on
which they will be constructed. Medians shall also meet the following requirements:
A. Median Ends: Median ends shall be flared at intersections and at breaks to
allow for transitioning traffic, ease of street sweeping and shall include signage in
accordance with MUTCD requirements.
B. Width: Median islands shall be a minimum curb to curb width of eight feet (8’)
when landscaped and a minimum of four feet (4’) in width when paved.
C. Shy Distance: One foot (1’) minimum shy distance shall be maintained from
face of median curbs to edge of travel lanes.
D. Landscaping/Paving: Landscaping in medians shall conform to the
requirements of Section 10.08. Median paving shall be stamped asphalt with
colors and patterns approved by the City.
E. Irrigation: Landscaped medians shall include irrigation systems.
F. Illumination: Street lights on streets with median islands eight feet (8’) in width
and greater shall be located in the medians using dual arm posts and shall meet
the minimum light level requirements of Section 10.10.
G. Maintenance Access: Median islands eight feet (8’) in width and greater shall
provide a paved maintenance staging area fifty feet (50’) in length with
mountable curbs. Median islands smaller than eight feet (8’) in width shall
include one fifty foot (50’) break in the median per block.
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REF. H\DEVELOPMENT\Design Standards\Chapter 10 (01-10)
10.15.2 Traffic “C” Curbs
Traffic “C” Curbs are barrier curbs used for the restriction of turning movements and to aid
in the channelizing of traffic, Traffic “C” curbs may be required in order to control access
along a corridor within the restricted zones of any functional intersection boundary as
defined in Section 10.04.
10.15.2.1 Traffic “C” Curb Design
Traffic “C” Curb layout shall be designed using the geometric criteria for
channelization. An approved list of barrier curb products can be obtained from the
Public Works Department. Use of any Traffic “C” Curb products not on the approved
list must be approved by the City Engineer and meet the following requirements:
A. Shall be a National Cooperative Highway Research Program (NCHRP 350)
approved product.
B. Shall be constructed of all-weather, shatter and crumble resistant materials.
C. Shall not restrict the flow of street surface drainage.
D. Shall include MUTCD compliant reflective markings and vertical channelizing
devices.
10.15.3 “Pork Chop” Islands
“Pork Chop” Islands are barrier islands used to restrict turning movements at driveways.
They may be required at any driveway where left turns are restricted and Median Islands
or Traffic “C” Curb installation is not feasible. When required, Pork Chops shall be
accompanied by appropriate turn restriction signing and pavement markings.
10.15.4 Signing
All signing shall be per the “Manual on Uniform Traffic Control Devices” (MUTCD) and
City of Auburn Engineering Construction Standards.
Developments shall be responsible for providing and installing all traffic control signs,
including but not limited to street name signs, regulatory signs, warning signs, barricades,
and bicycle/pedestrian signs as required.
10.15.5 Pavement Markings See Standard Detail TRAFFIC-35
Pavement markings, raised markers, or striping shall be used to delineate channelization,
lane endings, crosswalks, and longitudinal lines to regulate, warn or guide traffic. The
City shall approve all channelization plans and crosswalk locations.
10.15.5.1 Crosswalks See Standard Details TRAFFIC-36 thru TRAFFIC-38
& TRAFFIC-58
Crosswalks shall be installed at all intersections controlled by traffic signals and other
areas approved by the City. Crosswalks shall be a piano key design consisting of
white thermoplastic material. The position of the crossbars should be spaced in such
a way as to allow the majority of wheel traffic to pass in the unpainted space.
10.15.5.2 Left-turn Channelization See Standard Detail TRAFFIC-40 & 42
Left-turn channelization shall include a minimum of one hundred fifty feet (150’) of full-
width lane to include storage and a reverse curve ninety feet (90’) in length for posted
speed up to forty-five miles per hour (45 mph). The reverse curve may be included in
the taper distance. The standard width of a left-turn lane will be eleven feet (11’).
Left-turn arrows per Standard Detail TRAFFIC-35 shall be installed twenty-five feet
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(25’) behind the stop bar. Additional storage may be required for long vehicles or
anticipated left-turn queues longer than the minimum storage. If storage length
exceeds one hundred fifty feet (150’), auxiliary turn arrows will be installed at one
hundred foot (100’) intervals. Deviation requests from the minimum left turn lane
storage requirements will need a traffic study submittal and approval by the City
Engineer.
10.15.5.3 Left-turn Lane at End of Two-way Left-turn Lane See Standard
Detail TRAFFIC 39
Left-turn lane at the end of two-way left-turn lanes shall conform to Standard Detail
TRAFFIC-39.
10.15.5.4 Lane Division See Standard Detail TRAFFIC-43
All pavement markings used to separate or channelize traffic shall conform to
Standard Detail TRAFFIC-43.
10.15.5.5 Painted Islands
Painted islands will be allowed on a case-by-case basis with approval from the City
Engineer. Pavement markings for painted islands shall meet the MUTCD
requirements.
10.15.5.6 Two-way Left-turn Lanes See Standard Detail TRAFFIC-40 & -41
The installation of two-way left-turn lanes on City streets will be determined by the
City based on street classifications and left turn requirements. The minimum width of
a two-way left-turn lane shall be eleven feet (11’). The delineation lines shall be SBY
(Single Broken Yellow) and a SSY (Single Solid Yellow) along the opposing lanes per
the MUTCD. Two-way traffic arrows shall be spaced every one hundred fifty feet
(150’) along this lane. The designer should pay special attention to the beginning and
endings of this type of lane and use clearly defined tapers or islands to maintain traffic
safety.
10.15.6 Construction Area Temporary Traffic Control
The contractor shall be responsible to provide and maintain all signs, barriers, warning
lights, striping, and flag control required for maintaining public safety in construction
areas. Traffic control shall be maintained at all times when construction is in progress on
all streets, and access points in the construction area.
Construction activities will not be allowed in the public right of way without an approved
traffic control plan.
10.16 Roadway Barricades Standard Detail TRAFFIC-05
Temporary and permanent barricades shall conform to the standards described in
Section 6C-8 of the Manual on Uniform Traffic Control Devices (MUTCD) and Standard
Detail TRAFFIC-05.
A. Type I or Type II barricades may be used when traffic is maintained through an area
being constructed/reconstructed.
B. Type III barricades may be used when streets are closed to traffic. Type III
barricades may extend completely across the street (as a fence). Where provision
must be made for access of equipment and authorized vehicles, the Type III
barricades may be provided with movable sections that can be closed when work is
not in progress, or with indirect openings that will discourage public entry. Where job
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site access is provided through the Type III barricades, the developer or contractor
shall assure proper closure at the end of each working day.
C. In the general case, Type III barricades shall be installed to close arterials or other
through streets hazardous to traffic. They shall also be used to close off lanes where
tapers are not sufficiently delineated.
D. Type III barricades shall be used at the end of a local access street terminating
abruptly without cul-de-sac bulb or on temporarily stubbed off streets. Each such
barricade shall be used together with an end-of-road marker.
10.17 Traffic Impact Analysis
The City of Auburn has established guidelines for Traffic Impact Analysis that are herein
adopted by reference. These guidelines are used to identify capacity and safety concerns,
to assist in the evaluation of site design as it relates to traffic engineering issues, and to
identify appropriate solutions and mitigation.
To adequately assess a development’s traffic impact, the City Engineer may require a Traffic
Impact Analysis. The requirement for a Traffic Impact Analysis will be based on the size of
the development proposed, existing street and intersection conditions, traffic volumes,
accident history, safety considerations, community concerns, and other pertinent factors
relating to traffic impacts attributable to the development.
10.17.1 When Traffic Impact Analyses are Required
The following is a list of some specific conditions that may dictate the requirement for
preparing a Traffic Impact Analysis.
The development generates more than 30 PM peak hour trips on a corridor.
The development may potentially affect the implementation of the street system
as outlined in the Comprehensive Transportation Plan and Six Year
Transportation Improvement Program (TIP), or of any other documented
transportation project.
The development proposes a rezone of the subject property.
The original Traffic Impact Analysis for a future development is outdated due to
changes in traffic volumes in the vicinity of the proposed project or approved
pipeline projects or a change in the proposed land use’s trip generation and/or
distribution.
The development could potentially affect safety or requires an analysis to assist
in designing appropriate access.
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10.17.2 Elements of a Traffic Impact Analysis
Each development traffic review is different and, as such, each traffic study should be
cooperatively designed to address the city’s specific concerns. Traffic impact analyses
are therefore required to be scoped by and with the City Engineer. They may include all
or some of the following elements:
Corridor Level of Service analyses,
Intersection Level of Service analyses,
Access point level of service analyses,
Critical gap analyses,
Horizontal and vertical sight distance analyses,
Roundabout analyses,
Traffic signal warrant analyses,
Stop control warrant analyses,
Turn lane warrant analyses,
Access management design,
Other analyses and information as required by the City Engineer.
10.17.3 Special Uses
Special event land uses which do not exhibit typical trip generation characteristics may
require unique analysis, including but not limited to weekend and off-peak scenarios, and
AM versus PM time frames. Examples of such uses would be concert stadiums,
racetracks or uses which exhibit substantial traffic peaking associated with special events
that are scheduled on a periodic basis.
The traffic analysis for such uses may include a traffic management plan to control traffic
impacts associated with the special events.
10.17.4 Mitigation Identification
In order to protect the public from potentially adverse impacts of the proposal, to fulfill an
identified need for public services within the impacted area related to the development, or
both, the Traffic Impact Analysis shall identify methods of mitigating on-site and off-site
deficiencies for present and proposed phases of the development. The analysis shall
make recommendations for improvements necessary for safe and efficient traffic flow and
bicycle, pedestrian, and transit movement and access proportional to the identified
impacts. Build-out Year, Long-Range Forecast Year, and project phasing impacts shall be
considered. All or some of the following items are to be included in the mitigation
identification:
Methods for mitigating on-site impacts and mitigation recommendations,
Methods for mitigating off-site impacts and mitigation recommendations,
Discussion of whether on-site and off-site improvements are justified,
reasonably related to, and proportional to the impacts of the proposed
development,
Any requirements or mitigation measures associated with the Area Circulation
Plan.
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10.17.5 Recommendations
The Traffic Impact Analysis report shall clearly state the mitigation measures
recommended by the analysis and shall summarize how the recommended mitigations
are proportional to the identified impacts. The recommended street and highway
mitigation measures shall be explained in sufficient detail in the analysis to allow them to
be understood and evaluated. The recommendation shall also include the following:
Clear statements of the applicant’s recommended mitigation measures.
Scaled drawings depicting recommended mitigation improvements and their
relationship to existing and proposed conditions if drawings are needed.
10.17.6 Area Circulation Plan
Area Circulation Plans are plans which support the development of a multi-modal
transportation network with safe, efficient and pleasant routes for pedestrians, bicyclists,
transit users, and motor vehicle occupants. The plan recognizes the link between land
use and transportation planning and promotes land use and development patterns that
encourage walking, bicycling, and transit use.
The goal of an Area Circulation Plan is to "provide a transportation system that will
facilitate the safe and efficient movement of people and goods throughout the community
while supporting the designated Land Uses in the Comprehensive Plan.” This goal
applies to all aspects of circulation including: vehicular, mass transit, bicycle, and
pedestrian. In order for the City of Auburn to successfully meet the vision set forth in the
Comprehensive Plan, the Area Circulation Plan will need to address a variety of
transportation modes to facilitate the convenient and efficient movement of people in and
near new development.
Area Circulation Plans are required for all new development of general commercial and
industrial property. They also may be required for land uses which do not exhibit typical
trip generation characteristics that require unique analysis, including but not limited to
weekend and off-peak scenarios, and AM versus PM time frames.
The Area Circulation Plan shall include sufficient information to adequately assess the
functionality of the proposed development and its impact on surrounding properties and
circulation systems, including but not limited to:
Mapping details, such as site boundaries and dimensions, site acreage, vicinity
map, north arrow, scale, title block, etc.;
Access to the site and interior site circulation;
Proposed lot layout;
Other items which may impact adjacent property, such as general parking
arrangement, delivery truck/dock locations, medians or traffic control devices,
median breaks, and other information as deemed necessary by the City
Engineer and Planning Director.
Any development or subdivision of the property shall generally be consistent with the
Area Circulation Plan as approved or amended. No plat, building permit, or certificate of
occupancy shall be issued for the property unless all construction and development
generally conforms to the Area Circulation Plan.
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10.18 Table 10-1 Summary Matrix of Minimum Street Design Requirements
CLASSIFICATION SECTION PRINCIPAL
ARTERIAL
MINOR
ARTERIAL RESIDENTIAL COLLECTOR NON-RESIDENTIAL
COLLECTOR
RURAL
COLLECTOR
LOCAL
RESIDENTIAL
LOCAL
NON-RESIDENTIAL
RURAL
RESIDENTIAL
Roadway Section Standard Detail No. TRAFFIC-27 TRAFFIC-28 TRAFFIC-29 TRAFFIC-30 TRAFFIC-31 TRAFFIC-32 TRAFFIC-33 TRAFFIC-34
Average Daily Traffic (ADT) 10.01 Over 15,000 10,000 –
15,000 2,500 – 10,000 2,500 – 5,000 1,000 – 5,000 Up to 1,200 Up to 1,200 Up to 1,000
RIGHT-OF-WAY
Width (ft) 10.02.9 876 71/826 556 65 60 50 55 50
Intersection Radii- Min. (ft) 10.02.9 39.5 29.5 19.5 24.5 17 9 24.5 7
TRAVELWAY
Roadway Width (ft) 10.02.9 616 50/616 346 44 28 28 34 24
Curb/Gutter 10.02.9.4 Y Y Y Y N Y Y N
Number Of Lanes 10.01 5 4/5* 2/3* 3 2 2 2 2
Inside Through Lane Width (ft) 10.02.9.1 11 11 N/A N/A N/A 10 N/A N/A
Curb Lane Width (ft) 10.02.9.1 14 14 11.5 16 14 10 17 12
Center Turn Lane Width (ft) 10.02.9.2 11 11 11 12 N/A N/A N/A N/A
Bikeway Class/Width (ft) 5 10.06 Cl. 1 / 10 Cl. 1 / 10 Cl. 2 / 6 N/A Cl. 3 N/A N/A N/A
Intersection Curb Radii (ft)1 10.02.9.6 50 40 30 35 30 20 35 20
Parking Allowed 10.02.9.5 N N N N N Y, one-side N Y/ two-sides4
ROADSIDE
Shoulder Width (ft) 10.02.9.4 N/A N/A N/A N/A 8 N/A N/A 3
Sidewalk Width (ft) 10.05.1 10 10 5 10 0 5 10 0
Street Trees with Grates 10.08 Y Y N/A Y N/A N/A Y N/A
Landscape Strip Width (ft) 10.08.1 5 w/ Cl. 1 trail5 5 w/ Cl. 1 trail 5 5 N/A N/A 5.5 N/A N/A
Illumination 10.10 Y Y Y Y Only at
Intersections Y Y Only at Intersections
INTERSECTION
Min/Max Horizontal Approach Angle 10.04.1.2 90° ± 5° 90° ± 5° 90° ± 5° 90° ± 5° 90° ± 5° 90° ± 5° 90° ± 5° 90° ± 5°
Minimum Landing Approach Length (ft) 10.04.1.5 30 30 20 20 20 20 20 20
Maximum Landing Approach Grade (%) 10.04.1.5 3 3 5 5 5 5 5 5
GEOMETRIC DESIGN CRITERIA
Posted Speed (mph) 2 10.02.7 45 40 35 35 30 30 30 40 35 30 25 30 25
Design Speed (mph) 2 10.02.7 55 50 45 45 40 35 35 45 40 35 30 35 30
Min. Horizontal Curve Radius (ft)2, 8
(For Standard Cross Section) 10.02.1 9720 8150 4930 1121 821 544 544 1125 821 544 333 510 333
Min. Tangent Between Reverse Curves (ft) 2 10.02.2 150 150 150 150 150 100 150 100
Maximum Rate of Superelevation, e (%) 10.02.3 8 8 0 0 8 0 0 0
Max. Vertical Grade (%)2, 3,7 10.02.4 6 6 8 8 8 8 8 8
Cross Slope (%) 10.02.6 3 3 3 3 3 2 2 2
DRAINAGE
Closed System 6.00 Y Y Y Y Only at Driveways Y Y Only at Driveways
Open System 6.00 Y Y
* Minor Arterials may be designed as either a four (4) lane road (two lanes in either direction) or a five (5) lane road (two lanes in either direction and a center turn lane) based on the Comprehensive Plan designation.
Residential Collectors may be designed as either a two (2) (one lane in either direction) or three (3) (one lane in either direction and a center turn lane) lane road based on the configuration of access points to the collector system.
1 At intersections with two different street classifications, use the highest classification for curb radii. 2 Table values are for standard cross sections with a relatively level grade and are for reference only. For accurate design values reference the AASHTO Manual “A Policy on Geometric Design of Highways & Streets.” 3 Vertical curves will be required when the algebraic grade difference is more than 1%. 4 Parking shall be located where space is available, outside of the required three-foot (3’) shoulder. 5 The construction of separated bikeways shall be required in conjunction with street projects when designated by the Comprehensive Plan.
6 Required pavement and right-of-way widths may be greater then that shown to accommodate medians and/or bike lanes as required to meet Comprehensive Plan designations or to address traffic calming. See Section 10.06.
7 Vertical grades may be increased to 10% for non-arterial streets upon approval of the City Engineer. 8 Minimum radii are for streets designed using the recommended cross slopes listed above. Minimum street radii for Arterials and rural Collectors may be reduced by superelevating the street section per the requirements above.
Chapter 11 – Site Design
11.00 Preface
The design of building sites within the City of Auburn shall conform to the City of Auburn
Municipal Code unless modified herein.
Compliance with these standards does not alleviate the design engineer from using sound
professional engineering practices. The design criteria contained herein are the minimum
acceptable under standard conditions. Special conditions may require more stringent
requirements that will be addressed during the plan review process.
The intent of this Chapter is to provide a cross-reference listing and brief description of the
other requirements that may apply to projects that are defined by other Codes and
regulations.
11.01 Zoning Code Requirements
Title 18 of the Auburn City Code (Zoning) identifies the regulations that implement the city’s
Comprehensive Plan, protect the health safety and welfare of the community, and defines
the development standards (setbacks, height, permitted uses, etc.) applicable to the Zoning
District the project is located. The requirements of the Zoning Code are in addition to all of
the requirements to this manual.
11.01.1 Building Setbacks and Lot Orientation Requirements
Each zoning district within the City defines the building setback to streets and interior
property lines. While the required setbacks vary for each Zoning District (please refer the
“development standards” applicable to each zone, Auburn City Code 18.06 to 18.44) the
lot orientation requirements remain the same, in accordance with Auburn City Code
18.04.570.
The front yard setback is measured from the property lines along the right-of-way. When
the property has frontage on more than one street and one of those streets is street
classified by the city’s Comprehensive Transportation Plan as an “arterial,” the front yard
setback is always measured from that edge of right-of-way. If the parcel fronts more than
one street and more than one of those streets, or none of those streets, are classified as
an “arterial,” the front yard setback is determined by the applicant. If the property does
not have street frontage and is accessed by a private easement, coordination is required
with the Planning Department for the application of building setback requirements for the
parcel.
Please keep in mind that other requirements of the Zoning Code may require an
additional building setback beyond the development standards of the specific zone.
11.01.2 Landscaping
Landscaping is a Code requirement applied to projects in the majority of zones within the
city. The general intent of the city’s landscaping provisions is to maintain and protect
property values, provide visual unity, improve the character of areas, replace vegetation
lost during development, and in some cases create visual screens or buffers.
Auburn City Code 18.50 defines both the requirements of landscaping in each zone
(plant spacing, landscaping width, and plant size) and the characteristics of plant
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REF. H\DEVELOPMENT\Design Standards\Chapter 11 (8-04)
spacing. Each of these requirements varies depending on the zone the project is located
within, the zones adjacent to the parcel, and the type of uses being proposed on the
parcel. For example, in zones that permit outdoor storage areas, the landscaping Code
requires screening of those storage areas. Please contact the Planning Department with
questions related to the landscape requirements of the project.
11.01.3 On-Site Parking Requirements
Code-required parking is based on the land use of the property. Auburn City Code 18.52
defines the number of stalls required for each land use and the size of stall required
when using ninety degrees (90°) or some other adopted angled parking stall.
11.02 Land Use Approvals
11.02.1 Subdivisions
Auburn City Code Title 17 defines the regulations applicable to preparing and processing
applications for subdivision.
A preliminary plat application is filed when applicants seek to create five (5) or more lots.
This application requires preliminary approval followed by construction of the
improvements (installation of utilities, roads, etc.). A final plat application is also required
which will demonstrate the construction has been completed in accordance with the
approved preliminary plat. The City Council must approve both applications.
A short subdivision application is filed when applicants seek to create four (4) lots or less.
Before the City can approve the application, the applicant must complete or guarantee all
the required subdivision improvements. The City relies on a one-step process for short
subdivision applications.
Please review the applicable requirements from Title 17 before filing your applications.
Please contact the Planning Department with any questions.
11.02.2 Planned Unit Developments
The City has adopted Planned Unit Development (PUD) regulations to allow for a greater
flexibility in design for some projects. To qualify, the property must be at least 10-acres
in size unless it contains environmentally sensitive areas or features of importance to the
neighborhood or community that warrants preservation or is located on sites adjacent or
contiguous to an existing PUD such that the new proposal will function as an extension of
that PUD.
Auburn City Code 18.69 defines the requirements for PUD proposals. Please note that a
pre-application meeting is required before the City will accept a PUD application. Please
contact the Planning Department with questions you have related to the PUD Code or the
pre-application meeting process.
11.02.3 Gated Communities
Provisions for gated communities were adopted in 2002 to provide for additional flexibility
in designing quality residential projects. While Auburn City Code 18.48 does define the
Zoning Code requirements for gated communities, it is important to remember that all
applicable provisions of the Zoning Code apply in addition to the requirements of this
manual.
Please contact the Planning Department with questions you may have related to gated
communities.
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11.03 Other Site Design Criteria
This Chapter will in the future also contain information on the following:
• Garbage dumpster locations and design.
• ADA Accessibility.
• Building related issues.
• On-site traffic circulation.
• Fences.
• Other.
Chapter 12 – City Telecommunication Utility
12.00 Preface
The design of City Telecommunications facilities located within City right-of-way shall be in
conformance with these standards.
Compliance with these standards does not alleviate the design engineer from using sound
professional engineering practices. The design criteria contained herein are the minimum
acceptable under standard conditions. Special conditions may require more stringent
requirements that will be addressed during the plan review process.
City telecommunications facilities shall be included in the Facility Extension Agreement
(FAC) between the developer and the City when the Agreement includes street
improvements per ACC 12.64.
12.01 Design Criteria
The City has established the following minimum requirements to ensure the efficient
construction of City telecommunication utilities with the least impact to City transportation
and other utility infrastructure. The design of City telecommunications facilities shall also
meet the requirements of Section 9.01.2, Public and Private Utilities Located Underground
Within City Right-of-Way with the exception that a construction permit is not required if this
work is completed as part of a Facility Extension Agreement.
City telecommunications facilities may be required in conjunction with street improvements
on all roadways classified as Arterial or Collector. Such facilities, when required, shall be
extended the full length of the street improvement. When feasible, placement of the facilities
shall accommodate connection with other existing or future telecommunication facilities
within the corridor.
12.01.1 Conduits
City telecommunication conduits shall be 3-inch PVC Schedule 40 and shall have a
minimum of 24 inches of cover and, except for street crossings, shall be located under
the sidewalk per Standard Detail TRAFFIC-54. If no sidewalk is included in the scope of
the required street improvements, the conduit will be installed in the most feasible
location within the street construction limits as directed by the City. Roadway crossings
shall be minimized and sweeps shall be long sweep 90 degree bends. Trace wire shall
be placed within the conduit. Conduits shall be placed a minimum of 5 feet from other
utilities.
12.01.2 Splice Vaults and Pull Boxes
When required, splice vaults and pull boxes shall be per the standard details GENERAL-
05, -05a, -06 and -06a respectively. Splice vaults shall be placed every 1,500 feet. Pull
boxes shall be placed every 500 feet and at all arterial and collector intersections.
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DEFINITIONS
AASHTO - American Association of State Highway and Transportation Officials.
Access Point - A driveway or private street that connects to the general public street
system. A public street is not considered an access point.
ACP - Asphalt Concrete Pavement.
Activity Centers - Locations such as schools, parks, retail areas and shopping centers,
places of employment, or public service areas that attract people.
ADT - Average Daily Traffic. The total two-directional volume of traffic passing through a
given point during a given time period, divided by the number of days in that time period.
Aggregate - A mixture of various soil components (e.g. sand, gravel, and silt).
Alley - Right-of-way, usually narrower than a street with an all weather surface, which
provides access to the rear boundary of two (2) or more residential or non-residential
properties and is not intended for general traffic circulation.
Applicant - The owner or their agent seeking approval from the city for any land use or
other related permit or approval referenced in City of Auburn Code and which requires
utilization of these Standards. References: See Developer.
Appurtenance - Equipment and/or accessories that are a necessary part of an operating
utility system or subsystem.
APWA - American Public Works Association.
ASTM - American Society for Testing and Materials.
Backfill - Replacement of excavated material with suitable material compacted as specified.
Backwater - Water held back by some obstruction, natural or artificial.
Backwater Curve - A plot of depth versus location along the channel containing backwater.
Bicycle Facilities - A general term referring to improvements that accommodate or
encourage bicycling, including parking facilities, bike racks, bicycle route mapping and
bicycle route development.
Boring/Jacking - Grade and alignment-controlled mechanical or other method of installing a
pipe or casing under a street without disturbing the surrounding medium.
Breakaway Structure or Breakaway Design - A structure or installation that has been
crash tested in accordance with National Cooperative Highway Research Program
procedures. (NCHRP 230).
Capacity – (1) The maximum number of vehicles that have a reasonable expectation of
passing over a given roadway or section of roadway in one direction during a given time
period under prevailing roadway and traffic conditions. (2) The volume of liquid or gas that
can be transported by a pipe. (3) The load-carrying limit of a structure.
Carrier - Pipe directly enclosing a transmitted fluid or gas.
Casing - A larger pipe enclosing a carrier for the purpose of providing structural or other
protection to the carrier and/or to allow for carrier replacement without re-excavation, jacking
or boring.
CF - Cubic Feet.
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Channelization - The separation or regulation of conflicting traffic movements into definite
paths of travel by the use of pavement markings, raised islands or other suitable means to
facilitate the safe and orderly movement of both vehicles and pedestrians.
Check - A short section of built-up channel placed in a canal or irrigation ditch and provided
with gates or flashboards to control flow or raise upstream level for diversion.
Check Dam – Short berm used as erosion protection on steep drainage ditches.
City - The City Engineer or any designee thereof. References: See City Engineer.
City Council - The city legislative authority.
City Engineer - The City Engineer for the City of Auburn. References: See Engineer.
Clean-Out - A pipe through which plumbing snakes can be pushed to unplug a sewer.
Clear Zone - The total streetside border area, starting at the edge of traveled way, available
for safe use by errant vehicles. This area may consist of a shoulder, a recoverable slope, a
non-recoverable slope, and/or a clear run-out area. The desired width is dependent upon
the traffic volumes, speeds, and the streetside geometry.
CMP - Corrugated Metal Pipe.
Coating - Protective material applied to the exterior of a pipe or conduit to prevent or reduce
abrasion and/or corrosion damage.
CY - Cubic Yard.
Dedication - The transfer of land or the interest of land by the owner of such land to the City
for public uses, reserving no other rights than such are compatible with the full exercise and
enjoyment of the uses the property has been dedicated.
Conduit - An enclosed tubular runway for protecting wires or cables.
Contractor - The individual, partnership, firm, corporation or joint venture, contracting with
the Developer to do prescribed work.
Commercial Property Use - Property with residential developments with four or more
dwelling units per parcel or commercial developments. This is consistent with building
permit administration in City of Auburn.
Concrete Plain - Concrete that is not reinforced with steel.
Concrete Thrust Blocking – Concrete that is used to support fittings in water mains.
Control Zone - That Streetside area defined by the "Control Zone Distance Table"; found in
Appendix 5 of the WSDOT Utilities Manual, within the street right-of-way in which placement
of utility objects is controlled.
Corporation Stop – A brass fitting used to connect service lines to a water main.
Cover - Depth to top of pipe, conduit, casing or gallery below the grade of a street or ditch.
Cross Connection - Connecting fire, irrigation and drinking water supplies together, or
connecting storm and sanitary sewers together.
Cul-de-sac - A street closed at one (1) end by widened pavement of sufficient width for
vehicles to turn around.
CSBC - Crushed Surfacing Base Course.
CSTC - Crushed Surfacing Top Course.
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Dead End Street - Street that accesses the roadway system only at one end. Dead end
streets are permanent conditions and should end in a cul-de-sac where appropriate. See
Also Stub End Street.
Design Speed - Design speed is the maximum safe speed that can be maintained when
conditions are so favorable that the design features of the highway govern.
Detention Tanks and Vaults - Detention tanks and vaults are underground facilities for the
storage of surface water. Tanks are typically constructed from corrugated metal pipe.
Vaults are constructed from reinforced concrete.
Detention Time - The average time spent by water in a basin or structure.
Developer - The Owner and any agent of the Owner authorized to represent the Owner.
References see Applicant.
Development - All structures and other modifications of the natural site above and below
ground on a particular site.
DHV - Design Hour Volume. Hourly traffic volume used for street design and capacity
analysis, usually one or more peak hours during a 24-hour period.
Director - The Director of the City of Auburn Public Works Department or his/her authorized
representative.
Drain - Appurtenances to discharge accumulated liquids from casings or other enclosures.
Driveway Approach - See Access Point.
Easement - A right to use or control the property of another for designated purposes.
Edge of Traveled Way - The face of curb for streets that are, or will be constructed to urban
standards and the edge of pavement (not shoulder) for streets that are, or will be
constructed to rural standards.
Embankment - A raised structure constructed of natural soil from an excavation or borrow
source.
Encroachment - Occupancy of city right-of-way by non-roadway structures or other objects
of any kind.
Engineer - The City Engineer for City of Auburn or any designee thereof.
Force Main - A sewer line that is pressurized.
Franchise - Occupancy and use document granted by the city required for occupancy of
street rights of way.
Geometrics - The arrangement of the visible elements of a street such as alignment, grade,
sight distance, widths, and slopes.
Grade - Rate or percent of change in slope, either ascending or descending from or along
the roadway. It is measured along the centerline of the roadway or access point.
Gravity Distribution - A water supply that uses natural flow from an elevated tank or
mountain reservoir to supply pressure.
Hazard - A side slope, an object, water, or a drainage device that, if impacted, would apply
unacceptable impact forces on the vehicle occupants or place the occupants in a hazardous
position. It may be either natural or man-made.
Headwall - Entrance to a culvert or sluiceway.
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Hydraulic Jump - The rapid change in the depth of flow from a low stage to a high stage
resulting in an abrupt rise of water surface.
Impervious Layer - A geologic layer through which no water can pass.
Infiltration – (1) The act of stormwater permeating into the ground. (2) Groundwater that
enters sewer pipe through cracks and joints, or the movement of water through the upper
soil.
Interception - Rain that falls on vegetation and other impervious objects, which evaporates
without contributing to the runoff.
Intersection Sight Distance - The distance required for a vehicle, traveling at or near the
posted speed on a major street, to reduce speed to avoid overtaking a vehicle, which has
entered the intersection from the minor street. The entering vehicle can be making right, left-
turning movements or crossings.
Island - A defined area between traffic lanes for control of vehicle movements and/or for
pedestrian refuge.
Joint Use Driveway Tract - A jointly owned and maintained tract or easement serving two
(2) properties.
Landing - A road or driveway approach area to any public or private road.
Lateral - A sewer line that goes off at right angles to another.
LF - Linear Feet.
Manhole - An opening in an underground utility system into which workers or others may
enter for the purpose of making installations, inspections, repairs, connections, cleaning,
and testing.
Median - That portion of a divided roadway separating the traveled ways for traffic in
opposite directions.
Mode Split - The percentage of overall trips made by different means of transportation.
MPH - Miles per hour.
MSE Walls - Mechanically Stabilized Earth Walls.
MUTCD - The Manual on Uniform Traffic Control Devices.
MVO – Minimum valve opening.
NDCBU - Neighborhood Delivery and Collection Box Unit.
Outfall - The pipe that discharges completely treated wastewater into a lake, stream or river.
Passing Sight Distance - The minimum sight distance required for the driver of one vehicle
to pass another vehicle safely and comfortably.
Pavement - The combination of gravel base, crushed rock, and asphalt concrete pavement
placed on a subgrade to support the traffic load and distribute it to the subgrade.
Pavement Width - The distance measured from face of curb to face of curb for curbed
sections of roadway or the distance measured from outside edge of shoulder to outside
edge of shoulder for shouldered sections of roadway.
PC - Point of Curvature.
PCC - Portland Cement Concrete.
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Peak-Hour - That period experiencing the highest volume of traffic.
Peak Period - Two hours during any a.m. or p.m. period when vehicle arrival and departure
from the site or corridor is the highest.
Perimeter Streets – Public streets comprising the perimeter of a particular
commercial/industrial development.
Permit - A document including any license, permit or franchise authorizing specified use of
city right-of-way and granted under the authorization of the regulating agency.
Pipe - A structural tubular product designed, tested, and produced for the transmittance of
specific liquids and gases under specific conditions.
PI - Point of Intersection.
Plowing - Direct burial of utility lines by means of a `plow' type mechanism, which breaks
the ground, places the utility line at a predetermined depth, and closes the break in the
ground.
Posted Speed - Is the signed speed limit along a street.
Potable - Drinkable
PRC - Point of reverse curvature.
Pressure - Internal gage pressure in a pipe in pounds per square inch, gage (psig).
Private Street - A privately owned and maintained access provided for by a tract, easement
or other legal means.
Professional Engineer - An engineer licensed to practice in the State of Washington.
Professional Land Surveyor - A surveyor licensed to practice in the State of Washington.
Public Street – A publicly owned facility that provides access, including the roadway and all
other improvements.
PT - Point of Tangency
Relocation - Planned change of location of an existing facility to a more advantageous
place without changing the character or general physical nature of the facility.
Replacement - Installation of a like element of a utility system or subsystem in the same or
near-same physical location normally due to damage, wear or obsolescence of the element.
Restoration - All work necessary to replace, repair or otherwise restore the right-of-way and
all features contained within to the same or equal condition as before any change or
construction thereto.
Retention Period - See “Detention Time.”
Reviewing Agency - City of Auburn.
Restricted Access Point - A driveway or private street that connects to the general public
street system, that turning movements are restricted to right in and out only.
Right-of-way (R/W) - All property in which the City has any form of ownership or title and
which is held for public street purposes, regardless of whether or not any street exists
thereon or whether or not it is used, improved, or maintained for public travel.
Riprap - Pieces of broken stone used to protect the sides of waterways from erosion.
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Rural - All lands regardless of current comprehensive plan designation not meeting the
definition of Urban.
Sand Trap - A section constructed deeper than the rest of the channel to allow sediment to
settle out.
Separate Turn Lane - An auxiliary lane for traffic in one direction which has been physically
separated from the intersection area by a traffic island or stripe. Separate turn lanes may be
included within intersections or separated from intersection areas by traffic islands.
SF - Square Feet
Shoulder - That portion of the roadway contiguous with the traveled way for accommodating
stopped vehicles, for emergency use, and for lateral support of base and surface courses.
Single Main System - One main supplies both drinking water and fire fighting water.
Single Occupancy Vehicle (SOV) - Automobiles transporting the driver only.
Slab - A cast concrete member of uniform thickness.
Standards – The City of Auburn Design Standards.
Stopping Sight Distance - The distance needed for a vehicle traveling at or near design
speed to stop before reaching a stationary object in its path.
Street or Roadway - A public way, open for the passage of vehicles, persons and animals.
Limits include the outside edge of sidewalks, or curbs and gutters, or side ditches, including
the appertaining shoulder and all slopes, ditches, channels, waterways, and other features
necessary for proper drainage and protection within the right-of-way.
Street Frontage - Any part of private or public property that borders a public street.
Street Tree - A tree placed within the public right-of-way.
Stub End Street - A dead end street that is planned to be extended and connected to future
streets in an adjacent development. Depending on its length, it may or may not require a
temporary cul-de-sac.
Subtended – To be opposite to and delimit <In a triangle, the hypotenuse subtends a right
angle.>
Surface Retention - That part of a storm that does not immediately appear as infiltration or
surface runoff. Retention is made up of depression storage, interception and evaporation.
Time of Concentration - The time required for water to flow from the most distant point on a
runoff area to the measurement or collection point.
Traffic Control - Those activities necessary to safeguard the general public, as well as all
workers, during the construction and maintenance of roadway and other facilities within the
right-of-way.
Traveled Way - That portion of the roadway intended for the movement of vehicles,
exclusive of shoulders.
Trenched - Installation of a utility in an open excavation.
Trip - A one-direction movement that begins at the origin and ends at the destination. For
example, a trip movement from a residence to a work place is a trip from home to work.
Trip Generation - A general term describing the analysis and application of the
relationships that exist between the trip makers, the traffic study area, and the trip making. It
relates to the number of trip ends in any part of the traffic study area.
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Uniform Flow - Flow that has a constant depth, volume, and shape along its course.
Unopened Right-of-way - A city right-of-way that exists by dedication or deed, but for which
no vehicular roadway has been constructed by the city or other parties, and the street is not
maintained by the city.
Unrestricted Access Point - A driveway or private street that connects to the general public
street system, that has no limitations on turning movements. Left, right turns in and out are
permissible.
Untrenched - Installation of a utility without breaking the ground or pavement surface such
as by jacking or boring.
Utility - A company providing such public services as gas, electric power, telephone, water,
sewer, or cable television, whether or not such company is privately owned or owned by a
governmental entity.
Vent - Appurtenance to discharge gaseous contaminants from casings or other enclosures.
Wetpond – A stormwater pond that has been designed to retain a permanent pool of water
“wetpool” to provide treatment of storm runoff.
Wetpool – The permanent pool of water retained in a wetpond or wetvault.
Wetvault – A stormwater vault that has been designed to retain a permanent pool of water
“wetpool” to provide treatment of storm runoff.
ENGINEERING
CONSTRUCTION STANDARDS
City of Auburn
Public Works Department
25 WEST MAIN STREET
AUBURN, WA 98001-4998
(253) 931-3010
FAX (253) 931-3053
PREFACE FOR THE
CITY OF AUBURN
ENGINEERING CONSTRUCTION
STANDARDS
Grading, Utility, Street and other civil construction work within the City of Auburn shall
utilize the 2008 WSDOT Standard Specifications for Road, Bridge, and Municipal
Construction (English Version) as supplemented and amended by the City of Auburn
Special Provisions contained with in Section 1 of this document and the applicable
Washington State Department of Transportation (WSDOT) Standard Plans for Road and
Bridge Construction as supplemented by the City of Auburn Standard Details contained
with in Section 2 of this document. These standards are to be used in addition to the
information supplied on the approved plans.
Contractors are required to have the City of Auburn Engineering Construction Standards,
WSDOT Standard Plans for Road and Bridge Construction, and the WSDOT Standard
Specifications for Road, Bridge, and Municipal Construction available at the job site
during construction.
WSDOT Standard Plans and Specifications are available at a nominal charge from the
Washington State Department of Transportation at Engineering Publications: Washington
State Department of Transportation, Engineering Publications, PO Box 47304, Olympia,
WA 98504, or at (360)705-7431, or at http://www.wsdot.wa.gov/Publications/Manuals/PriceList.htm.
The City of Auburn Engineering Construction Standards are available at a nominal charge
from the City of Public Works Department at (253) 931-3010. It is the responsibility of
the user to obtain the most current version and any associated revisions from the City of
Auburn.
The WSDOT Standard Specifications, as modified or supplemented by these Special
Provisions, shall govern all of the work. The deletion, alteration, or addition to any
subsection or portion of the WSDOT Standard Specifications is meant to pertain only to
that particular portion of the section, and in no way should it be interpreted that the balance
of the section does not apply.
All references within the engineering construction standards to
measurement, payment or contractual obligations between the city and
the contractor are in reference to a public contract and are not
applicable to development projects
Also incorporated into the City of Auburn Construction Standards by reference are the
Manual on Uniform Traffic Control Devices (MUTCD) for Streets and Highways, current
edition, and the American Water Works Association Standards (AWWA), current edition.
In case of conflict between the various elements of the Engineering Construction
Standards, refer to Section 1-04.2 (Coordination of Contract Documents, Plans, Special
Provisions Specifications, and Addenda) of this document for order of precedence.
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 06/2009................City of Auburn Engineering Construction Standards..........................................i
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Section I Table Of Contents (06-09).doc
ENGINEERING CONSTRUCTION STANDARDS
DIVISION 1: GENERAL REQUIREMENTS ...............................................................................1-1
1-01 DEFINITIONS AND TERMS
1-01.3 DEFINITIONS..........................................................................................................................Supplement
Applicant .........................................................................................................................................Supplement
Applicant’s Engineer.............................................................................................................................Supplement
City .........................................................................................................................................Supplement
Contract Documents..............................................................................................................................Supplement
Contracting Agency...............................................................................................................................Supplement
Contractor .........................................................................................................................................Supplement
Current Edition......................................................................................................................................Supplement
Dates
Completion Date .................................................................................................................................
Final Acceptance Date........................................................................................................................
Engineer .........................................................................................................................................Supplement
Equal Products......................................................................................................................................Supplement
Measurement .........................................................................................................................................Supplement
Notice to Proceed..................................................................................................................................Supplement
Payment .........................................................................................................................................Supplement
Plans .........................................................................................................................................Supplement
Project .........................................................................................................................................Supplement
Special Provisions .................................................................................................................................Supplement
Standard Details....................................................................................................................................Supplement
Standard Plans......................................................................................................................................Supplement
Standard Specifications.........................................................................................................................Supplement
Traffic .........................................................................................................................................Supplement
Shop drawings .......................................................................................................................................Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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1-04 SCOPE OF THE WORK
1-04.2 COORDINATION OF CONTRACT DOCUMENTS, PLANS, SPECIAL
PROVISIONS, SPECIFICATIONS AND ADDENDA................................................................Revision
1-05 CONTROL OF WORK
1-05.4 CONFORMITY WITH AND DEVIATIONS FROM PLANS AND STAKES............................Revision
1-05.4(3) RECORD CONSTRUCTION DRAWINGS.......................................................................New Section
1-05.7 REMOVAL OF DEFECTIVE AND UNAUTHORIZED WORK............................................Supplement
1-05.10 GUARANTEES......................................................................................................................Supplement
1-05.11 FINAL INSPECTION AND OPERATIONAL TESTING...................................................Replacement
1-05.11(1) FINAL INSPECTION AND PHYSICAL COMPLETION DATE...................................New Section
1-05.11(2) OPERATIONAL TESTING .............................................................................................New Section
1-05.14(1) COOPERATION WITH OTHERS...................................................................................New Section
1-06 CONTROL OF MATERIAL
1-06.7 SUBMITTALS.........................................................................................................................New Section
1-06.7(1) SUBMITTAL PROCEDURES...........................................................................................New Section
1-06.7(2) SCHEDULE OF SUBMITTALS........................................................................................New Section
1-06.7(3) SHOP DRAWINGS, PRODUCT DATA, SAMPLES........................................................New Section
1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC
1-07.1 LAWS TO BE OBSERVED.....................................................................................................Supplement
1-07.5(5) CITY OF AUBURN REQUIREMENTS............................................................................New Section
1-07.6 PERMITS AND LICENSES.....................................................................................................Supplement
1-07.13(2) RELIEF OF RESPONSIBILITY FOR COMPLETED WORK.......................................Replacement
1-07.15 TEMPORARY WATER POLLUTION/EROSION CONTROL............................................Supplement
1-07.16 PROTECTION AND RESTORATION OF PROPERTY......................................................Supplement
1-07.16(1)A PROTECTION AND RESTORATION OF EXISTING
MARKERS AND MONUMENTS.................................................................................New Section
1-07.16(2) VEGETATION PROTECTION AND RESTORATION..................................................Supplement
1-07.17 UTILITIES AND SIMILAR FACILITIES...........................................................................Replacement
1-07.17(1) DISRUPTIONS TO CITY WATER SERVICES..............................................................New Section
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1-07.17(2) UTILITY POTHOLING...................................................................................................New Section
1-07.23 PUBLIC CONVENIENCE AND SAFETY............................................................................Supplement
1-07.23(1) CONSTRUCTION UNDER TRAFFIC..............................................................Supplement/Revision
1-07.23(1)A DUST AND MUD CONTROL AND STREET CLEANING........................................New Section
1-07.23(1)B DAILY CLEANUP AND MAINTENANCE ITEMS....................................................New Section
1-07.23(2) CONSTRUCTION AND MAINTENANCE OF DETOURS.............................Supplement/Revision
1-07.28 HAUL ROUTES.....................................................................................................................New Section
1-08 PROSECUTION AND PROGRESS
1-08.0 PRELIMINARY MATTERS...............................................................................................New Section
1-08.0(1) PRECONSTRUCTION CONFERENCE ...........................................................................New Section
1-08.0(2) HOURS OF WORK ...........................................................................................................New Section
1-08.4 NOTICE TO PROCEED AND PROSECUTION OF WORK ...............................................Replacement
1-08.6(1) SUSPENSION OF WORK........................................................................................................Revision
1-08.7 MAINTENANCE DURING SUSPENSION.................................................................................Revision
1-10 TEMPORARY TRAFFIC CONTROL
1-10.1 GENERAL.....................................................................................................................................Revision
1-10.2(2) TRAFFIC CONTROL PLANS............................................................................................Supplement
1-10.3(1)B OTHER TRAFFIC CONTROL LABOR...........................................................................Supplement
DIVISION 2: EARTHWORK...............................................................................................................2-1
2-01 CLEARING, GRUBBING AND ROADSIDE CLEANUP
2-01.1 DESCRIPTIONS.......................................................................................................................Supplement
2-01.2(1) DISPOSAL METHOD NO. 1 - OPEN BURNING..............................................................Supplement
2-01.2(2) DISPOSAL METHOD NO. 2 - WASTE SITE....................................................................Supplement
2-01.2(3) DISPOSAL METHOD NO. 3 - CHIPPING..............................................................................Revision
2-01.3 CONSTRUCTION REQUIREMENT......................................................................................Supplement
2-01.3(1) CLEARING...............................................................................................................................Revision
2-01.3(2) GRUBBING..............................................................................................................................Revision
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS
2-02.3 CONSTRUCTION REQUIREMENTS
2-02.3(2) REMOVAL OF BRIDGES, BOX CULVERTS, AND
OTHER DRAINAGE STRUCTURES................................................................................Supplement
2-02.3(3) REMOVAL OF PAVEMENT, SIDEWALKS, CURBS, AND GUTTERS.........................Supplement
2-02.3(4) REMOVAL AND RESETTING OF MISCELLANEOUS ITEMS....................................New Section
2-02.3(5) REMOVE AND RESET FENCING...................................................................................New Section
2-02.3(6) REMOVE RAISED PAVEMENT MARKINGS................................................................New Section
2-02.3(7) REMOVE AND RESET PRIVATE SIGNS.......................................................................New Section
2-02.3(8) REMOVE AND RESET PRIVATE LUMINAIRES..........................................................New Section
2-02.3(9) SALVAGE...........................................................................................................................New Section
2-03 ROADWAY EXCAVATION AND EMBANKMENT
2-03.1 DESCRIPTION..........................................................................................................Revision/Supplement
2-03.3 CONSTRUCTION REQUIREMENTS
2-03.3(3) EXCAVATION BELOW SUBGRADE....................................................................................Revision
2-03.3(7)C CONTRACTOR-PROVIDED DISPOSAL SITE..............................................................Supplement
2-03.3(14) EMBANKMENT CONSTRUCTION................................................................................Supplement
2-03.3(14)E UNSUITABLE FOUNDATION EXCAVATION...........................................................Supplement
2-03.3(14)M EXCAVATION OF CHANNELS.......................................................................................Revision
2-06 SUBGRADE PREPARATION
2-06.3(1) SUBGRADE FOR SURFACING.........................................................................................Supplement
2-07 WATERING
2-07.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
2-07.4 MEASUREMENT....................................................................................................................Supplement
2-07.4(1) WATER FROM CITY HYDRANTS..................................................................................New Section
2-09 STRUCTURE EXCAVATION
2-09.3(3)D SHORING AND COFFERDAMS.....................................................................................Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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DIVISION 3: PRODUCTION FROM QUARRY AND PIT SITES AND
STOCKPILING.............................................................................................................3-1
3-01 PRODUCTION FROM QUARRY AND PIT SITES
3-01.4 CONTRACTOR FURNISHED MATERIAL SOURCES........................................................Supplement
DIVISION 4: BASES................................................................................................................................4-1
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS............................................5-1
5-02 BITUMINOUS SURFACE TREATMENT
5-02.3(12) NON-WOVEN FABRIC FOR PAVEMENT OVERLAYS .............................................New Section
5-04 HOT MIX ASPHALT ............................................................................................................Replacement
5-04.1 DESCRIPTION
5-04.2 MATERIALS
5-04.3 CONSTRUCTION REQUIREMENTS
5-04.3(1) HMA MIXING PLANT
5-04.3(2) HAULING EQUIPMENT
5-04.3(3) HOT MIX PAVERS
5-04.3(4) ROLLERS
5-04.3(5) CONDITION OF EXISTING SURFACE
5-04.3(5)A PREPARATION OF EXISTING SURFACES
5-04.3(5)B PREPARATION ON UNTREATED ROADWAY
5-04.3(5)C CRACK SEALING
5-04.3(5)D SOIL RESIDUAL HERBICIDE
5-04.3(5)E PAVEMENT REPAIR
5-04.3(6) HEATING OF ASPHALT BINDER
5-04.3(7) PREPARATION OF AGGREGATES
5-04.3(7)A MIX DESIGN
5-04.3(8) MIXING
5-04.3(8)A ACCEPTANCE SAMPLING AND TESTING-HMA MIXTURE
5-04.3(8)B BASIS OF ACCEPTANCE
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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5-04.3(9) SPREADING AND FINISHING
5-04.3(10) COMPACTION
5-04.3(10)A GENERAL
5-04.3(10)B CONTROL
5-04.3(11) JOINTS
5-04.3(12) VACANT
5-04.3(13) SURFACE SMOOTHNESS
5-04.3(14) PLANING BITUMINOUS PAVEMENT
5-04.3(15) HMA ROAD APPROACH
5-04.3(16) WEATHER LIMITATIONS
5-04.3(17) PAVING UNDER TRAFFIC
5-04.3(18) VACANT
5-04.3(19) SEALING OF PAVEMENT SURFACES
5-04.3(20) ANTI-STRIPPING ADDITIVE
5-04.3(21) ASPHALT CONCRETE PAVEMENT BUTT JOINTS
5-04.3(22) ASPHALT COLD PATCH
5-04.3(23) INCIDENTAL HMA
5-05 CEMENT CONCRETE PAVEMENT
5-05.3(1) CONCRETE MIX DESIGN FOR PAVING........................................................................Supplement
5-05.3(7) PLACING, SPREADING, AND COMPACTING CONCRETE..............................................Revision
5-05.3(8) JOINTS......................................................................................................................................Revision
5-05.3(8)C THROUGH JOINTS........................................................................................................Replacement
5-05.3(8)C1 ISOLATION JOINTS.....................................................................................................New Section
5-05.3(8)C2 CONSTRUCTION JOINTS...........................................................................................New Section
5-05.3(8)C3 SEALING THROUGH JOINTS.....................................................................................New Section
5-05.3(9) CEMENT CONCRETE CURB ON NEW PAVEMENT...................................................New Section
5-05.3(10) TIE BARS AND DOWEL BARS.......................................................................Revision/Supplement
5-05.3(23) CEMENT CONCRETE PAVEMENT FOR ALLEY.......................................................New Section
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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5-05.3(23)A PAVEMENT AND ALLEY REQUIREMENTS...........................................................New Section
5-05.3(23)B EXTRA CONCRETE FOR ALLEY APPROACH RAMP............................................New Section
5-06 TEXTURED ASPHALT..........................................................................................................New Section
5-06.1 DESCRIPTION
5-06.2 MATERIALS
5-06.1 DESCRIPTION
5-06.2(1) COATING MATERIAL
5-06.2(2) COLORANT
5-06.3 CONSTRUCTION REQUIREMENTS
5-06.3(1) TEXTURED ASPHALT TERMS
5-06.3(2) CERTIFICATION
5-06.3(3) EQUIPMENT
5-06.3(3)A TEMPLATES
5-06.3(3)B RECIPROCATING INFRA-RED HEATER
5-06.3(3)C VIBRATORY PLAT COMPACTOR
5-06.3(3)D SPRAY EQUIPMENT
5-06.3(4) CONSTRUCTION
5-06.3(4)A SURFACE PREPARATION PRIOR TO COATING
5-06.3(4)B LAYOUT AND IMPRINTING
5-06.3(4)C HEATING OF ASPHALT
5-06.3(4)D SAMPLE AREA
5-06.3(4)E COATING INSTALLATION
5-06.3(5) QUALITY CONTROL
5-06.3(5)A GENERAL
5-06.3(5)B STAMPING DEPTH
5-06.3(5)C COATING THICKNESS
5-06.3(5)D PROTECTION OF EXISTING PAVEMENT MARKINGS
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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DIVISION 6: STRUCTURES...............................................................................................................6-1
6-02 CONCRETE STRUCTURES
6-02.1 DESCRIPTION.........................................................................................................................Supplement
6-04 TIMBER STRUCTURES
6-04.1 DESCRIPTION.........................................................................................................................Supplement
6-07 PAINTING
6-07.3(1) PAINTING NEW STEEL STRUCTURES...............................................................................Revision
6-15 SOIL NAIL WALLS
6-15.3(8)A VERIFICATION TESTING ..................................................................................................Revision
6-15.3(8)B PROOF TESTING .................................................................................................................Revision
6-17 PERMANENT GROUND ANCHORS
6-17.3(8)B PERFORMANCE TESTING.................................................................................................Revision
6-17.3(8)C PROOF TESTING..................................................................................................................Revision
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS..............................................7-1
7-01 DRAINS
7-01.2 MATERIALS.................................................................................................................................Revision
7-01.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
7-04 STORM SEWERS
7-04.2 MATERIALS.................................................................................................................................Revision
7-04.3(1)F LOW PRESSURE AIR TEST FOR STORM SEWERS
CONSTRUCTED OF NON-PERMEABLE MATERIAL................................................Supplement
7-04.3(1)G TELEVISION INSPECTION...........................................................................................New Section
7-05 MANHOLES, INLETS AND CATCH BASINS
7-05.1 DESCRIPTION.......................................................................................................................Replacement
7-05.2 MATERIALS............................................................................................................................Supplement
7-05.2(1) TRASH RACKS..................................................................................................................New Section
7-05.3 CONSTRUCTION REQUIREMENTS ...................................................................................Supplement
7-05.3(1) ADJUSTING MANHOLES & CATCH BASINS TO GRADE...........................................Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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7-05.3(3) CONNECTIONS TO EXISTING MANHOLES.................................................................Supplement
7-05.3(5) CHANNELS FOR MANHOLES........................................................................................New Section
7-08 GENERAL PIPE INSTALLATION REQUIREMENTS
7-08.1 DESCRIPTION.......................................................................................................................Replacement
7-08.2 MATERIALS..........................................................................................................................Replacement
7-08.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
7-08.3(1)EXCAVATION AND PREPARATION OF TRENCH
7-08.3(1)A TRENCHES.............................................................................................................................Revision
7-08.3(1)B SHORING...........................................................................................................................Supplement
7-08.3(1)C BEDDING THE PIPE.......................................................................................................Supplement
7-08.3(2)B PIPE LAYING - GENERAL.............................................................................................Supplement
7-08.3(2)G JOINTING OF DISSIMILAR PIPE .................................................................................Supplement
7-08.3(2)J JOINING HIGH DENSITY POLYETHYLENE PIPE (HDPE) PIPE..............................New Section
7-08.3(2)K PACKAGING, HANDLING, STORAGE
HIGH DENSITY POLYETHYLENE PIPE (HDPE) PIPE..............................................New Section
7-08.3(2)L DEWATERING TRENCHES...........................................................................................New Section
7-08.3(3) BACKFILLING....................................................................................................................Supplement
7-08.3(4) PLUGGING EXISTING PIPE ..........................................................................................Replacement
7-08.3(5) PIPE TRENCH RESTORATION ......................................................................................New Section
7-09 WATER MAINS
7-09.1 DESCRIPTION.........................................................................................................................Supplement
7-09.3(10) BACKFILLING TRENCHES............................................................................................Supplement
7-09.3(19) CONNECTIONS................................................................................................................Supplement
7-09.3(19)A CONNECTIONS TO EXISTING MAINS......................................................................Supplement
7-09.3(19)B MAINTENANCE SERVICE...........................................................................................Supplement
7-09.3(21) CONCRETE THRUST BLOCKING.................................................................................Supplement
7-09.3(22) BLOWOFF ASSEMBLIES..............................................................................................Replacement
7-09.3(23) HYDROSTATIC PRESSURE TEST.................................................................................Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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7-09.3(24) DISINFECTION OF WATER MAINS..............................................................................Supplement
7-09.3(24)J PREVENTING REVERSE FLOW...................................................................................Supplement
7-09.3(24)N FINAL FLUSHING AND TESTING..............................................................................Supplement
7-12 VALVES FOR WATER MAINS
7-12.3 CONSTRUCTION REQUIREMENTS
7-12.3(2) ADJUST VALVE BOXES..................................................................................................New Section
7-12.3(3) COMBINATION AIR RELEASE/AIR VACUUM VALVE ASSEMBLY........................New Section
7-12.3(4) VALVE WRENCH EXTENSION BOX.............................................................................New Section
7-14 HYDRANTS
7-14.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
7-14.3(1) SETTING HYDRANTS.....................................................................................................Replacement
7-14.3(4) MOVING EXISTING HYDRANTS....................................................................................Supplement
7-15 SERVICE CONNECTIONS
7-15.2 MATERIALS............................................................................................................................Supplement
7-15.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
7-17 SANITARY SEWERS
7-17.2 MATERIALS..........................................................................................................................Replacement
7-17.3 CONSTRUCTION REQUIREMENTS
7-17.3(1) PROTECTIONS OF EXISTING SEWAGE FACILITIES..................................................Supplement
7-17.3(2) CLEANING & TESTING....................................................................................................Supplement
7-17.3(2)A GENERAL..........................................................................................................Revision/Supplement
7-17.3(2)C INFILTRATION TEST..........................................................................................................Revision
7-17.3(2)E LOW PRESSURE AIR TEST FOR SANITARY SEWERS CONSTRUCTED OF AIR-
PERMEABLE MATERIALS..............................................................................................Supplement
7-17.3(2)F LOW PRESSURE AIR TEST FOR SANITARY SEWERS CONSTRUCTED OF NON AIR-
PERMEABLE MATERIALS..............................................................................................Supplement
7-17.3(2)H TELEVISION INSPECTION..........................................................................................Replacement
7-18 SIDE SEWERS
7-18.3 CONSTRUCTION REQUIREMENT......................................................................................Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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7-18.3(1) GENERAL...........................................................................................................................Supplement
DIVISION 8: MISCELLANEOUS CONSTRUCTION.............................................................8-1
8-01 EROSION CONTROL AND WATER POLLUTION CONTROL
8-01.1 DESCRIPTION.........................................................................................................................Supplement
8-01.1(1)A SUBMITTALS..................................................................................................................Supplement
8-01.3(2) SEEDING FERTILIZING AND MULCHING
8-01.3(2)B SEEDING AND FERTILIZING........................................................................................Supplement
8-01.3(2)D MULCHING......................................................................................................................Supplement
8-01.3(2)E TACKING AGENT AND SOIL BINDERS......................................................................Supplement
8-02 ROADSIDE RESTORATION
8-02.3 CONSTRUCTION REQUIREMENTS
8-02.3(1) RESPONSIBILITY DURING CONSTRUCTION..............................................................Supplement
8-02.3(4)A TOPSOIL TYPE A............................................................................................................Supplement
8-02.3(4)C TOPSOIL TYPE C..........................................................................................................Replacement
8-02.3(5) PLANTING AREA PREPARATION..................................................................................Supplement
8-02.3(5)A PLACEMENT OF TOPSOIL...........................................................................................New Section
8-02.3(5)B ROOT BARRIER CONTROL..........................................................................................New Section
8-02.3(6) SOIL AMENDMENTS........................................................................................................Supplement
8-02.3(7) LAYOUT OF PLANTING...................................................................................................Supplement
8-02.3(8) PLANTING..........................................................................................................................Supplement
8-02.3(10) FERTILIZERS...................................................................................................................Supplement
8-02.3(11) BARK OR WOOD CHIP MULCH.....................................................................Supplement/Revision
8-02.3(12) COMPLETION OF INITIAL PLANTING......................................................................Replacement
8-02.3(13) PLANT ESTABLISHMENT.............................................................................................Supplement
8-02.3(14) PLANT REPLACEMENT.................................................................................................Supplement
8-02.3(16) LAWN INSTALLATION
8-02.3(16)A LAWN INSTALLATION...............................................................................................Supplement
8-02.3(16)B LAWN ESTABLISHMENT............................................................................................Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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8-02.3(16)C LAWN MOWING...........................................................................................................Supplement
8-02.3(16)D FERTILIZER FOR SODDED AREA............................................................................New Section
8-03 IRRIGATION SYSTEM
8-03.1 DESCRIPTION.........................................................................................................................Supplement
8-03.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
8-03.3(3) PIPING.................................................................................................................................Supplement
8-03.3(5) INSTALLATION.................................................................................................................Supplement
8-03.3(6) ELECTRICAL WIRE INSTALLATION.............................................................................Supplement
8-03.3(7) FLUSHING AND TESTING...............................................................................................Supplement
8-03.3(9) BACKFILL...........................................................................................................................Supplement
8-03.3(11) SYSTEM OPERATION.....................................................................................................Supplement
8-03.3(12) CROSS-CONNECTION CONTROL DEVICE INSTALLATION...................................Supplement
8-03.3(13) IRRIGATION WATER SERVICE..................................................................................Replacement
8-03.3(14) IRRIGATION ELECTRICAL SERVICE........................................................................Replacement
8-04 CURBS, GUTTERS AND SPILLWAYS
8-04.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
8-04.3(1) CEMENT CONCRETE CURB, GUTTERS, AND SPILLWAYS......................................Supplement
8-04.3(1)A EXTRUDED CEMENT CONCRETE CURB...................................................................Supplement
8-05 TRENCH DEWATERING .....................................................................................................New Section
8-05.1 GENERAL...............................................................................................................................New Section
8-05.1(1) DESIGN..............................................................................................................................New Section
8-05.1(2) DAMAGES.........................................................................................................................New Section
8-05.1(3) MAINTAINING EXCAVATION IN DEWATERING CONDITION...............................New Section
8-05.1(4) SYSTEM REMOVAL.........................................................................................................New Section
8-06 CEMENT CONCRETE DRIVEWAY ENTRANCES
8-06.1 DESCRIPTION.......................................................................................................................Replacement
8-06.2 MATERIALS..........................................................................................................................Replacement
8-06.3 CONSTRUCTION REQUIREMENTS.....................................................................Revision/Supplement
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8-09 RAISED PAVEMENT MARKERS
8-09.3 CONSTRUCTION REQUIREMENTS
8-09.3(1) SURFACE PREPARATION................................................................................................Supplement
8-13 MONUMENT CASES
8-13.1 DESCRIPTION.........................................................................................................................Supplement
8-13.2 MATERIALS............................................................................................................................Supplement
8-13.3 CONSTRUCTION REQUIREMENTS
8-13.3(1) REFERENCE POINTS.......................................................................................................New Section
8-13.3(2) INSTALLATION................................................................................................................New Section
8-14 CEMENT CONCRETE SIDEWALKS
8-14.1 DESCRIPTION ......................................................................................................................Replacement
8-14.2 MATERIALS ...........................................................................................................................Supplement
8-14.3(1) EXCAVATION ...................................................................................................................Supplement
8-14.3(2) FORMS ...............................................................................................................................Supplement
8-14.3(3) PLACING AND FINISHING CONCRETE .........................................................Revision/Supplement
8-14.3(3)A WHEELCHAIR RAMP ...................................................................................................New Section
8-14.3(3)B SPECIAL SIDEWALK ....................................................................................................New Section
8-14.3(4) CURING ............................................................................................................................Replacement
8-18 MAILBOX SUPPORTS
8-18.2 MATERIALS............................................................................................................................Supplement
8-18.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
8-20 ILLUMINATION TRAFFIC SIGNAL SYSTEMS AND ELECTRICAL
8-20.1 DESCRIPTION.........................................................................................................................Supplement
8-20.1(1) REGULATIONS AND CODE.............................................................................................Supplement
8-20.2 MATERIALS............................................................................................................................Supplement
8-20.2(1) EQUIPMENT LIST AND DRAWINGS..............................................................................Supplement
8-20.2(2) SALVAGED EQUIPMENT................................................................................................New Section
8-20.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
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8-20.3(1) GENERAL...........................................................................................................................Supplement
8-20.3(2) EXCAVATION AND BACKFILLING...............................................................................Supplement
8-20.3(2)A CONDUIT TRENCH CONSTRUCTION........................................................................New Section
8-20.3(2)B CONDUIT TRENCH BEDDING.....................................................................................New Section
8-20.3(2)C CONDUIT TRENCH BACKFILL...................................................................................New Section
8-20.3(3)A REMOVAL OF FOUNDATIONS...................................................................................New Section
8-20.3(4) FOUNDATIONS..................................................................................................................Supplement
8-20.3(4)A FOUNDATIONS FOR LIGHT STANDARDS................................................................New Section
8-20.3(4)B FOUNDATION FOR SERVICE CABINET....................................................................New Section
8-20.3(4)C FOUNDATION FOR CONTROLLER CABINET..........................................................New Section
8-20.3(5) CONDUIT.................................................................................................................................Revision
8-20.3(6) JUNCTION BOXES, CABLE VAULTS AND PULL BOXES...........................................Supplement
8-20.3(8) WIRING...............................................................................................................................Supplement
8-20.3(9) BONDING, GROUNDING..................................................................................................Supplement
8-20.3(10) SERVICES TRANSFORMER, INTELLIGENT TRANSPORTATION
SYSTEM CABINET......................................................................................................Supplement
8-20.3(11) TESTING............................................................................................................Revision/Supplement
8-20.3(13) ILLUMINATION SYSTEMS
8-20.3(13)A LIGHT STANDARDS....................................................................................................Supplement
8-20.3(13)C LUMINAIRES ................................................................................................................Supplement
8-20.3(13)F LUMINAIRE FUSING...................................................................................................New Section
8-20.3(13)G PHOTOELECTRIC CONTROLS..................................................................................New Section
8-20.3(14) SIGNAL SYSTEMS
8-20.3(14)A SIGNAL CONTROLLERS.............................................................................................Supplement
8-20.3(14)B SIGNAL HEADS.............................................................................................................Supplement
8-20.3(14)C INDUCTION LOOP VEHICLE DETECTORS..............................................................Supplement
8-20.3(14)D TEST FOR INDUCTION LOOPS AND LEAD-IN CABLE..........................................Supplement
8-20.3(14)E SIGNAL STANDARDS..................................................................................................Supplement
8-20.3(14)F EMERGENCY VEHICLE PRE-EMPTION...................................................................New Section
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 06/2009................City of Auburn Engineering Construction Standards.......................................xv
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Section I Table Of Contents (06-09).doc
8-20.3(14)G INTERCONNECT NETWORK.....................................................................................New Section
8-20.3(14)H PEDESTRIAN PUSH BUTTONS AND SIGNS...........................................................New Section
8-20.3(14)I VIDEO DETECTION......................................................................................................New Section
8-20.3(18) AMERON POLES AND CROSSWALK SIGNS WITH FLASHING LED.....................New Section
8-21 PERMANENT SIGNING
8-21.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
8-22 PAVEMENT MARKINGS
8-22.1 DESCRIPTION.........................................................................................................................Supplement
8-22.2 MATERIALS............................................................................................................................Supplement
8-22.3 CONSTRUCTION REQUIREMENTS....................................................................................Supplement
8-23 TEMPORARY PAVEMENT MARKINGS
8-23.1 DESCRIPTION.........................................................................................................................Supplement
8-24 ROCK AND GRAVITY BLOCKWALL AND GABION...................................................Replacement
8-24.1 DESCRIPTION ......................................................................................................................Replacement
8-24.2 MATERIALS..........................................................................................................................Replacement
8-24.3 CONSTRUCTION REQUIREMENTS..................................................................................Replacement
8-30 WOOD FENCE AND GATES................................................................................................New Section
8-30.1 DESCRIPTION........................................................................................................................New Section
8-30.2 CONSTRUCTION REQUIREMENTS ..................................................................................New Section
8-31 COLOR STAMPED CONCRETE New Section
8-31.1 DESCRIPTION .......................................................................................................................New Section
8-31.2 MATERIALS ..........................................................................................................................New Section
8-31.3 CONSTRUCTION REQUIREMENTS ..................................................................................New Section
8-31.3(1) STAMPING ........................................................................................................................New Section
DIVISION 9: MATERIALS ..................................................................................................................9-1
9-03 AGGREGATES
9-03.8(7) HMA TOLERANCES AND ADJUSTMENTS .................................................................New Section
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 06/2009................City of Auburn Engineering Construction Standards......................................xvi
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Section I Table Of Contents (06-09).doc
9-04 JOINT AND CRACK SEALING EQUIPMENT
9-04.1(2) PREMOLDED JOINT FILLER FOR EXPANSION JOINTS..................................................Revision
9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS
9-05.7(1) PLAIN CONCRETE STORM SEWER PIPE......................................................................Supplement
9-05.7(2) REINFORCED CONCRETE STORM SEWER PIPE.........................................................Supplement
9-05.13 DUCTILE IRON SEWER PIPE..................................................................................................Revision
9-05.15(1) MANHOLE RING AND COVER......................................................................................Supplement
9-05.15(2) METAL FRAME, GRATE, AND SOLID METAL COVER FOR
CATCH BASINS OR INLETS..........................................................................................Supplement
9-05.21 HIGH DENSITY POLYETHYLENE PIPE (HDPE)............................................................New Section
9-06 STRUCTURAL STEEL AND RELATED MATERIALS
9-06.5(5) BOLT, NUT, AND WASHER SPECIFICATIONS............................................................New Section
9-09 TIMBER AND LUMBER
9-09.1 GENERAL REQUIREMENTS .....................................................................................................Revision
9-09.2 GRADE REQUIREMENTS..........................................................................................................Revision
9-09.2(1) SURFACING AND SEASONING
9-09.2(1) STRUCTURES..........................................................................................................................Revision
9-09.2(2) VACANT
9-09.2(2) GUARDRAIL POSTS AND BLOCKS.....................................................................................Revision
9-09.2(3) INSPECTION
9-09.2(3) SIGNPOSTS, MILEPOSTS, SAWED FENCE POSTS, AND MAILBOX.......................Replacement
9-14 EROSION CONTROL AND ROADSIDE PLANTING
9-14.1 SOIL
9-14.1(1) TOPSOIL TYPE A...............................................................................................................Supplement
9-14.1(3) TOPSOIL TYPE C...............................................................................................................Supplement
9-14.4 MULCH AND AMENDMENT................................................................................................Supplement
9-14.4(3) BARK OR WOOD CHIPS...................................................................................................Supplement
9-14.4(7) TACKIFIER..............................................................................................................................Revision
9-14.6(3) HANDLING AND SHIPPING..................................................................................................Revision
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 06/2009................City of Auburn Engineering Construction Standards......................................xvii
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Section I Table Of Contents (06-09).doc
9-14.6(4) TAGGING............................................................................................................................Supplement
9-14.6(5) INSPECTION.......................................................................................................................Supplement
9-14.6(6) SUBSTITUTION OF PLANTS............................................................................Revision/Supplement
9-14.6(7) TEMPORARY STORAGE...................................................................................Revision/Supplement
9-15 IRRIGATION SYSTEM
9-15.1(2) POLYVINYL CHLORIDE PIPE AND FITTINGS.............................................................Supplement
9-15.3 AUTOMATIC CONTROLLERS.............................................................................................Supplement
9-15.5 VALVE BOXES AND PROTECTIVE SLEEVES..................................................................Supplement
9-15.6 GATE VALVES.......................................................................................................................Supplement
9-15.7(2) AUTOMATIC CONTROL VALVES..................................................................................Supplement
9-15.8 QUICK COUPLING EQUIPMENT.........................................................................................Supplement
9-15.9 DRAIN VALVES......................................................................................................................Supplement
9-15.11 CROSS CONNECTION CONTROL DEVICES....................................................................Supplement
9-15.17 ELECTRICAL WIRE AND SPLICES...................................................................................Supplement
9-15.18 DETECTABLE MARKING TAPE........................................................................................Supplement
9-16 FENCE AND GUARDRAIL
9-16.1(1)A POST MATERIAL FOR CHAIN LINK FENCE..............................................................Supplement
9-16.1(1)B CHAIN LINK FENCE FABRIC.............................................................................................Revision
9-16.1(1)C TENSION WIRE
9-16.1(1)C TENSION WIRE AND TENSION CABLE...........................................................................Revision
9-16.1(1)D FITTINGS AND HARDWARE........................................................................................Supplement
9-16.1(1)E CHAIN LINK GATES............................................................................................................Revision
9-16.2(1)A STEEL POST MATERIAL....................................................................................................Revision
9-16.3(2) POSTS AND BLOCKS.............................................................................................................Revision
9-16.3(3) GALVANIZING........................................................................................................................Revision
9-16.3(4) HARDWARE............................................................................................................................Revision
9-16.3(5) ANCHORS................................................................................................................................Revision
9-16.4(2) WIRE MESH.............................................................................................................................Revision
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 06/2009................City of Auburn Engineering Construction Standards.....................................xviii
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Section I Table Of Contents (06-09).doc
9-16.6(2) GLARE SCREEN FABRIC......................................................................................................Revision
9-16.6(3) POSTS.......................................................................................................................................Revision
9-16.6(5) CABLE......................................................................................................................................Revision
9-16.6(6) CABLE AND TENSION WIRE ATTACHMENTS.................................................................Revision
9-16.6(9) FABRIC BANDS AND STRETCHER BARS..........................................................................Revision
9-16.6(10) TIE WIRE........................................................................................................................Replacement
9-16.6(10) TIE WIRE AND HOG RINGS................................................................................................Revision
9-16.8(1) RAIL AND HARDWARE........................................................................................................Revision
9-22 MONUMENT CASES
9-22.1 MONUMENT CASES, COVERS AND RISERS....................................................................Supplement
9-28 SIGNING MATERIALS AND FABRICATION
9-28.14(2) STEEL STRUCTURE AND POSTS.................................................................................Supplement
9-29 ILLUMINATION, SIGNALS, ELECTRICAL
9-29.1 CONDUIT, INNERDUCT, OUTERDUCT..............................................................................Supplement
9-29.2 JUNCTION BOXES.................................................................................................................Supplement
9-29.3 CONDUCTORS, CABLES.......................................................................................................Supplement
9-29.6(1)B LIGHTING AND SIGNAL STANDARDS AND DAVIT ARMS...................................New Section
9-29.6(1)C WRAPPING......................................................................................................................New Section
9-29.6(2)A ANCHOR BASES............................................................................................................New Section
9.29.6(4) WELDING............................................................................................................................Supplement
9-29.6(5) FOUNDATION HARDWARE............................................................................................Supplement
9-29.7 LUMINAIRE FUSING & ELECTRICAL CONNECTIONS AT LIGHT
STANDARD BASES, CANTILEVER BASES AND SIGN BRIDGE BASES.....................Supplement
9-29.9 BALLAST, TRANSFORMERS...............................................................................................Supplement
9-29.10 LUMINAIRES........................................................................................................................Supplement
9-29.11(2) PHOTOELECTRIC CONTROLS......................................................................................Supplement
9-29.12(1) ILLUMINATION CIRCUIT SPLICES..............................................................................Supplement
9-29.12(2) TRAFFIC SIGNAL SPLICE MATERIAL.........................................................................Supplement
9-29.12(3) SEALANTS.......................................................................................................................New Section
SECTION I: SPECIAL PROVISIONS TABLE OF CONTENTS
Revised 9/2014 .................. City of Auburn Engineering Construction Standards ...................................... xix
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-3 Current Working Files\2.3.1 Part 1 - Special Provisions\Section
I Table Of Contents (09-14).doc
9-29.13 TRAFFIC SIGNAL CONTROLLERS ................................................................................... Supplement
9-29.13(3) EMERGENCY PREEMPTION ......................................................................................... Supplement
9-29.16(2) CONVENTIONAL TRAFFIC SIGNAL HEADS ............................................................. Supplement
9-29.18 VEHICLE DETECTOR .......................................................................................................... Supplement
9-29.19 PEDESTRIAN PUSH BUTTONS .......................................................................................... Supplement
9-29.20 PEDESTRIAN SIGNAL......................................................................................................... Supplement
9-29.24 SERVICE CABINETS ........................................................................................................... Supplement
9-29.26 TRAFFIC SIGNAL BATTERY BACKUP SYSTEM ......................................................... New Section
9-30 WATER DISTRIBUTION MATERIALS
9-30.1(1) DUCTILE IRON PIPE ......................................................................................................... Supplement
9-30.2(1) DUCTILE IRON PIPE ......................................................................................................... Supplement
9-30.2(6) RESTRAINED JOINTS ....................................................................................................... Supplement
9-30.3(1) GATE VALVES (3-inches to 6-inches) ............................................................................. Replacement
9-30.3(3) BUTTERFLY VALVES ...................................................................................................... Supplement
9-30.3(4) VALVE BOXES .................................................................................................................. Supplement
9-30.3(8) TAPPING SLEEVE AND VALVE ASSEMBLY ............................................................... Supplement
9-30.5 HYDRANTS ............................................................................................................................. Supplement
9-30.6 WATER SERVICE CONNECTIONS (2-INCHES & SMALLER)
9-30.6(1) SADDLES .......................................................................................................................... Replacement
9-30.6(2) CORPORATION STOPS ..................................................................................................... Supplement
9-30.6(3) SERVICE PIPES .................................................................................................................. Supplement
9-30.6(5) METER SETTERS (Meter Yokes) ...................................................................................... Supplement
9-30.6(5)A CURB VALVES ............................................................................................................. New Section
9-30.6(7) METER BOXES .................................................................................................................. Supplement
9-30.6(8) SHUT-OFF VALVES ......................................................................................................... New Section
9-36 FILTER FABRIC
9-36.1 FILTER FABRIC FOR INFILTRATION SYSTEMS ........................................................... New Section
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-1
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
1-01 DEFINITIONS AND TERMS
1-01.3 DEFINITIONS Supplement
(April 2006 City of Auburn)
Whenever the words “as directed”, “as required”, “as permitted”, or words of the like effect
are used, it shall be understood that the direction, requirement or permission of the City of
Auburn is intended. The words “sufficient”, “necessary”, “proper”, and the like shall mean
sufficient, necessary or proper in the judgment of the City of Auburn. The words
“approved”, “acceptable”, “satisfactory”, or other words of the like shall mean approved by,
or acceptable to, the City of Auburn.
(October 1, 2005 APWA GSP)
All references in the Standard Specifications to the terms “State”, “Department of
Transportation”, “Washington State Transportation Commission”, “Commission”,
“Secretary of Transportation”, “Secretary”, “Headquarters”, and “State Treasurer” shall be
revised to read “Contracting Agency”.
All references to “State Materials Laboratory” shall be revised to read “Applicant’s
Materials Laboratory”.
Applicant
The term Applicant shall be used to mean the Owner and any agent of the Owner authorized
to represent the Owner.
Applicant’s Engineer
The term Applicant’s Engineer shall be used to mean the individual, partnership, firm,
corporation, or joint venture, contracting with the Applicant to complete the engineering
design of the prescribed work.
City
The term City shall be used to mean the City Engineer or any designee thereof.
Contract Documents
The term Contract Documents shall be used to mean the combination of requirements as
follows:
1. WSDOT Standard Specifications for Road, Bridge and Municipal Construction 2008
(English) edition, except as modified or superseded herein,
2. WSDOT Standard Plans (M21-01) for Road, Bridge and Municipal Construction,
3. City of Auburn Standard Details,
4. Manual on Uniform Traffic Control Devices for Streets and Highways, current
edition,
5. American Water Works Association Standards, current edition,
6. The City approved plans, and
7. Any other documents reviewed and approved by the City and required as part of the
development.
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-2
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
Contracting Agency
The term Contracting Agency shall mean the City of Auburn.
Contractor:
The term Contractor shall be used to mean the individual, partnership, firm, corporation, or
joint venture, contracting with the Applicant to do the prescribed work.
Current Edition
The latest specifications, standards, or requirements of the respective issuing agencies which
have been published as of the date that the project is approved, shall apply; except to the
extent that said standards or requirements may be in conflict with applicable laws,
ordinances, or governing codes.
Dates
Completion Date
The day all the work specified for the project is completed and all the obligations of
the Contractor are fulfilled. All required documentation must be furnished by the
Contractor before establishment of this date.
Final Acceptance Date
The date upon which the City accepts the work for the project as being completed.
Engineer
The term Engineer shall be used to mean the City Engineer or any designee thereof.
Equal Products
The terms “or equal”, “approved equivalent”, etc., as used in the Contract Documents, shall
mean equal as determined by the Auburn City Engineer.
Measurement
The term Measurement is used in reference to public contract bid items and is not applicable
to development projects.
Notice to Proceed
The written notice from the City to the Contractor authorizing the Contractor to begin
working.
Payment
The term Payment is used in reference to public contract bid items and is not applicable to
development projects.
Plans
The City Approved Plans and the Standard Details and/or Standard Plans referenced in these
Special Provisions, which show location, character, and dimensions of the prescribed work
including layouts, profiles, cross-sections, and other details.
Project
The term Project shall mean the development project being governed by the Contract
Documents under an approved permit with the City.
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-3
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
Special Provisions
The term Special Provisions shall be used to mean the supplemental specifications to the
WSDOT Standard Specifications for Road, Bridge and Municipal Construction developed,
prepared, and approved by the City of Auburn and contained in Section I of the manual
titled “City of Auburn Construction Standards”. To clarify the purpose of each section
provided, Special Provisions have the following section descriptions.
Supplement: Text supplements or adds clarification to that Section of the Standard
Specifications.
Revision: Parts of that Section of the Standard Specification are altered.
Replacement: Text replaces the entire identified Section of the Standard
Specifications.
New Section: This Section is a City of Auburn specification or is unique to this
project and will not be found in the Standard Specifications.
Deletion: This Section is deleted in its entirety.
Standard Details
Specific plans or drawings developed, prepared, and adopted by the City of Auburn and
contained in Section II of the manual titled “City of Auburn Construction Standards” which
shows frequently recurring components of work that have been standardized for use.
Standard Plans
A manual of specific plans or drawings developed, adopted and titled “Standard Plans
(M21-01) for Road, Bridge and Municipal Construction” prepared by the Washington State
Department of Transportation and the American Public Works Association, current edition;
Standard Specifications
The Standard Specifications for Road, Bridge and Municipal Construction, 2008 (English)
edition as issued by the Washington State Department of Transportation, hereinafter referred
to as the “Standard Specifications”.
Traffic
Both vehicular and non-vehicular traffic, such as pedestrians, bicyclists, wheelchairs, and
equestrian traffic.
Shop Drawings
Same as “Working Drawings” as defined in the Standard Specifications.
1-04 SCOPE OF THE WORK
1-04.2 COORDINATION OF CONTRACT DOCUMENTS, PLANS,
SPECIAL PROVISIONS, SPECIFICATIONS AND ADDENDA Revision
(April 2006 City of Auburn)
The second paragraph is deleted and replaced with the following:
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-4
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
Any inconsistency in the parts of the Contract Documents shall be resolved by following
this order of precedence (e.g., 1 presiding over 2, 3, 4, 5, 6, and 7; 2 presiding over 3, 4, 5, 6,
and 7; and so forth):
1. Construction Standards Section I - Division 1 General Requirements;
2. Construction Standards Section I- Divisions 2 Technical Specifications;
3. City Approved Plans;
4. Construction Standards Section II - City of Auburn Standard Details;
5. Standard Specifications ;
6. Standard Plans;
7. Manual on Uniform Traffic Control Devices for Streets and Highways,
current edition; and
8. American Water Works Association Standards, current edition.
1-05 CONTROL OF WORK
1-05.4 CONFORMITY WITH AND DEVIATIONS FROM
PLANS AND STAKES Revision
(April 2006 City of Auburn)
Replace the second sentence of the second paragraph with the following:
The allowable tolerance for the Contractor’s work shall not exceed 0.02 feet from lines,
grades, depths and cross-sections shown on the Plans unless otherwise specified in these
contract documents.
1-05.4(3) RECORD CONSTRUCTION DRAWINGS New Section
(April 2006 City of Auburn)
The following requirements are intended to provide the project Contractor with the
information necessary to furnish the City with satisfactory record construction drawings:
1. The Contractor shall be responsible for tracking all relevant field changes to the
approved construction drawings. These changes shall be clearly identified in red
ink in a comprehensive manner on the approved plans and provided to the City for
concurrence prior to the creation of the Record Construction Drawings” by the
Applicant’s Engineer.
2. The record construction drawings shall identify all existing or abandoned utilities
that were encountered during construction that were not shown on the approved
construction drawings.
3. The record construction drawings shall identify all deviations from the approved
construction drawings as follows:
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-5
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
Sanitary Sewer
Manholes:
Type/size of structure
Location to the nearest 1-foot horizontal
Rim elevations to the nearest 0.1-foot vertical
Invert elevations to the nearest 0.1-foot vertical
Pipe sizes to the nearest 1-inch inside diameter
Pipes:
Type of pipe
Location to the nearest 1-foot horizontal
Length between structures to the nearest 1 foot
Slopes based on invert elevations
Pipe sizes to the nearest 1-inch inside diameter
Side Sewers:
Type of pipe
Location from reference manhole to the nearest 1 foot horizontal and
consistent with the TV report
Location to the nearest 1-foot horizontal
Length between structures to the nearest 1 foot
Slopes based on the constructed invert elevations
Invert elevations at right-of-way lines to the nearest 0.5-feet vertical
Storm Drainage
Manholes/Catch Basins:
Type/size of structure
Location to the nearest 1-foot horizontal
Rim elevations to the nearest 0.1-foot vertical
Invert elevations to the nearest 0.1-foot vertical
Pipe sizes to the nearest 1-inch inside diameter
Pipes:
Type of pipe
Location to the nearest 1-foot horizontal
Length between structures to the nearest 1-foot
Slopes based on the constructed invert elevations
Pipe sizes to the nearest 1-inch inside diameter
Water
Pipes:
Type of pipe and joints
Deflection of bends to the nearest 1 degree
Location to the nearest 1-foot horizontal
Location to the nearest 0.5-foot vertical between valves at 50-foot
stations and intersection with other utilities
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-6
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
Length between valves to the nearest 1 foot
Pipe sizes to the nearest 1-inch inside diameter
Valves, Hydrants, Blowoffs, Air Vacs, and PRV’s:
Type of facility
Location to the nearest 1-foot horizontal
Meters and Services:
Type of service material
Location of service line to the nearest 1-foot horizontal
Meter location to the nearest 1-foot horizontal
Meter sizes to the nearest ¼-inch in diameter
Streets
Public Streets:
Centerline elevations to the nearest 0.1-foot vertical at 100-foot stations
Centerline slopes and vertical curve data based on the constructed
centerline elevations
Gutterline elevations to the nearest 0.1-foot vertical (if not a standard
crown section)
Gutterline slopes and vertical curve data based on the constructed
gutterline elevations (if not a standard crown section)
Driveway and Sidewalk:
Type of driveway (commercial or residential section)
Centerline driveway location to the nearest 1-foot horizontal
Driveway width to the nearest 1-foot horizontal
Sidewalk width to the nearest 1-foot horizontal
Channelization:
Type of buttons, reflectors, and curbs
General layout location to the nearest 1-foot horizontal
Signing:
Type of signs
Location of signs to the nearest 1-foot horizontal
Illumination:
Location of luminaries, junction boxes and service cabinets to the nearest
1-foot horizontal
Signalization:
Location of signal poles, junction boxes, service cabinets, and controllers
to the nearest 1-foot horizontal
Landscaping:
Type and location of tree grates, street trees, onsite landscaping, and
public irrigation systems
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-7
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
4. At the time the Contractor transmits the comprehensive redline Record
Construction Drawings to the City, he shall certify that said drawings are in
conformance to the above-referenced requirements;
5. The City shall receive and approve the Contractor’s certified “Record Construction
Drawings” as specified herein prior to completion.
A field set of Record Construction Drawings shall be kept current during the course of
construction by the Contractor and be available for review upon request by the
Engineer.
1-05.7 REMOVAL OF DEFECTIVE AND UNAUTHORIZED
WORK Supplement
(October 1, 2005 APWA GSP)
Supplement this section with the following:
If the Contractor fails to remedy defective or unauthorized work within the time specified in
a written notice from the Engineer, or fails to perform any part of the work required by the
Contract Documents, the Engineer may correct and remedy such work as may be identified
in the written notice, by such means as may deem necessary.
If the Contractor fails to comply with a written order to remedy what the Engineer
determines to be an emergency situation, the Engineer may have the defective and
unauthorized work corrected immediately, have the rejected work removed and replaced, or
have work the Contractor refuses to perform completed by using other forces. An
emergency situation is any situation when, in the opinion of the Engineer, a delay in its
remedy could be potentially unsafe, or might cause serious risk of loss or damage to the
public.
Direct or indirect costs incurred in correcting and remedying defective or unauthorized
work, or work the Contractor failed or refused to perform, shall be paid by the Contractor.
The Engineer will not release any financial securities for the Development project until such
time as all monies due to the City by the Contractor have been paid. Such direct costs shall
include in particular, but without limitation, compensation for additional professional
services required, and costs for repair and replacement of the Contractor’s unauthorized
work.
The rights exercised under the provisions of this section shall not diminish the Engineer’s
right to pursue any other avenue for additional remedy or damages with respect to the
Contractor’s failure to perform the work as required.
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-8
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
1-05.10 GUARANTEES Supplement
(April 2006 City of Auburn)
The public work performed under these Contract Documents shall be guaranteed for a
period of one year beyond the “Final Acceptance Date” thereof against defective materials,
equipment, and workmanship, unless otherwise required by the City. Upon receipt of notice
from the City of failure of any part of the material, equipment or workmanship during the
guarantee period, the affected part or parts shall be replaced with new materials or
equipment by, and at the expense of, the Applicant. This guarantee shall be financially
secured in compliance with the City’s requirements.
The Contractor shall be available approximately sixty (60) calendar days prior to the
expiration of the guarantee period to tour the project, with the Engineer, in support of the
Engineer’s effort to establish a list of corrective work required under the guarantee. Upon
the receipt of written notice of such required corrective work, the Contractor shall pursue
vigorously, diligently, and without unauthorized interruption of the City Facilities, the work
necessary to correct the items listed.
1-05.11 FINAL INSPECTION Replacement
Delete the entire Section and replace with the following:
1-05.11 FINAL INSPECTIONS AND OPERATIONAL TESTING
1-05.11(1) FINAL INSPECTION and PHYSICAL COMPLETION DATE
When the Contractor considers the work physically complete and ready for final inspection,
the Contractor by written notice shall request the Engineer to schedule a final inspection.
The Engineer will set a date for final inspection. The Engineer and the Contractor will then
make a final inspection and the Engineer will notify the Contractor in writing of all
particulars in which the final inspection reveals the work incomplete or unacceptable. The
Contractor shall immediately take such corrective measures as are necessary to remedy the
listed deficiencies. Corrective work shall be pursued vigorously, diligently, and without
interruption until physical completion of the listed deficiencies. This process will continue
until the Engineer is satisfied the listed deficiencies have been corrected.
If action to correct the listed deficiencies is not initiated within 7 days after receipt of the
written notice listing the deficiencies, the Engineer may, upon written notice to the
Contractor, take whatever steps are necessary to correct those deficiencies pursuant to
Section 1-05.7.
Upon correction of all deficiencies, the Engineer will notify the Contractor, in writing, of the
date upon which the work was considered physically complete. That date shall constitute the
Physical Completion Date, but shall not imply acceptance of the work or that all the
obligations of the Contractor have been fulfilled.
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards...........................................1-9
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
1-05.11(2) OPERATIONAL TESTING
(October 1, 2005 APWA GSP)
It is the intent of the Contracting Agency to have before final acceptance a complete and
operable system. Therefore when the work involves the installation of pump stations, wells,
reservoirs, machinery or other mechanical equipment; street lighting, electrical distribution,
signal systems; irrigation systems; buildings; or other similar work, it may be desirable for
the Engineer to have the Contractor operate and test the work for a period of time after final
inspection but prior to the final acceptance. Whenever items of work are listed in the
Contract Documents for operational testing, they shall be fully tested under operating
conditions for the time period specified to ensure their acceptability prior to final
acceptance. During and following the test period, the Contractor shall correct any items of
workmanship, materials, or equipment which prove faulty, or that are not in first class
operating condition. Equipment, electrical controls, meters, or other devices and equipment
to be tested during this period shall be tested under the observation of the Engineer, so the
Engineer may determine their suitability for the purpose for which they were installed. The
final acceptance will not be established until testing and corrections have been completed to
the satisfaction of the Engineer.
The costs for power, gas, labor, material, supplies, and everything else needed to
successfully complete operational testing, shall be paid by the Contractor unless specifically
set forth otherwise.
Operational and test periods, when required by the Engineer, shall not affect a
manufacturer’s guaranties or warranties furnished under the terms of the contract.
1-05.14(1) COOPERATION WITH OTHERS New Section
(April 2006 City of Auburn)
Should the Engineer determine that a property owner, a utility company or the City has
adequate reason to avoid access closure or water shutoff at the time scheduled, the
Contractor shall reschedule his work to meet the new conditions.
1-06 CONTROL OF MATERIAL
(April 2006 City of Auburn)
1-06.7 SUBMITTALS New Section
1-06.7(1) SUBMITTAL PROCEDURES
All submitted information shall be clear, sharp high contrast copies. Accompany each
submittal with a letter of transmittal containing the following information:
1. Contractor’s name and the name of subcontractor or supplier who prepared the
submittal.
2. The Permit Number and identifying number.
DIVISION 1: GENERAL REQUIREMENTS
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3. Each new submittal shall be sequentially numbered (1, 2, 3, etc.,). Each resubmittal
shall include the original number with a sequential alpha letter added (1A, 1B, 1C,
etc.).
4. Description of the submittal and reference to the contract requirement or technical
specification section and paragraph number being addressed.
1-06.7(2) SCHEDULE OF SUBMITTALS
Prior to beginning the work, the Contractor shall submit three (3) copies of a Schedule of
Submittals showing the date by which each submittal required for product review or product
information will be made. The Schedule of Submittals will identify the items that will be
included in each submittal by listing the item or group of items and the specification section
and paragraph number under which they are specified. Indicate whether the submittal is
required for product review of proposed equivalents, Shop Drawings, Product Data or
Samples or required for product information only.
The Contractor shall allow a minimum of 30 calendar days unless otherwise noted for the
Engineer’s review. The Contractor shall also allow adequate time for manufacturer delivery
at the construction site without causing delay to the work. All submittals shall be in
accordance with the approved Schedule of Submittals. Submittals shall be made early
enough to allow for unforeseen delays such as:
1. Failure to obtain favorable review because of inadequate or incomplete submittal or
because the item submitted does not meet the requirements of the Contract
Documents.
2. Delays in manufacture.
3. Delays in delivery.
1-06.7(3) SHOP DRAWINGS, PRODUCT DATA, SAMPLES
This paragraph covers submittal of Shop Drawings, Product Data and Samples required for
the Engineer’s review.
Number and type of submittals:
1. Shop Drawings: Submit five copies, two of which will be marked, stamped and
returned to the Contractor. The Contractor shall make and distribute the required
number of additional copies to its superintendent, subcontractors and suppliers.
2. Product Data: Submit five copies, two of which will be marked, stamped and
returned to the Contractor. The Contractor shall make and distribute the required
number of additional copies to its superintendent, subcontractors and suppliers.
3. Samples: Submit three labeled samples or three sets of samples of manufacturers’
full range of colors and finishes. One sample will be returned to the Contractor.
DIVISION 1: GENERAL REQUIREMENTS
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Content of submittals:
1. Each submittal shall include all of the items and materials required for a complete
assembly, system or Specification Section.
2. Submittals shall contain all of the physical, technical and performance data required
by the specifications or necessary to demonstrate conclusively that the items comply
with the requirements of the Contract Documents.
3. Include information on characteristics of electrical or utility service required and
verification that such requirements have been coordinated with service provided by
the work and by other interconnected elements of the work.
4. Provide verification that the physical characteristics of items submitted, including
size, configurations, clearances, mounting points, utility connection points and
service access points, are suitable for the space provided and are compatible with
other interrelated items that are existing or have or will be submitted.
5. Label each Product Data submittal, Shop Drawing, and Sample with the information
required in this Section. Highlight or mark every page of every copy of all Product
Data submittals to show the specific items being submitted and all options included
or choices offered.
6. Additional requirements for submittals are contained in the Technical Specification
sections.
7. Designation of work as “NIC” or “by others” shown on the Shop Drawings, shall
mean that the work will be the responsibility of the Contractor rather than the
subcontractor or supplier who has prepared the Shop Drawings.
A separate letter explaining the deviations shall accompany submittals that contain
deviations from the requirements of the Contract Documents. The Contractor’s letter shall:
1. Cite the specific requirement, including the Specification Section and paragraph
number, for which approval of a deviation is sought.
2. Describe the proposed alternate material, item or construction and explain its
advantages and/or disadvantages to the City.
The Engineer will stamp and mark each submittal prior to returning it to the Contractor.
The stamps will indicate:
1. “NO EXCEPTIONS TAKEN” – Accepted subject to its compatibility with future
submissions and additional partial submissions for portions of the work not covered
in this submission. Does not constitute approval or deletion of specified or required
items not shown in the partial submission.
2. “MAKE CORRECTIONS NOTED” – Accepted subject to minor corrections that
shall be made by the Contractor and subject to its compatibility with future
submissions and additional partial submissions for portions of the work not covered
in this submission. Does not constitute approval or deletion of specified or required
items not shown in the partial submission. No resubmission is required.
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3. “AMEND AND RESUBMIT” – Rejected because of major inconsistencies or errors
which shall be resolved or corrected by the Contractor prior to subsequent submittal.
An amended resubmission is required.
4. “REJECTED” – Submitted material does not conform to Plans and Specifications in
major respect (i.e., wrong size, model, capacity, or material). A new submission is
required.
5. “NOT REVIEWED” – Submittals for material not required on project.
A letter explaining the changes shall accompany re-submittals that contain changes that
were not requested by the Engineer on the previous submittal.
1-07 LEGAL RELATIONS AND RESPONSIBILITIES TO THE PUBLIC
1-07.1 LAWS TO BE OBSERVED Supplement
(October 1, 2005 APWA GSP)
In cases of conflict between different safety regulations, the more stringent regulation shall
apply.
The Washington State Department of Labor and Industries shall be the sole and paramount
administrative agency responsible for the administration of the provisions of the Washington
Industrial Safety and Health Act of 1973 (WISHA).
The Contractor shall maintain at the project site office, or other well-known place at the
project site, all articles necessary for providing first aid to the injured. The Contractor shall
establish, publish, and make known to all employees, procedures for ensuring immediate
removal to a hospital, or doctor’s care, for persons, including employees, who may have
been injured on the project site. Employees should not be permitted to work on the project
site before the Contractor has established and made known procedures for removal of
injured persons to a hospital or a doctor’s care.
The Contractor shall have sole responsibility for the safety, efficiency, and adequacy of the
Contractor’s plant, appliances, and methods, and for any damage or injury resulting from
their failure, or improper maintenance, use, or operation. The Contractor shall be solely and
completely responsible for the conditions of the project site, including safety for all persons
and property in the performance of the work. This requirement shall apply continuously,
and not be limited to normal working hours. The required or implied duty of the Engineer
to conduct construction review of the Contractor’s performance does not, and shall not, be
intended to include review and adequacy of the Contractor’s safety measures in, on, or near
the project site.
1-07.5(5) CITY OF AUBURN REQUIREMENTS New Section
(April 2006 City of Auburn)
The following list represents a portion of City of Auburn Code requirements dealing with
the preservation of public natural resources that affect or are affected by the proposed work.
DIVISION 1: GENERAL REQUIREMENTS
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Copies of applicable code are available in the City Clerk’s office at City Hall, 25 West Main
Street, Auburn, Washington.
City of Auburn Code – Section 8.28: Defines general noise nuisances prohibited in
the City of Auburn. Also see Section 1-08.0(2), Hours of Work, of this document
for restrictions.
City of Auburn Code – Sections 14,16,17,18: Reviews types of permits required for
grading, land fills, mining, excavation, utility extension, building and all associated
permits. Requirements of City Code and the most current edition of the Uniform
Building Code adopted by the City apply in all cases. Permit applications are
reviewed by the Planning, Building and Community Development Department
and/or the Public Works Department.
1-07.6 PERMITS AND LICENSES Supplement
(April 2006 City of Auburn)
The Contractor shall become familiar with all permits and licenses to be obtained and shall
insure that all their requirements are met. All required permits and licenses shall be
obtained by the Contractor.
1-07.13(2) RELIEF OF RESPONSIBILITY FOR COMPLETED
WORK Replacement
(April 2006 City of Auburn)
This Section is deleted and replaced with the following:
The Contractor shall bear the risk of loss or damage for all finished or partially finished
work until Final Acceptance of the entire Project. This includes all vandalism, theft, and
acts of God or nature.
1-07.15 TEMPORARY WATER POLLUTION/EROSION
CONTROL Supplement
(April 2007 City of Auburn)
Supplement this Section with the following:
The Contractor shall implement temporary erosion and sediment control (TESC) measures
as necessary to prevent erosion and to stop sediment-laden water from leaving the site and
entering the storm drain system. Measures shall be in accordance with, and conform to, the
City of Auburn Design Manual and Section 8-01 of these Special Provisions. The
Contractor shall construct all necessary elements and provide other necessary materials,
labor, and equipment.
Exposed slopes and excavations shall be protected. The Contractor shall maintain and clean
the facilities for the life of the construction. The Contractor shall have adequate materials
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on the site to respond to weather changes and shall modify the system to accommodate
seasonal changes. For projects that will have exposed soils or be worked on from October 1
to March 31, a Winterization Plan will be required and shall be complete and accepted by
the City prior to September 30. Items required in the report will consist of the following:
1. Purpose is clearly stated.
2. Property location in provided.
3. Property description is provided.
4. Contacts are provided and include:
a. Name
b. Title
c. Organization
d. Phone number of person, or persons responsible for maintaining the site.\
5. Temporary Erosion and Sediment Control (TESC) Plan is provided.
6. Inspection and monitoring scheduled is provided.
7. Maintenance and repair responsibility is clearly identified.
8. A stockpile of TESC materials and their location is clearly identified.
9. An Exhibit A – legal description is provided.
10. An Exhibit B – vicinity map is provided.
11. Inspection report form is provided.
12. Best Management Practices (BMP’s) to be employed, that are site specific, are
provided.
1-07.16 PROTECTION AND RESTORATION OF PROPERTY Supplement
(April 2006 City of Auburn)
The Contractor shall not trespass upon private property and shall be responsible for all
injury or damage to persons or property, directly or indirectly, resulting from the
Contractor’s operations in completing this work. The Contractor shall comply with the laws
and regulations of the City of Auburn, County, State, and Federal governments relating to
the safety of persons and property and will be held responsible for, and required to make
good, all injury and damage to persons or property caused by the Contractor’s operations.
Sprinkler irrigation systems that encroach within the limits of improvements shall be
modified as necessary to ensure operation “equal or better than” the original condition upon
completion of the improvements. This work will include, but not be limited to, cutting and
capping existing pipe, relocating existing risers and sprinkler heads, new pipe heads and
connections, and testing of the system.
The Contractor shall give prior notification to the owners of any ditches, irrigation lines and
appurtenances that interfere with the work. The Contractor shall be liable for any damage to
irrigation facilities by the Contractor’s operations and shall restore such damaged facilities
to “equal or better than” original condition.
Asphalt concrete pavement or bituminous surfacing outside the project area that is disturbed
by the work shall be restored to its original condition or better. Asphalt pavement
DIVISION 1: GENERAL REQUIREMENTS
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restoration shall comply with the provisions of Section 5-02 (Bituminous Surface
Treatment) and 5-04 (Hot Mix Asphalt) of the Standard Specifications.
Existing cement concrete curb, gutter and sidewalk structures disturbed by the Contractor’s
operations shall be replaced to match existing, or as directed by the Engineer. Cement
concrete shall be Class 3000 with entrained air in conformance with Section 6-02 (Concrete
Structure) of the Standard Specifications.
Existing street shoulders disturbed by the Contractor’s operation shall be resurfaced with 6
inches of compacted Gravel Borrow and 2 inches of compacted Crushed Surfacing Top
Course sloped ½ inches per foot away from the paved street, or as directed by the Engineer.
Street shoulder restoration shall be in conformance with Section 4-04.3(11) (Shoulder
Ballast).
All other surfaces, mailboxes, fences, signs, lawn irrigation systems, etc., disturbed by the
project, shall be promptly replaced or relocated to original or better condition. Gravel
driveways disturbed by the work shall be resurfaced with a compacted 2-inch layer of
Crushed Surfacing Top Course. All ditches shall be reconstructed as indicated on the
drawings, or as directed by the Engineer.
The Contractor shall restore all disturbed landscaping in conformance with Section 8-02
(Roadside Restoration).
1-07.16(1)A PROTECTION AND RESTORATION OF EXISTING
MARKERS AND MONUMENTS New Section
(April 2006 City of Auburn)
All existing survey monuments and property corner markers shall be protected from
movement by the Contractor. All existing survey markers and/or monuments that must be
removed for construction purposes are to be referenced by survey ties and then replaced by
the Contractor in accordance with WAC 332-120. All existing property corner markers
disturbed or removed by the Contractor’s operations shall be replaced, at the Contractor’s
own expense, by a Professional Land Surveyor registered in the State of Washington.
Resetting of property corners for which there is no Record of Survey or Short Plat filed with
the County Auditor may require exhaustive and expensive resurvey. This includes the City
of Auburn benchmark system. Any damaged monuments must be reset to second order,
first class specifications.
1-07.16(2) VEGETATION PROTECTION AND RESTORATION Supplement
The Contractor shall give prior notification to the owners of any vegetation that interferes
with the work designated on the plans.
DIVISION 1: GENERAL REQUIREMENTS
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1-07.17 UTILITIES AND SIMILAR FACILITIES Replacement
This section is deleted in its entirety and replaced with the following.
(April 2008 City of Auburn)
The Plans show locations of various known existing above ground amenities and
obstructions. The location of known existing underground utilities, as shown on the Plans,
are indicated based on available information and may not be exact. The Contractor is
responsible for determining their exact location.
A list of utilities and known contact persons will be available at the pre-construction
conference for the Contractor’s convenience.
The Contractor is responsible for coordination with the utility companies and arranging for
the temporary or permanent movement or adjustment of their facilities within the project
limits.
The Contractor must call the Utilities Underground Location Center (One-Call Center) for
field location, not less than two (2) and not more than ten (10) business days before the
scheduled date for beginning excavation that might affect underground utilities. A business
day is defined as any day other than Saturday, Sunday, or a legal Local, State, or Federal
holiday. The telephone number for the One-Call Center for this project is
1-(800)-424-5555.
The Contractor is responsible for any breakage of utilities or services resulting from his
operations and shall hold the City harmless from any claims resulting from disruption of, or
damages to, the same.
The Contractor is responsible for coordination with the utility companies and arranging for
the temporary or permanent removal, replacement, bracing or holding of any utility or
structure, including power and telephone poles, required to accomplish the work.
The Contractor is responsible for the complete repair (including materials) of any City-
owned utility damaged by the work (including water services), whether or not shown on the
Plans. Copper water service lines, if damaged, must be replaced in kind by one continuous
service line from the water main to the meter. Splicing will not be permitted. The
Contractor shall repair any damage caused by broken water mains or services. The
Contractor shall have sufficient materials and qualified personnel available to effect
immediate repairs of water and sewer lines that may be damaged by the work.
1-07.17(1) DISRUPTIONS TO CITY WATER SERVICES
(April 2006 City of Auburn)
All water service shutdowns caused by construction shall be approved by the City a
minimum of two (2) working days before shutdown and performed by City Water Utility
staff. All water service disruptions shall be limited to a maximum of 4 hours.
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1-07.17(2) UTILITY POTHOLING
(April 2006 City of Auburn)
The Contractor shall physically locate, uncover, and document the location of underground
utilities where necessary or directed using methods and equipment acceptable to the
Engineer. The purpose of utility potholing is to allow sufficient time ahead of pipe laying
operations to identify underground conflicts, allow ample time to make minor adjustments
in pipe grade and/or alignment, and generally facilitate the Contractor’s work schedule.
In no way shall the work described under Utility Potholing relieve the Contractor of any of
the responsibilities described in Section 1-07.17 of the Standard Specifications and these
Special Provisions.
1-07.23 PUBLIC CONVENIENCE AND SAFETY Supplement
(April 2006 City of Auburn)
Traffic control and street maintenance for the safety of the traveling public on this project
shall be the sole responsibility of the Contractor and all methods and equipment used will be
subject to the approval of the City of Auburn. Contractors and their surety shall be liable for
injuries and damages to persons and property suffered because of Contractors operations or
any negligence connected with them.
The use of any project area by vehicles or pedestrians before project acceptance is not to be
construed as utilization by the City of Auburn.
The Contractor shall maintain normal two-way traffic through the work site(s) at all times,
unless the Engineer gives written permission to alter this requirement.
1-07.23(1) CONSTRUCTION UNDER TRAFFIC Supplement/Revision
(October 1, 2005 APWA GSP)
Revise the second paragraph to read:
To disrupt public traffic as little as possible, the Contractor shall permit traffic to pass
through the work with the least possible inconvenience or delay. The Contractor shall
maintain existing roads, streets, sidewalks, and paths within the project limits, keeping them
open, and in good, clean, safe condition at all times. The Contractor shall also maintain
roads, streets, sidewalks, and paths adjacent to the project limits when affected by the
Contractor’s operations. The Contractor shall perform the following:
1. Remove or repair any condition resulting from the work that might impede traffic or
create a hazard.
2. Keep existing traffic signal and highway lighting systems in operation as the work
proceeds. (The Contracting Agency will continue the route maintenance on such
system.)
3. Maintain the striping on the roadway. The Contractor shall be responsible for
scheduling when to renew striping, subject to the approval of the Engineer.
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4. Maintain existing permanent signing.
5. Keep drainage structures clean to allow for free flow of water.
(April 2006 City of Auburn)
All unattended excavations shall be barricaded at all times.
This section is supplemented with the following:
The Contractor shall obtain the approval of the Engineer of all barricading and lighting
before leaving the job site each day. Failure to provide proper barricading and lighting will
be cause for the City to call in a barricading company to install proper barricades and lights
and charge the Contractor for all costs incurred. Engineer approval shall not relieve the
Contractor of his legal responsibilities in case of project area accidents.
At the end of each working day, the Contractor shall place temporary patches or steel plates
over unfinished portions of trenches crossing traveled ways. Material for temporary patches
shall be hot or cold mix asphalt concrete.
Any asphalt concrete paving, asphaltic cold patch, crushed surfacing or other material
required for maintaining traffic during the life of the work shall be placed by the Contractor
immediately upon request by the Engineer, in the amounts designated.
Traffic control devices that are in conflict with required construction traffic devices or
construction work shall be covered, removed and temporarily stored, or temporarily
relocated by the Contractor, as directed by the Engineer.
Flagging, signs, and all other traffic control devices shall be in accordance with Section 1-
10.3 (Traffic Control Labor, Procedures, and Devices).
1-07.23(1)A DUST AND MUD CONTROL AND STREET CLEANING New Section
(April 2006 City of Auburn)
The Contractor is responsible for controlling dust and mud within the project limits. All
streets outside the project limits used by the Contractor during the Project shall be kept
clean. The Contractor shall be prepared to use watering trucks equipped with high-velocity
water jets and low-head sprinkling devices, power sweepers, and any other pieces of
equipment necessary to render the streets free of all mud, debris, and foreign materials. Any
damage caused by dust or mud accumulation on the streets and in the storm sewer system
shall be the sole responsibility of the Contractor.
Watering trucks may be used on paved streets with an adequate storm drainage system.
Watering trucks may also be used on unpaved streets for dust control, but no mud can be
created. Where water flushing is not allowed, street sweepers (not power brooms) shall be
used.
The Contractor shall provide for sweeping or flushing all surfaced roadways upon
completion of each day’s activities. Equipment required for this operation shall be on the
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job site or available at all times. Failure to have this equipment on the job site or available
may necessitate a shutdown of the project.
1-07.23(1)B DAILY CLEANUP AND MAINTENANCE ITEMS New Section
(April 2006 City of Auburn)
The Contractor shall clean all roadways, streets and appurtenances, including sidewalks
which are open for public use, of all material or debris that has been dropped or otherwise
deposited thereon, as a result of Contractor’s on- and off-site operations, at the conclusion of
each working day, and at such other times as deemed necessary by the Engineer to ensure
the safety of the traveling public and to prevent inconvenience to the public and owners of
private property adjacent to the project.
If the Engineer determines that roadways, streets, and appurtenances are not properly
cleaned to prevent public inconvenience, or the condition of the excavation or disposal sites
so warrant, the Contractor shall provide facilities to remove clay or other deposits from tires,
between wheels, and outside of truck beds before trucks and other equipment will be
allowed to travel over paved streets.
Any violation of the above requirements will be sufficient grounds for the Engineer to order
the roadways, streets and appurtenances cleaned or sprinkled by others at the expense of the
Contractor.
1-07.23(2) CONSTRUCTION AND MAINTENANCE OF
DETOURS Supplement/Revision
(October 1, 2005 APWA GSP)
Revise the first paragraph to read:
Unless otherwise approved, the Contractor shall maintain two-way traffic during
construction. The Contractor shall build, maintain in a safe condition, keep open to traffic,
and remove when no longer needed:
1. Detours and detour bridges that will accommodate traffic diverted from the roadway,
bridge, sidewalk, or path during construction,
2. Detour crossings of intersecting highway, and
3. Temporary approaches.
(April 2006 City of Auburn)
This section is supplemented as follows:
The Contractor shall submit a written procedure for routing and maintenance of traffic. The
City of Auburn Public Works Department, City of Auburn Police Department, and the
Valley Regional Fire Authority must approve all street blockage, traffic routing, etc.
Some streets may be closed to through traffic with Engineer approval. The Contractor shall
obtain written approval from the Engineer at least fifteen (15) working days prior to an
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anticipated street closure. Street closures shall be such that they provide for maximum
public safety and public convenience. They shall be opened to through traffic at such time
as the work has been completed, or as the Engineer may direct.
Street closures and detours shall provide for the following:
1. Reasonable access to, and egress from, the properties adjacent to the project at all
times.
2. At least one-way traffic on all existing roadways within the project limits during
working hours and at the end of each working day provisions for the safe passage of
two-way traffic during the non-working hours.
3. If the Contractor requires delays or limited term street closure the request shall be
submitted, in writing, for the approval of the Engineer before the anticipated delay or
closure. The delay or closure request shall state the reason, the locations, the time
and date, and the duration of the required delay or closure.
4. The Contractor is required to remove all excess materials, debris, or other
obstruction caused by his operation, from the streets or alleys as the work progresses,
whether within the project limits or along haul routes. If the Contractor neglects to
remove such materials or obstruction and return streets, sidewalks, driveways, and
roads in suitable condition for traffic within one (1) working day after having
received written notice from the Engineer, the work may be done by the City of
Auburn and the cost thereof charged to the Contractor. The Contractor shall repair
or replace any streets, sidewalks, roads, or culverts damaged by his operations, to the
satisfaction of the Engineer and other concerned parties.
5. The Contractor must maintain convenient access for local traffic to driveways,
houses, businesses and buildings along the work route. Such access shall be
maintained as near as possible to that which existed before construction began. The
Contractor shall provide three (3)working days advance notice to all property owners
and tenants of street and alley closures or other restrictions, which may interfere with
their access. When the abutting owners’ access across right-of-way lines is to be
eliminated and replaced by another access, the existing access shall not be closed
until the replacement access facility is available. Advance coordination prior to City
plan approval is required.
The Contractor shall be responsible for making detailed notifications of detours and closures
as follows:
1. The Contractor shall provide written notification to the local Fire Authority and
Police Department before the beginning of operations, so that these agencies may
reroute their emergency vehicles around the construction zone. If the Fire Authority
or Police Department determines that rerouting is not possible, the Contractor shall
provide reasonable access through the construction zone at all times.
2. The Contractor shall notify all affected owners and agencies of all closures, detours
and traffic interruptions at least ten working days in advance of such closure.
Notification shall be in writing and must include the beginning and ending times and
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dates of traffic disruption(s), names of streets or locations of alleys to be affected,
detour routes, etc. The language of the notification will be approved by the City
prior to distribution of the notification. The Contractor shall give the Engineer
written certification of all notifications before all traffic disruptions. On large
projects requiring extended traffic disruption, the Contractor shall make additional
notifications, as conditions require.
1-07.28 HAUL ROUTES New Section
(April 2006 City of Auburn)
Prior to moving any materials and equipment on public streets, the Contractor shall submit a
haul route plan to the Engineer for approval per Section 1-06.7 (Submittals). The plan must
be approved by the Engineer prior to the beginning of construction activities. Damage done
to streets during the Contractor’s hauling shall be repaired to pre-construction conditions at
the Contractor’s expense. The following needs to be provided in the haul route plan:
1. What type of material and equipment is being hauled? (Imported fill material for all
structural fill and other fill activities shall be approved by the Engineer.
2. Total quantity hauled as part of this action.
3. Total haul days of this action.
4. Total quantity of material moved per day.
5. Estimated number of trips per day.
6. Estimated start date.
7. Estimated completion date.
8. Intended time of day of the haul.
9. Intended route of the haul. (Clearly shown on the site map)
1-08 PROSECUTION AND PROGRESS
1-08.0 PRELIMINARY MATTERS New Section
1-08.0(1) PRECONSTRUCTION CONFERENCE
(April 2006 City of Auburn)
Prior to beginning work on the Project, a preconstruction conference will be scheduled
between the Applicant, the City and such other interested parties as may be invited.
The purpose of the preconstruction conference will be:
1. To review the initial progress schedule;
2. To establish a working understanding among the various parties associated or
affected by the work;
3. To establish and review procedures for notifications, approvals, submittals, etc.;
4. To establish normal working hours for the work;
5. To review safety standards and traffic control; and
6. To discuss such other related items as may be pertinent to the work.
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards.........................................1-22
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
The Contractor shall prepare, and submit, at the preconstruction meeting, the following:
1. A preliminary schedule of submittals;
1-08.0(2) HOURS OF WORK
(October 2006 City of Auburn)
Except in the case of emergency, or unless otherwise stated in the Plans or approved by the
City, the normal straight time working hours for the contract shall be any consecutive 8-hour
period between 7:00 a.m. and 6:00 p.m. of a working day, with a maximum 1-hour lunch
break and a 5-day work week. The normal straight time 8-hour working period for the
contract shall be established with Plan approval, at the preconstruction conference or prior
to the Contractor commencing the work.
Permission to work longer than an 8-hour period between 7:00 a.m. and 6:00 p.m. is not
required. Permission to work between the hours of 7:00 p.m. and 7:00 a.m. during
weekdays and between the hours of 6:00 p.m. and 9:00 a.m. on weekends or holidays may
also be subject to noise control requirements. If the Contractor desires to work during
restricted times, the Contractor shall submit a written request to the City thirty (30) calendar
days prior to the day for which the Contractor is requesting permission to work. The written
request shall meet all requirements of Auburn City Code 8.28 and will include specific days
and times and description of work to be performed and the reasons the work cannot be
performed during the normal hours of work. If approval is granted, it may be revoked at any
time the City receives complaints from the public or adjoining property owners regarding
the noise from the Contractor’s operations.
Permission to work Saturdays, Sundays, and/or holidays for other than the agreed upon
normal straight time working hours, Monday through Friday, may be given subject to
certain other conditions set forth by the City. These conditions may include but are not
limited to: requiring the Engineer or such assistants as the Engineer may deem necessary to
be present during the work; requiring the Contractor to reimburse the City for the costs in
excess of straight-time costs for the City employees who worked during such times; and
considering multiple work shifts occur in a single 24-hour period. Assistants may include,
but are not limited to, personnel from the City’s material testing lab; inspectors; and other
City employees when, in the opinion of the Engineer, such work necessitates their presence.
1-08.4 NOTICE TO PROCEED AND PROSECUTION OF THE
WORK Replacement
Delete this section in its entirety, and replace it with the following:
(April 2006 City of Auburn)
The Contractor shall not commence with the work until the City has given the Notice to
Proceed. The Contractor shall give the City at least three (3) working days advance notice
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards.........................................1-23
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
before beginning each phase of the work (such as excavation, street paving, etc.) so that
arrangements may be made to furnish an inspector. The Contractor shall diligently pursue
the work to be completed within the existing public right-of-way in the agreed upon
timeframes. This timeframe shall be established by the submittal and acceptance of a
Construction Schedule addressing all items of work and their time of completion.
1-08.6 SUSPENSION OF WORK Revision
(April 7, 2008 WSDOT Amendment)
The first paragraph is revised to read:
The Engineer may order suspension of all or any part of the Work if:
1. Unsuitable weather that prevents satisfactory and timely performance of the Work;
or
2. The Contractor does not comply with the Contract Documents: or
3. It is in the public interest.
1-08.7 MAINTENANCE DURING SUSPENSION Revision
The fifth paragraph is revised to read:
The Contractor shall protect and maintain all other Work in areas not used by traffic.
The seventh paragraph is revised to read:
After any suspension, the Contractor shall resume all responsibilities the Contract
Documents assigns for the Work.
Revise the second paragraph to read:
The Contractor shall provide through the construction area a safe, smooth, and unobstructed
roadway, sidewalk, and path for public use during suspension (as required in Section 1-
07.23). This may include a temporary road or detour.
1-10 TEMPORARY TRAFFIC CONTROL
1-10.1 GENERAL Revision
Revise the first paragraph to read:
The Contractor shall provide flaggers, signs, and other traffic control devices. The
Contractor shall erect and maintain all construction signs, warning signs, detour signs, and
other traffic control devices necessary to warn and protect the public at all times from injury
or damage as a result of the Contractor’s operations which may occur on highways, roads,
DIVISION 1: GENERAL REQUIREMENTS
Revised 06/2009.....................Engineering Construction Standards.........................................1-24
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 1 (06-09).doc
streets, sidewalks, or paths. No work shall be done on or adjacent to any traveled way until
all necessary signs and traffic control devices are in place.
1-10.2(2) TRAFFIC CONTROL PLANS Supplement
(June 2008 City of Auburn)
Any Contractor-proposed Traffic Control Plan shall conform to the established standards for
plan development as shown in the MUTCD, Current Edition, Part VI, and the WSDOT
Standard Plans K-10.20-01 through K-80.37-00. The Contractor shall submit the Traffic
Control Plan to the Engineer for review and approval at least five (5) working days in
advance of the time the traffic control devices, including signs, are scheduled to be installed
and utilized. The Engineer must approve the Traffic Control Plan before any onsite work
begins on the project. Any modifications or deviations from the approved Traffic Control
Plan will require review and approval by the Engineer.
Adhesive for all temporary raised pavement markers shall be of a material that does not
mark or damage the existing pavement following removal of the raised pavement marker.
Outside edges of the traveled way may be delineated with traffic safety drums or tubular
markers providing that the requirements of Section 1-07.23(1) (Construction Under Traffic)
are met. Barricades must comply with TRAFFIC-05, Barricades, Moveable Type III.
1-10.3(1)B OTHER TRAFFIC CONTROL LABOR Supplement
When working within signalized intersections, the Contractor shall schedule and coordinate
the use of uniformed police officers to control traffic. Contractor is responsible for all
coordination with the Police Department to secure a uniformed police officer as required.
This coordination shall be done a minimum of three (3) working days in advance of the day
a uniformed police officer is necessary. When the City of Auburn Police Department is not
able to secure a uniformed police officer, the Contractor shall provide uniformed officers
from outside police agencies. The Contractor shall contract for these services directly with
the Police agency providing the service.
END OF DIVISION 1
DIVISION 2: EARTHWORK
Revised 06/2009............................Engineering Construction Standards...........................................2-1
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 2 (06-09).doc
2-01 CLEARING, GRUBBING AND ROADSIDE CLEANUP
2-01.1 DESCRIPTION Supplement
Clearing and grubbing shall be done to the construction limits shown on the plans and as
directed by the Engineer.
2-01.2(1) DISPOSAL METHOD NO. 1 - OPEN BURNING Supplement
Open burning will not be permitted on this project.
2-01.2(2) DISPOSAL METHOD NO. 2 - WASTE SITE Supplement
No waste site has been provided for the disposal of excess material. See also 1-07.6 (Permits
and Licenses).
2-01.2(3) DISPOSAL METHOD NO. 3 - CHIPPING Revision
Unsold chips shall not be spread on the project site unless approved by the Engineer. Unsold
chips shall be disposed of by Disposal Method No. 2.
2-01.3 CONSTRUCTION REQUIREMENTS Supplement
Property owners are responsible for relocating or removing trees, shrubs, or any other
landscaping material within the work areas that they wish to save unless specified elsewhere
in the Contract Documents. The Contractor shall notify property owners a minimum of 5
working days in advance of clearing the site to allow the owner time to remove landscape
material.
All landscape materials that remain in the work area shall be removed and disposed of by the
Contractor, except when the Engineer specifically orders salvage or protection.
Before removing landscaping material, the Contractor must receive written approval from the
Engineer to begin his work.
2-01.3(1) CLEARING Revision
(April 7, 2008 WSDOT Amendment)
Item 3 is deleted.
The first sentence in Item 4 is revised to read:
Follow these requirements for all stumps that will be buried deeper than 5-feet from the top,
side, or end surface of the embankment or any structure:
DIVISION 2: EARTHWORK
Revised 06/2009...........................Engineering Construction Standards...........................................2-2
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 2 (06-09).doc
2-01.3(2) GRUBBING Revision
(April 7, 2008 WSDOT Amendment)
Item 2.e, is revised to read:
Upon which embankments will be placed except stumps may be close-cut or trimmed as
allowed in Section 2-01.3(1) item 4.
2-02 REMOVAL OF STRUCTURES AND OBSTRUCTIONS
2-02.3 CONSTRUCTION REQUIREMENTS
2-02.3(2) REMOVAL OF BRIDGES, BOX CULVERTS, AND
OTHER DRAINAGE STRUCTURES Supplement
The Contractor shall remove storm drainage structures as described in the plans or as
designated by the Engineer. The resultant void shall be backfilled with compacted Gravel
Borrow. All grates, frames and covers shall remain City property and will be salvaged as
specified in Section 2-02.3(9) (Salvage).
2-02.3(3) REMOVAL OF PAVEMENT, SIDEWALKS, CURBS
AND GUTTERS Supplement
(April 7, 2008 WSDOT Amendment)
The first sentence is supplemented with the following:
For removal of bituminous pavement, asphalt planing equipment may be used in lieu of
sawcutting provided that a clean vertical edge remains.
(April 2008 City of Auburn)
Pavement, sidewalks, curbs, and gutters shall be sawcut in such a fashion as to form a neat
break line.
2-02.3(4) REMOVAL AND RESETTING OF MISCELLANEOUS
ITEMS New Section
The Contractor shall remove and reset miscellaneous items as described in the plans. Items
requiring resetting shall be protected from damage during removal as far as practical. If, in
the opinion of the Engineer, an item requires replacement because of Contractor negligence,
the item shall be replaced in kind.
DIVISION 2: EARTHWORK
Revised 06/2009............................Engineering Construction Standards...........................................2-3
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 2 (06-09).doc
2-02.3(5) REMOVE AND RESET FENCING New Section
This work consists of removing and resetting interfering portions of fencing as required for
construction activities. The owner of the fence shall retain all component parts unless
otherwise stated in the Contract Documents.
The Contractor is responsible for ensuring that the remaining fence is undamaged. The
Contractor shall repair any damage caused by the Contractor.
For the protection of pets and security of the property, the Contractor shall schedule removal
of fencing with the property owner at least 3 calendar days in advance. Unless approved by
the property owner, no site shall be left unfenced.
2-02.3(6) REMOVE RAISED PAVEMENT MARKINGS New Section
All raised pavement markings shall be removed before placing a new asphalt concrete
pavement overlay. Removal of markers shall be conducted in a manner that prevents damage
to existing pavement. Damage to the existing pavement caused by Contractor operations
shall be repaired by the Contractor. Repairs shall be to the satisfaction of the Engineer.
2-02.3(7) REMOVE AND RESET PRIVATE SIGNS New Section
Where shown on the plans, and as directed by the Engineer, the Contractor shall remove
existing private signs for placement in new locations determined by the property owner and
the Engineer.
The Contractor is responsible for ensuring that the sign(s) and mounting apparatus(es) remain
undamaged. Any damage caused by the Contractor shall be repaired or replaced by the
Contractor. The new cement concrete foundation(s) shall be equal or larger in size than the
existing foundation(s) unless otherwise designated in the Contract Documents.
All electrical work shall be performed in accordance with applicable subsections of Section
8-20 (Illumination, Traffic Signal Systems, and Electrical) of the Standard Specifications and
as amended by these Special Provisions.
2-02.3(8) REMOVE AND RESET PRIVATE LUMINAIRES New Section
Where shown on the plans, and as directed by the Engineer, the Contractor shall move
existing private luminaires to new locations determined by the property owner and the
Engineer.
Following removal of the existing light fixture, the Contractor shall protect the fixture and all
component parts from loss or damage until such time as the fixture is relocated. The
Contractor shall replace lost, damaged, or destroyed fixtures and component parts in kind.
DIVISION 2: EARTHWORK
Revised 06/2009...........................Engineering Construction Standards...........................................2-4
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 2 (06-09).doc
The new cement concrete foundation(s) shall be equal or larger in size than the existing
foundation(s) unless otherwise designated in the Contract Documents.
All electrical work shall be performed in accordance with applicable subsections of Section
8-20 (Illumination, Traffic Signal Systems, and Electrical) of the Standard Specifications and
as amended by these Special Provisions.
2-02.3(9) SALVAGE New Section
All casings, pipe, frames, grates, covers, and other material of recoverable value removed
from the project shall be carefully salvaged and delivered to the City of Auburn Maintenance
& Operations Building (1305 “C” Street SW) in their existing condition. The Engineer will
determine what items are salvageable. The Contractor shall provide notice to the Engineer
three (3) working days prior to delivery of any salvaged item. Items not identified to be
salvaged shall become the property of the Contractor and removed from the site.
2-03 ROADWAY EXCAVATION AND EMBANKMENT
2-03.1 DESCRIPTION Revision/Supplement
(January 7, 2008 WSDOT Amendment)
The first sentence in the first paragraph is revised to read:
The Work described in this section, regardless of the nature or type of the materials
encountered, includes excavating and grading the Roadway, excavating in borrow pits,
excavating below grade, excavating channels and ditches, removing slide material, and
disposing of all excavated material.
Roadway excavation shall include all material removed for roadway, parking areas, sidewalk
and driveways.
(June 2009, City of Auburn)
Excavated material unsuitable for roadway embankment, such as broken pavement, curbs,
sidewalks, etc., shall be disposed of.
The Contractor shall provide all work and material required to return any over excavated
areas to their set limits or original conditions.
Control stakes will be set during construction to provide the Contractor with alignment,
slope, and grade information for the construction of excavation and embankments.
Roadway excavation shall be used for embankment construction unless otherwise directed by
the Engineer.
DIVISION 2: EARTHWORK
Revised 06/2009............................Engineering Construction Standards...........................................2-5
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 2 (06-09).doc
2-03.3 CONSTRUCTION REQUIREMENTS
2-03.3(3) EXCAVATION BELOW GRADE Revision
(January 7, 2008 WSDOT Amendment)
The section title is revised to read:
2-03.3(3) EXCAVATION BELOW SUBGRADE Revision
The first sentence in the fifth paragraph is revised to read:
Compaction: If the density of the natural earth under any area of the Roadway is less than that
required in Section 2-03.3(14)C, Method B, the Engineer may order the Contractor to
perform any or all of the following.
2-03.3(7)C CONTRACTOR-PROVIDED DISPOSAL SITE Supplement
If, during the course of this project, it becomes necessary to dispose of either excess or
unsuitable materials, the additional following requirements shall be observed:
In no case shall any waste materials be disposed of on any site within the City limits of
Auburn unless the Contractor has a valid Grading (Fill) Permit according to Section
1-07.5(5) (City of Auburn Requirements) in this document;
Grading (Fill) Permits are issued by the City of Auburn after all conditions have been
met to the satisfaction of the City;
The Grading Permits are issued to the legal owner of the property. Any questions
regarding the requirements should be directed to the City of Auburn Permit Center;
Any waste material disposed of outside the City limits of Auburn shall be at Contractor
risk. The Contractor is responsible to ensure that said Contractor has complied with all
local codes and ordinances;
2-03.3(14) EMBANKMENT CONSTRUCTION Supplement
Embankments shall be constructed in compacted layers of uniform thickness by Method C of
Section 2-03.3(14)C (Compacting Earth Embankments).
2-03.3(14)E UNSUITABLE FOUNDATION EXCAVATION Supplement
Where the Engineer deems subgrade material to be unsatisfactory, excavation of such
unsuitable foundation will be required to such depths as the Engineer may direct.
“Unsuitable Foundation Excavation” may include areas where the Contractor has completed
work, and is required to return and remove unsatisfactory material, or where the additional
DIVISION 2: EARTHWORK
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Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 2 (06-09).doc
depth requires special equipment because of the presence of shallow utilities or other
unforeseen conditions.
The unsuitable excavated material shall be replaced with roadway excavation or “Gravel
Borrow” as directed by the Engineer and compacted in layers of uniform thickness by
Method C of Section 2-03.3(14)C (Compacting Earth Embankments).
Any over excavation not specifically authorized by the Engineer shall be replaced with
“Gravel Borrow,” per Section 2-03.3(14)J, and compacted by the Contractor as specified
above.
2-03.3(14)M EXCAVATION OF CHANNELS Revision
(January 7, 2008 WSDOT Amendment)
This section including title is revised to read:
2-03.3(14)M EXCAVATION OF CHANNELS AND DITCHES
Channel Excavation: Open excavations 8-feet or more wide at the bottom, but excludes
channels that are part of the Roadway.
Ditch Excavation: Open excavations less than 8-feet wide at the bottom, but excludes ditches
that are part of the Roadway.
Before excavating channels or ditches, the Contractor shall clear and grub the area in
accordance with Section 2-01.
2-06 SUBGRADE PREPARATION
2-06.3(1) SUBGRADE FOR SURFACING Supplement
Before placing ballast, subgrade shall be shaped to conform to the “typical cross-section” and
as directed by the Engineer. Adequate water shall be spread on the subgrade to obtain
optimum moisture content for compaction, as directed by the Engineer. The subgrade shall
be graded to a uniform cross-section true to line and grade before placing base material.
2-07 WATERING
2-07.3 CONSTRUCTION REQUIREMENTS Supplement
When the Engineer determines that dust is a problem, the Contractor shall water to control
the dust in accordance with Section 1-07.23(1) (Construction under Traffic), Item 6 of,
“When traffic must pass through grading areas”. All means to disperse water shall be
supplied by the Contractor. The Contractor shall have a water truck available for watering.
DIVISION 2: EARTHWORK
Revised 06/2009............................Engineering Construction Standards...........................................2-7
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 2 (06-09).doc
2-07.4 MEASUREMENT Supplement
“Water” will be measured by the one thousand (1,000) gallons (Mgal) unit. Conversion from
cubic feet will be:
Mgal cu. ft. x 7.48
1,000=
2-07.4(1) WATER FROM CITY HYDRANTS New Section
The Contractor shall obtain a Fire Hydrant Permit from the City of Auburn Permit Center (25
West Main Street) before taking of water from hydrants. Water will be furnished by the City
from the fire hydrant to be designated at the time a Fire Hydrant Permit is obtained and in
accordance with the terms of the Fire Hydrant Permit. To obtain a Fire Hydrant Permit the
applicant shall make a deposit of $1,449.00 which covers the use of a water meter, hydrant
wrench, brass adapter and hydrant gate valve, and is refundable if returned in acceptable
condition. When the meter, hydrant wrench, and gate valve are returned in acceptable
condition, the final charge for water usage will be deducted from the $1,449.00 deposit and
the balance refunded to or paid by the applicant. The applicant shall pay a base fee of $31.00
per month and all water usage will be paid by the applicant at the rate of $2.15 per hundred
cubic feet. Meters will be read and billed monthly.
NOTE: These are current 2009 rates and may be revised periodically. The
Contractor shall be responsible to contact the City and verify these rates.
The Contractor shall furnish all required equipment and material necessary for transporting
the water from the hydrant, including gauges for testing (except the meter, wrench and valve
as stated above).
2-09 STRUCTURE EXCAVATION
2-09.3(3)D SHORING AND COFFERDAMS Supplement
Providing “Shoring or Extra Excavation Class B” and all aspects involved therein shall be the
sole responsibility of the Contractor. All trenches greater than 4 feet deep shall be shored.
Shoring shall comply with Chapter 296-155 WAC and Chapter 49.17 RCW of the
Washington Safety and Health Act. Extra Excavation Class B will be allowed only with the
approval of the Engineer.
See also appropriate sections of Division 7 (Drainage Structures, Storm Sewers, Sanitary
Sewers, and Conduits) for trenching and backfilling.
END OF DIVISION 2
DIVISION 3: PRODUCTION FROM QUARRY AND PIT SITES, AND STOCK PILING
Revised 06/2009............................Engineering Construction Standards...................................................3-1
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 3 (06-09).doc
3-01 PRODUCTION FROM QUARRY AND PIT SITES
3-01.4 CONTRACTOR FURNISHED MATERIAL SOURCES Supplement
No source has been provided for any materials necessary for the construction of this
improvement.
If the sources of materials provided by the Contractor necessitate hauling over roads other
than City streets, the Contractor shall make all arrangements for use of the haul routes at no
cost to the City.
END OF DIVISION 3
DIVISION 4: BASES
Revised 06/2009............................Engineering Construction Standards...........................................4-1
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 4 (06-09).doc
NO REVISIONS
END OF DIVISION 4
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009............................Engineering Construction Standards...........................................5-1
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
5-02 BITUMINOUS SURFACE TREATMENT
5-02.3(12) NON-WOVEN FABRIC FOR PAVEMENT OVERLAYS New Section
“Non-woven Fabric” shall be placed as shown in the plans, or as directed by the Engineer.
Materials
Asphalt Binder PG 64-22 per Section 9-02 (Bituminous Materials). All cost associated with
Asphalt Cement shall be considered incidental to the unit contract price for Non-Woven
Fabric.
Fabric: Non-woven polypropylene material.
Elastic Recovery, at 15 pounds wet or dry 100%
Weight 3 to 5 oz./square yard
Tensile Strength, either direction 80 pounds minimum
Elongation 50% minimum
Asphalt Retention 0.2 gallons/square yard minimum
Melting Point 300 degrees or greater
Minimum Width 75 inches
Equipment Requirements
All equipment, tools, and machines are subject to the approval of the Engineer.
Surface cleaning equipment shall be capable of removing oil, grease, and other objectionable
materials from the pavement surface.
Application equipment shall consist of brooms and distributor. The distributor shall have a
capacity of not less than 1,000 gallons. Asphalt shall be uniformly applied at the specified
rate.
The distributor shall be equipped with a 10-foot spray bar and extensions, pressure pump and
gauge, volume gauge located to be easily read by an inspector from the ground, a tachometer
to accurately control the speed and spread of the asphalt, and two thermometers indicating
continuous asphalt temperatures, (one of which is permanently installed).
An independent power unit developing a minimum of 25-psi pressure at the spray bar shall
supply power for the pressure pump.
Surface Preparation
The pavement surface shall be dry and free of all foreign materials such as dirt, grease, oil,
etc. Cracks shall be filled per Section 5-04.3(5)C (Crack Sealing). Holes shall be repaired
per Section 5-04.3(5)E (Pavement Repair).
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009...........................Engineering Construction Standards...........................................5-2
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
Where existing ACP depths are 2 inches or less, soil residual herbicide shall be applied to the
roadway surface per Section 5-04.3(5)D (Soil Residual Herbicide).
Asphalt Application
The asphalt, with a minimum temperature of 290 degrees F, shall be sprayed uniformly at the
rate of 0.25 to 0.30 gallons per square yard over the area to be fabric covered. The Contractor
shall shield the preceding application to avoid laps and ridges where separate applications of
asphalt meet. In inaccessible areas asphalt application may be provided by a suitable hand
sprayer.
Fabric Application
The Contractor shall not begin fabric application until the Engineer has determined that all
materials, equipment, and labor are ready.
Fabric cannot be moved once placed, therefore, the initial alignment is very important. If
alignment is to be changed, the fabric shall be cut and realigned with an overlapping joint a
minimum of 6 inches in the direction of traffic. Fabric shall be also lapped a minimum of
6 inches at transverse and longitudinal fabric joints. The lapped top 6 inches of fabric shall
be folded back and asphalt shall be applied to the bottom fabric at the rate of 0.05 gallons per
square yard. The top fabric shall be immediately replaced and the joint shall be broomed and
squeegeed to form a smooth, tight lapjoint.
The fabric shall be broomed into the asphalt eliminating all air bubbles. Air bubble removal
can be best accomplished by brooming from the center of the fabric toward the outer edges.
Weather Limitations
Work shall only be done during dry conditions above 60 degrees F.
Membrane Curing
The entire surface of the fabric shall be pneumatically rolled until the fabric is well embedded
into the asphalt.
Asphalt Concrete Overlay
The asphalt concrete overlay shall immediately follow the fabric installation in accordance
with Section 5-04 (Hot Mix Asphalt (HMA)).
The fabric manufacturer's recommendations and requirements regarding asphalt temperature,
protection of fabric, rolling temperature and techniques, etc., shall be followed.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009............................Engineering Construction Standards...........................................5-3
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
A representative of the manufacturer shall be on the project at the beginning of fabric
placement. The representative shall remain on the site until the Contractor has demonstrated
to the Engineer that he has the understanding required to satisfactorily perform the work.
The Contractor shall not place more fabric than can be overlaid in the same day.
No fabric, except that which is required for normal lapped joints, shall be exposed to traffic.
If traffic must drive on the fabric, the fabric shall be dusted with sand to prevent vehicles
from picking up the asphalt. Before resuming asphalt overlay, the sand shall be swept clean
from the fabric.
5-04 HOT MIX ASPHALT Replacement
Delete Section 5-04 in its entirety and replace it with the following:
5-04.1 DESCRIPTION
This work shall consist of providing and placing one or more layers of plant-mixed hot mix
asphalt (HMA) on a prepared foundation or base in accordance with these Specifications and
the lines, grades, thicknesses, and typical cross-sections shown in the Plans.
HMA shall be composed of asphalt binder and mineral materials as may be required, mixed
in the proportions specified to provide a homogeneous, stable, and workable mixture.
HMA Class A, Class B, Class B Modified, Class D, Class F, and Class G are designated as
leveling or wearing courses. HMA Class E is designated as a pavement base course. With the
exception of HMA Class D, all mixtures are considered dense graded HMA.
5-04.2 MATERIALS
Materials shall meet the requirements of the following sections:
Asphalt Binder (PG 64-22) 9-02.1(4)
Cationic Emulsified Asphalt 9-02.1(6)
Anti-Stripping Additive 9-02.4
Aggregates 5-04.3(8)A2
Blending Sand 9-03.8(4)
Mineral Filler 9-03.8(5)
The Contractor shall be required to furnish such materials in the amounts required for the
designated mix. Mineral materials include coarse and fine aggregates, blending sand, and
mineral filler.
The Contractor shall have the option of utilizing recycled asphalt pavement (RAP) in the
amount up to 20 percent of total aggregate weight in combination with new aggregate in the
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009...........................Engineering Construction Standards...........................................5-4
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production of HMA. The RAP may be from HMA removed under the contract, if any, or old
HMA from an existing stockpile. Recycled materials shall not be used in HMA Class D.
The grade of asphalt binder shall be as required by the contract. Prior to the submittal of the
mix design, the Contractor shall provide a written designation of the grade of performance
grade (PG) asphalt binder to be used. The Contractor may propose the substitution of
alternate grades of PG asphalt binder at no cost to the Contracting Agency. The proposal will
be approved if the proposed alternate asphalt binder has an average 7-day maximum
pavement design temperature that is equal to or higher than the specified asphalt binder and
has a minimum pavement design temperature that is equal to or lower than the specified
asphalt binder. The substituted alternate grade of asphalt binder shall be used in all HMA
contract items of the same class and originally specified grade of asphalt binder. Blending of
asphalt binder from different sources is not permitted.
Production of aggregates shall comply with the requirements of Section 3-01 (Production
from Quarry and Pit Sites).
Preparation of stockpile site, the stockpiling of aggregates and the removal of aggregates
from stockpiles shall comply with the requirements of Section 3-02 (Stockpiling Aggregates).
Tack coat shall be emulsified asphalt grade CSS-1 as specified in Section 9-02.1(6) (Cationic
Emulsified Asphalt) and will be used at locations specified, or as directed by the Engineer,
and shall be applied in accordance with Section 5-04.3(5)A (Preparation of Existing
Surfaces).
5-04.3 CONSTRUCTION REQUIREMENTS
5-04.3(1) HMA MIXING PLANT
Plants used for the preparation of HMA shall conform to the following requirements:
1. Equipment for Preparation of Asphalt Binder.
Tanks for the storage of asphalt binder shall be equipped to heat and hold the material
at the required temperatures. The heating shall be accomplished by steam coils,
electricity, or other approved means so that no flame shall be in contact with the
storage tank. The circulating system for the asphalt binder shall be designed to ensure
proper and continuous circulation during the operating period. A valve for the purpose
of sampling the asphalt binder shall be placed in either the storage tank or in the supply
line to the mixer.
2. Thermometric Equipment.
An armored thermometer, capable of detecting temperature ranges expected in the
HMA mix, shall be fixed in the asphalt binder feed line at a location near the charging
valve at the mixer unit. The thermometer location shall be convenient and safe for
access by inspectors.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
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The plant shall also be equipped with an approved dial-scale thermometer, a mercury
actuated thermometer, an electric pyrometer, or another approved thermometric
instrument placed at the discharge chute of the drier to automatically register or
indicate the temperature of the heated aggregates. This device shall be in full view of
the plant operator.
3. Sampling and Testing of Mineral Materials.
The HMA plant shall be equipped with a mechanical sampler for the sampling of the
mineral materials. The mechanical sampler shall meet the requirements of Section1-
05.6 (Inspection of Work and Materials) for crushing and screening operation.
5-04.3(2) HAULING EQUIPMENT
Trucks used for hauling HMA shall have tight, clean, smooth metal beds and shall have a
cover of canvas or other suitable material of sufficient size to protect the mixture from
adverse weather. Whenever the weather conditions include (or are forecast to include) during
the work shift precipitation or an air temperature less than 45oF, the canvas cover shall be
securely attached to protect the HMA.
In order to prevent the HMA mixture from adhering to the hauling equipment, truck beds are
to be sprayed with an environmentally benign release agent. Excess release agent shall be
drained prior to filling hauling equipment with HMA. Petroleum derivatives or other coating
materials that contaminate or alter the characteristics of the HMA shall not be used. For
hopper trucks, the conveyer shall be in operation during the process of applying the release
agent.
5-04.3(3) HOT MIX ASPHALT PAVERS
HMA pavers shall be self-contained, power-propelled units, provided with an internally-
heated vibratory screed or strike-off assembly and shall be capable of spreading and finishing
courses of HMA plant mix material in lane widths required by the paving section shown in
the Plans.
The screed or strike-off assembly shall effectively produce a finished surface of the required
evenness and texture without tearing, shoving, segregating, or gouging the mixture.
Extensions will be allowed provided they produce the same results, including ride, density,
and surface texture as obtained by the primary screed or strike off assembly. Extensions
without, augers, vibration and heated screeds shall not be used in the traveled way.
When laying HMA, the paver shall be operated at a uniform forward speed consistent with
the plant production rate and roller train capacity to result in a continuous operation. The
auger speed and flight gate opening shall be adjusted to coordinate with the operation.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
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The paver shall be equipped with automatic screed controls with sensors for either or both
sides of the paver. The controls shall be capable of sensing grade from an outside reference
line, sensing the transverse slope of the screed, and providing automatic signals that operate
the screed to maintain the desired grade and transverse slope. The sensor shall be constructed
so it will operate from a reference line or a mat referencing device.
The transverse slope controller shall be capable of maintaining the screed at the desired slope
within plus or minus 0.1 percent. The paver shall be equipped with automatic feeder controls,
properly adjusted to maintain a uniform depth of material ahead of the screed.
Manual operation of the screed will be permitted in the construction of irregularly shaped and
minor areas. These areas include, but are not limited to, gore areas, road approaches, tapers
and left-turn channelization.
Reference lines for vertical control may be required. Lines shall be placed on both outer
edges of the traveled way of each roadway. Horizontal control utilizing the reference line
will be permitted. The grade and slope for intermediate lanes shall be controlled
automatically from reference lines or by means of a mat referencing device and a slope
control device. When the finish of the grade prepared for paving is superior to the established
tolerances and when, in the opinion of the Engineer, further improvement to the line, grade,
cross-section, and smoothness can best be achieved without the use of the reference line, a
mat referencing device may be substituted for the reference line. Substitution of the device
will be subject to the continued approval of the Engineer. A joint matcher may be used
subject to the approval of the Engineer. The reference line may be removed after the
completion of the first course of HMA when approved by the Engineer. Whenever the
Engineer determines that any of these methods are failing to provide the necessary vertical
control, the reference lines will be reinstalled by the Contractor.
The Contractor shall furnish and install all pins, brackets, tensioning devices, wire, and
accessories necessary for satisfactory operation of the automatic control equipment.
If the paving machine in use is not providing the required finish, the Engineer may suspend
work as allowed by Section 1-08.6 (Suspension of Work). Any cleaning or solvent type
liquids spilled on the pavement shall be thoroughly removed before paving proceeds.
5-04.3(4) ROLLERS
Rollers shall be of the steel wheel, vibratory, or pneumatic tire type, in good condition and
capable of reversing without backlash. Operation of the roller shall be in accordance with the
manufacturer’s recommendations. When ordered by the Engineer for any roller planned for
use on the project, the Contractor shall provide a copy of the manufacturer’s recommendation
for the use of that roller for compaction of HMA. The number and weight of rollers shall be
sufficient to compact the mixture in compliance with the requirements of Section 5-04.3(10)
(Compaction). The use of equipment that results in crushing of the aggregate will not be
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
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permitted. Rollers producing pickup, washboard, uneven compaction of the surface,
displacement of the mixture or other undesirable results will not be used.
5-04.3(5) CONDITIONING OF EXISTING SURFACE
When the surface of the existing pavement or old base is irregular, the Contractor shall bring
it to a uniform grade and cross-section as shown on the plans or approved by the Engineer.
Preleveling of uneven or broken surfaces over which HMA is to be placed may be
accomplished by using an asphalt paver, a motor patrol grader, or by hand raking, as
approved by the Engineer.
5-04.3(5)A PREPARATION OF EXISTING SURFACES
Before construction of HMA on an existing paved surface, the entire surface of the pavement
shall be clean. The Contractor shall remove existing pavement markers and lane markers as
specified in Section 2-02.3(6) (Remove Raised Pavement Markers) of this document. The
Contractor shall remove existing plastic markings as specified in Section 8-22.4
(Measurement) of this document. All fatty asphalt patches, grease drippings, and other
objectionable matter shall be entirely removed from the existing pavement. All pavements or
bituminous surfaces shall be thoroughly cleaned of dust, soil, pavement grindings, and other
foreign matter. All holes and small depressions shall be filled with an appropriate class of
HMA mix and the surface of the patched area shall be leveled and compacted thoroughly.
A tack coat of asphalt shall be applied to all paved surfaces on which any course of HMA is
to be placed or abutted. Tack coat shall be uniformly applied to cover the existing pavement
with a thin film of residual asphalt free of streaks and bare spots. A heavy application of tack
coat will be applied to all joints. For roadways open to traffic, the application of tack coat
shall be limited to surfaces that will be paved during the same working shift. The spreading
equipment shall be equipped with a thermometer to indicate the temperature of the tack coat
material.
Equipment shall not operate on tacked surfaces until the tack has broken and cured. If the
Contractor’s operation damages the tack coat it shall be repaired prior to placement of the
HMA.
Unless otherwise approved by the Engineer, the tack coat shall be CSS-1 emulsified asphalt.
The CSS-1 emulsified asphalt may be diluted with water at a rate not to exceed one part
water to one part emulsified asphalt. The emulsified asphalt shall not exceed the maximum
temperature recommended by the emulsified asphalt manufacturer.
5-04.3(5)B PREPARATION OF UNTREATED ROADWAY
The existing roadway shall be prepared and the roadway primed as provided in Section 5-
02.3(2)A (Untreated Surfaces), except that only one application of asphalt and one
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
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application of aggregate, which shall conform to aggregate for HMA Class B as listed in
Section 5-04.3(8) (Mixing) or other granular materials approved by the Engineer, will be
required. All other provisions of Section 5-02 (Bituminous Surface Treatment) pertaining to
new Construction of bituminous surface treatment shall apply, except as hereinafter modified.
Before placement of asphalt on untreated roadway, the Contractor shall apply soil residual
herbicides as specified in Section 5-04.3(5)D (Soil Residual Herbicide). Cost shall be
incidental to the bid item(s) for asphalt. The prime coat shall be applied over the full length
of the project, and HMA shall not be placed until the prime coat has cured for 5 days unless
otherwise approved by the Engineer.
Should any holes, breaks, or irregularities develop in the roadway surface after the prime coat
has been applied, they shall be patched with HMA, as described in Section 5-04.3(5)A
(Preparation of Existing Surfaces), in advance of placing the HMA. The Contractor shall
maintain the completed prime coat by blading or brooming with equipment and procedures
approved by the Engineer, until the HMA pavement is placed.
After the maintenance, patching or repair work has been completed and immediately prior to
placing the HMA, the surface of the prime coat shall be swept clean of all dirt, dust, or other
foreign matter.
When the prime coat application is not specified in the Special Provisions or shown in the
Plans, the Contractor shall prepare the untreated roadway as described above and shall omit
the prime coat treatment. The HMA shall be constructed on the prepared subgrade.
In areas used as turnouts or which will receive heavy service, the Engineer may order a
change in the grade to provide a greater depth of pavement.
The Contractor shall prepare untreated shoulders and traffic islands by blading and
compacting to provide a sound base for paving and shall omit the prime coat treatment. The
HMA shall be constructed on the prepared subgrade.
If the Contractor protects the completed untreated surfacing materials to the degree that the
surface meets the requirements of Section 5-02.3(2)A (Untreated Surfaces) at the time of
construction of the prime coat or the construction of the pavement if the prime coat is not
required, the Contractor will not be required to perform the work specified in Section
5-02.3(2)A (Untreated Surfaces) but shall be compensated for the item of work preparation of
untreated roadway.
5-04.3(5)C CRACK SEALING
All cracks and joints ¼-inch and greater in width shall be cleaned with a stiff-bristled broom
and compressed air and then shall be filled completely with sand slurry.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
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The sand slurry shall consist of approximately 20 percent CSS-1 emulsified asphalt,
approximately 2 percent Portland cement, water (if required), and the remainder clean U.S.
No. 4-0 paving sand. The components shall be thoroughly mixed and then poured into the
cracks and joints until full. The following day, any cracks or joints that are not completely
filled shall be topped off with additional sand slurry. After the sand slurry is placed, the filler
shall be struck off flush with the existing pavement surface and allowed to cure. The HMA
overlay shall not be placed until the slurry has fully cured. The requirements of 1-06 will not
apply to the Portland cement and paving sand used in the Sand Slurry.
5-04.3(5)D SOIL RESIDUAL HERBICIDE
The Contractor shall apply one application of an approved soil residual herbicide. Paving
shall begin within 24 hours after application of the herbicide. Any area that has not been
paved within the time limit or that has been rained on, shall be treated again at the
Contractor’s expense. The herbicide shall be applied uniformly in accordance with the
manufacturer’s recommendations.
The material to be used shall be registered with the Washington State Department of
Agriculture for use under pavement. Before use, the Contractor shall receive approval of the
material to be used and the proposed rate of application, from the Engineer. The following
information shall be included in the request for approval of the material: Brand name of the
material, manufacturer, Environmental Protection Agency (EPA) registration number,
material safety data sheet, and proposed rate of application.
5-04.3(5)E PAVEMENT REPAIR
The Contractor shall excavate pavement repair areas and shall backfill these with HMA in
accordance with the details shown in the Plans and as marked.
The actual excavation depth may vary to a maximum depth of 1-foot maximum, depending
upon where stable foundation material is encountered, as determined by the Engineer.
The minimum width of any pavement repair area shall be 3 feet unless shown otherwise in
the Plans. All pavement repair areas shall be sawcut before removal, or shall be removed by a
pavement grinder approved by the Engineer.
Asphalt for tack coat shall be required as specified in Section 5-04.3(5)A (Preparation of
Existing Surfaces), and shall be applied to all edges of existing pavement in the pavement
repair area.
The Contractor shall excavate only within one lane at a time. The areas shall be excavated,
backfilled, and compacted within the same day’s working shift, in accordance with the details
shown in the Plans, and to the satisfaction of the Engineer.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
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Excavated materials will become the property of the Contractor for disposal off the right of
way.
The Contractor shall conduct the excavation operations in a manner that will protect the
pavement areas not designated to be removed. Pavement not designated to be removed that is
damaged as a result of the Contractor’s operations shall be repaired by the Contractor to the
satisfaction of the Engineer at no cost to the Contracting Agency.
Placement of the HMA backfill shall be accomplished in lifts. Each lift shall not exceed 0.35
foot compacted depth. Compaction shall be accomplished by mechanical tamper or a roller as
approved by the Engineer.
HMA for pavement repair shall be HMA Class B or as shown in the Plans.
5-04.3(6) HEATING OF ASPHALT BINDER
The temperature of the asphalt binder shall not exceed the maximum recommended by the
asphalt binder manufacturer. The asphalt binder shall be heated in a manner that will avoid
local variations in heating. The heating method shall provide a continuous supply of asphalt
binder to the mixer at a uniform average temperature with no individual variations exceeding
25°F.
5-04.3(7) PREPARATION OF AGGREGATES
The aggregates shall be stockpiled according to the requirements of Section 3-02 (Stockpiling
Aggregates). Sufficient storage space shall be provided for each size of aggregate. The
aggregates shall be removed from stockpile(s) in a manner to ensure a minimum of
segregation when being moved to the HMA plant for processing into the final mixture.
Different aggregate sizes shall be kept separated until they have been delivered to the HMA
plant.
5-04.3(7)A MIX DESIGN
The Contractor shall obtain representative samples from mineral aggregate stockpiles, and
blend sand sources to be used for HMA production and submit them for development of a
mix design. Sample submittal shall include asphalt binder grade and sources, production mix
gradation and combining ratios of mineral aggregate stockpiles and blend sand that will be
used in production. This will be the basis for the mix design and job mix formula. The
Contractor shall refer to Section 1-06 (Control of Material) for time allowance required for
submittal approval. Additional time may be required if the proportions will not make an
adequate design as determined by the Engineer, or if the Contractor requests more than one
asphalt binder source approval. The Contractor is also advised that production of the HMA
shall not commence until the job mix formula has been established. Adjustments to the job
mix formula may be made per Basis of Acceptance.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
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The Contractor shall obtain the Engineer’s approval prior to changing the source of asphalt
binder during the production of HMA. Blending of different asphalt binder grades sources
will not be permitted.
5-04.3(8) MIXING
After the required amounts of mineral materials and asphalt binder have been introduced into
the mixer the HMA shall be mixed until a complete and uniform coating of the particles and
a thorough distribution of the asphalt binder throughout the mineral materials is ensured.
When discharged, the temperature of the HMA shall not exceed the maximum temperature
recommended by the asphalt binder manufacturer. A maximum water content of 2 percent in
the mix, at discharge, will be allowed providing the water causes no problems with handling,
stripping, or flushing. If the water in the HMA causes any of these problems, the moisture
content shall be reduced as directed by the Engineer.
Storing or holding of the HMA in approved storage facilities will be permitted during the
daily operation but in no event shall the HMA be held for more than 24 hours. HMA held for
more than 24 hours after mixing shall be rejected. Rejected HMA shall be disposed of by the
Contractor at no expense to the Contracting Agency. The storage facility shall have an
accessible device located at the top of the cone or about the third point. The device shall
indicate the amount of material in storage. No HMA shall be accepted from the storage
facility when the HMA in storage is below the top of the cone of the storage facility, except
as the storage facility is being emptied at the end of the working shift.
5-04.3(8)A ACCEPTANCE SAMPLING AND TESTING-HMA MIXTURE
1. General.
Acceptance of HMA shall be as provided under nonstatistical or commercial evaluation.
Commercial evaluation will be used for Commercial HMA and for other classes of
HMA in the following applications: sidewalks, road approaches, ditches, slopes, paths,
trails, gores and other nonstructural applications as approved by the Engineer. Sampling
and testing of HMA accepted by commercial evaluation will be at the option of the
Engineer. The proposal quantity of HMA that is accepted by commercial evaluation will
be excluded from the quantities used in the determination of statistical and nonstatistical
evaluation.
2 Aggregates.
A. General Requirements. Aggregates for HMA shall be manufactured from ledge rock,
talus, or gravel in accordance with Section 3-01 (Production from Quarry and Pit Sites).
The material from which they are made shall meet the following test requirements:
Los Angeles Wear, 500 Revs 30% max
Degradation Factor, Wearing Course 30 min
Degradation Factor, Other Courses 20 min
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It shall be uniform in quality, substantially free from wood, roots, bark, extraneous
materials, and adherent coatings. The presence of a thin, firmly adhering film of
weathered rock will not be considered as coating unless it exists on more than 50% of
the surface area of any size between consecutive laboratory sieves.
Aggregate removed from deposits contaminated with various types of wood waste shall
be washed, processed, selected or otherwise treated to remove sufficient wood waste so
that oven–dried material retained on a U.S. No. 4 sieve shall not contain more than 0.1%
by weight of material with a specific gravity less than 1.0.
B. Test Requirements. Aggregate for HMA shall meet the following test requirements:
Class of HMA
A B B (Mod) D E F G
Fracture, by weight (See Note) 1 2 2 3 4 4 2
Sand Equivalent Min. 45 45 45 --- 45 35 45
1The fracture requirements are at least one fractured face on 90 percent of the material
retained on each specification sieve size U.S. No. 10 and above, if that sieve retains
more than 5 percent of the total sample.
2The fracture requirements are at least one fractured face on 75 percent of the material
retained on each specification sieve size U.S. No. 10 and above, if that sieve retains
more than 5 percent of the total sample.
3The fracture requirements are at least two fractured faces on 75 percent and at least
one fractured face on 90 percent of the material retained on each specification sieve,
U.S. No. 8 and above, if that sieve retains more than 5 percent of the total sample.
4The fracture requirements are at least one fractured face on 50 percent of the material
retained on each specification sieve size U.S. No. 10 and above, if that sieve retains
more than 5 percent of the total sample.
When material is being produced and stockpiled for use on a specific contract or for a
future contract, the fracture and sand equivalent requirements shall apply at the time of
stockpiling. When material is used from a stockpile that has not been tested as provided
above, the requirements for fracture and sand equivalents shall apply at the time of its
introduction to the cold feed of the mixing plant.
The properties of the aggregate in a preliminary mix design for HMA shall be such that,
when it is combined within the limits set forth in Proportions of Materials and mixed in
the laboratory with the designated grade of asphalt binder, HMA mixtures with the
following test values can be produced:
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Class of HMA
A B B (Mod) D E F G
Stabilometer Value Min. 37 35 35 --- 35 35 35
Cohesiometer Value Min. 100 100 100 --- 100 50 100
Percent Air Voids 2-4.5 2-4.5 2-4.5 --- 2-4.5 2-4.5 2-4.5
Modified Lottman
Stripping Test Pass Pass Pass Pass Pass Pass Pass
C. Gradation. The materials of which HMA is composed shall be of such sizes, gradings,
and quantities that, when proportioned and mixed together, they will produce a well
graded mixture within the requirements listed in the table which follows.
The percentage of aggregate refers to completed dry mix, and includes mineral filler
when used.
Grading Requirements
Class A Class B Class D Class E Class F Class G
Sieve Size and B (Modified) Percent Passing
11⁄4 square --- --- --- 100 --- ---
1 square --- --- --- 90-100 --- ---
3⁄4 square 100 100 --- --- 100 ---
5⁄8 square --- --- --- 67-86 --- ---
1⁄2 square 90-100 90-100 100 60-80 80-100 100
3⁄8 square 75-90 75-90 97-100 --- --- 97-100
¼ square --- 55-75 --- --- --- ---
U.S. No. 4 46-66 --- 30-50 34-56 38-70 50-78
U.S. No. 8 --- --- 5-15 --- --- ---
U.S. No. 10 30-42 25-35 --- 25-40 30-50 32-53
U.S. No. 40 11-24 8-16 --- 10-23 --- 11-24
U.S. No. 200 3.0-7.0 3-7 2.0-5.0 2.0-9.0 2.0-8.0 3.0-7.0
5-04.3(8)B BASIS OF ACCEPTANCE
1. HMA will be accepted based on its conformance to the project Job Mix Formula
(JMF). For the determination of a project JMF, the Contractor shall submit to the
Engineer, representative samples of the various aggregates and blend sand to be used
along with the gradation data showing the various aggregate stockpile averages and
the proposed combining ratios and the average gradation of the completed mix. Based
on this submittal from the Contractor, the Engineer will determine the asphalt binder
content, anti-strip requirement, and ignition furnace correction factor in the mix
design process. Using the representative samples submitted and proposed proportion
of each, trial mix tests will be run to determine the percentage of asphalt binder, by
weight, to be added. The JMF thus established shall be changed only upon order of
the Engineer.
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The intermingling of HMA mixtures produced from more than one JMF is prohibited.
Each strip of HMA pavement placed during a working shift shall conform to a single
job mix formula established for the class of HMA specified unless there is a need to
make an adjustment in the JMF.
No HMA shall be produced for use on the project until the amount of asphalt binder
and anti-strip additive to be added has been established.
2. Job Mix Formula — Statistical Acceptance
The average gradation of the completed HMA mix submitted by the Contractor in the
mix design proposal, as required in Gradation and the resulting Mix Design
Recommendations, shall be the JMF. Any change or adjustment of percentages in any
constituent of the JMF creates a new JMF.
3. Job Mix Formula Tolerances and Adjustments
A. Tolerances — Statistical Acceptance. After the JMF is determined, the several
constituents of the mixture at the time of acceptance shall conform to the
following tolerances:
Constituent of Mixture Tolerance Limits
The tolerance limit for each
mix constituent shall not
exceed the broad band
specification limits specified
in 5-04.3(8)C except
the tolerance limits for sieves
designated as 100% passing
will be 99-100.
Aggregate passing 1", 3/4", Broad band specification
5/8", 1/2", and 3/8" sieves limits Section 5-04.3(8)C
Proportions of Materials
Aggregate passing No. 4 sieve ± 6%
Aggregate passing No. 10 sieve ± 5%
Aggregate passing No. 40 sieve ± 4%
Aggregate passing No. 200 sieve ± 2.0%
Asphalt cement ± 0.5%
For open graded mix: Tolerance limits shall be for aggregate gradation only and
shall be as specified in Proportions of Materials.
B. Tolerances — Nonstatistical Acceptance. After the JMF is determined, the
constituents of the mixture at the time of acceptance shall conform to the range of
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the proportion specified in the broad band specifications in for gradation and the
design mix asphalt binder content plus or minus 0.7 percent.
C. Adjustments
1. Aggregates. Upon written request from the Contractor, the Engineer may
approve field adjustments to the JMF including the Contractor’s proposed
combining ratios for mineral aggregate stockpiles and blend sand. The
maximum allowed gradation change shall be 2 percent for the aggregate
retained on the No. 10 sieve and above, 1 percent for the aggregate passing the
No. 10 and No. 40 sieves, and 0.5 percent for the aggregate passing the No.
200 sieve. Blend sand may be changed a maximum of 5 percent. The above
adjustments and/or any further adjustments as ordered by the Engineer will be
considered as a new JMF. Adjustments beyond these limits will require
development of a new JMF. The adjusted JMF plus or minus the allowed
tolerances shall be within the range of the broad band specifications.
2. Asphalt Binder Content. The Engineer may order or approve the Contractor’s
request to change asphalt binder content a maximum of 0.3 percent from the
approved JMF. No field adjustments of the JMF relative to the asphalt binder
content exceeding 0.3 percent from the initial JMF will be made without the
approval of the Engineer.
D. Commercial HMA Acceptance. The contractor shall submit a certification that the
mix design submitted meets the requirements of Proportions of Materials.
Verification of the mix design by the Contracting Agency is not required. The
Engineer will determine anti-strip requirements for the HMA.
4. Hot Mix Asphalt Mixture
A. Sampling
1. A sample will not be obtained from either the first or last 25 tons of mix
produced in each production shift.
2. Samples for compliance of gradation and asphalt binder content will be
obtained on a random basis from the hauling vehicle. The Contractor shall
provide adequate platforms to enable samples to be obtained in accordance
with WAQTC FOP for AASHTO T 168. The platforms shall allow the sample
to be taken without the Engineer entering the hauling vehicle.
B. Definition of Sampling Lot and Sublot. For the purpose of acceptance sampling
and testing, a lot is defined as the total quantity of material or work produced for
each Job Mix Formula (JMF), placed and represented by randomly selected
samples tested for acceptance. All of the test results obtained from the acceptance
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samples shall be evaluated collectively and shall constitute a lot. Only one lot per
JMF will be expected to occur. The JMF is defined in Basis of Acceptance.
The Contractor may request a change in the JMF. If the request is approved, all of
the material produced up to the time of the change will be evaluated on the basis of
available tests and a new lot will begin. The quantity represented by each sample
will constitute a sublot. Sampling and testing for statistical evaluation shall be
performed on a random basis at the frequency of one sample per sublot, with a
minimum of five sublots per class of HMA. Sublot size shall be determined to the
nearest 100 tons to provide not less than five uniform sized sublots, based on
proposal quantities, with a maximum sublot size of 800 tons.
Sampling and testing for nonstatistical evaluation shall be performed on a random
basis at a minimum frequency of one sample for each sublot of 400 tons or each
day’s production, whichever is least. When proposal quantities exceed 1,200 tons
for a class of HMA under nonstatistical evaluation, sublot size shall be determined
to the nearest 100 tons to provide not less than three uniform sized sublots, based
on proposal quantities, with a maximum sublot size of 800 tons.
C. Test Results. The Engineer will furnish the Contractor with a copy of the results of
all acceptance testing performed in the field at the beginning of the next paving
shift. The Engineer will also provide the Composite Pay Factor (CPF) of the
completed sublots after three sublots have been produced. The CPF will be
provided by the midpoint of the next paving shift after sampling.
Individual acceptance sample test results (gradation and asphalt binder content)
may be challenged by the Contractor. A written challenge of the test results by the
Contractor shall be received by the Engineer within five working days after receipt
of the specific test results. A split of the original acceptance sample shall be sent,
for testing, to the City’s testing laboratory as determined by the Engineer. The
challenged sample will not be tested with the same equipment or by the same tester
that ran the original acceptance sample. The challenge sample will be tested for a
complete gradation analysis and asphalt binder content.
The results of the challenge sample will be compared to the original results of the
acceptance sample test and evaluated according to the following criteria:
Deviation
No. 4 sieve and larger ±4 percent
No. 6 sieve to No. 80 sieve ±2 percent
No. 100 and No. 200 sieve ±0.4 percent
Asphalt binder % ±0.3 percent
If the deviation of the challenge sample is within each parameter established, the
acceptance sample will be used to determine to composite pay factor and the cost
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of testing will be deducted from any monies due or that may come due the
Contractor under the contract, at the rate of $250 per test.
If the deviation of the challenge sample is outside of any one parameter
established, the challenge sample will be used to determine the composite pay
factor and the cost of testing will be the Contracting Agency’s responsibility.
D. Test Methods. Acceptance testing for compliance of asphalt binder content will be
WSDOT FOP for AASHTO Test Method T 308.
Acceptance testing for compliance of gradation will be WAQTC FOP for
AASHTO T 27&T11.
E. Reject Mixture
1. Rejection by Contractor. The Contractor may, prior to sampling, elect to
remove any defective material and replace it with new material at no expense
to the Contracting Agency. Any such new material will be sampled, tested,
and evaluated for acceptance.
2. Rejection Without Testing. The Engineer may, without sampling, reject any
batch, load, or section of roadway that appears defective in gradation or
asphalt binder content. Material rejected before placement shall not be
incorporated into the pavement. Any rejected section of roadway shall be
removed.
No payment will be made for the rejected materials or the removal of the
materials unless the Contractor requests that the rejected material be tested. If
the contractor elects to have the rejected material tested, a minimum of three
representative samples will be obtained and tested. Acceptance of rejected
material will be based on conformance with the statistical acceptance
specification. If the material does not meet specifications, then the cost of
retesting will be the responsibility of the Contractor.
3. A Partial Sublot. In addition to the preceding random acceptance sampling
and testing, the Engineer may also isolate from a normal sublot any material
that is suspected of being defective in gradation or asphalt binder content.
Such isolated material will not include an original sample location. A
minimum of three random samples of the suspect material will be obtained
and tested. This material will be considered a separate lot.
4. An Entire Sublot. If an entire sublot is rejected in accordance with Section 1-
06.2 (Acceptance of Materials), four additional random samples from this
sublot will be obtained and the sublot evaluated as an independent lot with the
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original test result included as a fifth test with the new independent lot instead
of with the original lot.
5. A Lot in Progress. The Contractor shall shut down operations and shall not
resume HMA placement until such time as the Engineer is satisfied that
specification material can be produced.
5-04.3(9) SPREADING AND FINISHING
The HMA shall be laid upon an approved surface, spread, and struck off to the grade and
elevation established. HMA pavers complying with Section 5-04.3(3) (Hot Mix Asphalt
Pavers) shall be used to distribute the HMA mixture. Unless otherwise directed by the
Engineer or specified in the Plans or in these Special Provisions, the nominal compacted
depth of any layer of any course shall not exceed the following depths:
HMA Class E 0.35 foot
HMA Class A and B 0.35 foot
when used for Base Course
HMA Class A, B, B (Modified), and F 0.25 foot
HMA Class G 0.10 foot
HMA Class D 0.08 foot
In all instances, wearing courses of 3 inches or greater shall be created using a maximum
depth of 1 ½-inch lifts.
On areas where irregularities or unavoidable obstacles make the use of mechanical spreading
and finishing equipment impractical, the paving may be done with other equipment or by
hand.
When more than one JMF is being utilized to produce HMA, the material produced for each
JMF, shall be placed by separate spreading and compacting equipment.
5-04.3(10) COMPACTION
5-04.3(10)A GENERAL
Immediately after the HMA mixture has been spread, struck off, and surface irregularities
adjusted, it shall be thoroughly and uniformly compacted. The completed course shall be free
from ridges, ruts, humps, depressions, objectionable marks, or irregularities and in
conformance with the line, grade, and cross-section shown in the Plans or as established by
the Engineer. If necessary, the mix design may be altered to achieve desired results, with the
approval of the engineer.
Compaction shall take place when the HMA is in the proper condition so that no undue
displacement, cracking, or shoving occurs. All compaction units shall be operated at the
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speed, within specification limits, that will produce the required compaction. Areas
inaccessible to large compaction equipment shall be compacted by mechanical or hand
tampers. Any HMA that becomes loose, broken, contaminated, shows an excess or deficiency
of asphalt binder, or is in any way defective, shall be removed and replaced at no additional
cost with fresh HMA which shall be immediately compacted to conform with the surrounding
area.
The type of rollers to be used and their relative position in the compaction sequence shall
generally be the Contractor’s option, provided specification densities are attained. An
exception shall be that the pneumatic tired roller shall be used between October 1 and
April 1. Coverage's with a vibratory or steel wheel roller may precede pneumatic tired rolling.
When HMA Class D is being constructed, the use of pneumatic rollers will not be required.
Vibratory rollers shall not be operated in the vibratory mode when the internal temperature of
the HMA is less than 175°F without permission of the Engineer. In no case shall a vibratory
roller be operated in a vibratory mode when checking or cracking of the mat occurs at a
greater temperature. Vibratory rollers in the vibratory mode are also prohibited on bridge
decks.
5-04.3(10)B CONTROL
HMA Classes A, B, B Modified, E, and F used in traffic lanes, including lanes for ramps,
truck climbing, weaving, and speed change, and having a specified compacted course
thickness greater than 0.10 foot, shall be compacted to a specified level of relative density.
The specified level of relative density shall be a minimum of 91.0 percent of the reference
maximum density as determined by WSDOT FOP for AASHTO T 209. The reference
maximum density shall be determined as the moving average of the most recent five
determinations for the lot of HMA being placed. The specified level of density attained will
be determined by the statistical evaluation of five nuclear density gauge tests taken in
accordance with WAQTC FOP TM 8 and WSDOT SOP T 729 on the day the HMA is placed
(after completion of the finish rolling) at locations determined by the stratified random
sampling procedure conforming to WSDOT Test Method 716 within each density lot. The
quantity represented by each density lot will be no greater than a single day’s production or
400 tons, whichever is less. The final lot for each day of paving may be increased to 600 tons.
The Engineer will furnish the Contractor with a copy of the results of all acceptance testing
performed within one working day. Acceptance of pavement compaction will be based on the
statistical or non-statistical evaluation as determined by the Engineer.
At the start of paving, the Contractor must demonstrate to the Engineer that the HMA is
compactable by constructing compaction test section(s). Test section(s) shall be constructed
using the compaction train and a variety of rolling patterns that the Contractor expects to use
in the paving operation. A test section will be considered to have established compatibility,
based on the results of three density determinations, when the average of the three tests
exceeds 92 percent of Rice or when all three tests individually exceed 91 percent of Rice.
This will require consideration of the presence of a correlation factor for the nuclear gauge
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and may require final resolution after the factor for the gauge is known. When construction
of the test section(s) has demonstrated that the HMA is not compactable, paving must stop.
To resume paving, all factors contributing to compaction shall be analyzed and Engineer
approved changes made, which may require a new mix design. When paving is resumed, the
Contractor must again, as previously defined, demonstrate that the HMA is compactable. If
the Contractor does not construct test section(s), the HMA is considered compactable and all
HMA placed will be evaluated according to these provisions.
HMA Class A, B, B Modified, E, F, and G constructed under conditions other than listed
above shall be compacted on the basis of a test point evaluation of the compaction train. The
test point evaluation shall be performed in accordance with instructions from the Engineer.
The number of passes with an approved compaction train, required to attain the maximum
test point density, shall be used on all subsequent paving.
HMA Class D and preleveling HMA shall be compacted to the satisfaction of the Engineer.
In addition to the randomly selected locations for tests of the density, the Engineer may also
isolate from a normal lot any area that is suspected of being defective in relative density.
Such isolated material will not include an original sample location. A minimum of 5
randomly located density tests will be taken. The isolated area will then be evaluated for price
adjustment in accordance with the statistical evaluation section, considering it as a separate
lot.
5-04.3(11) JOINTS
The Contractor shall conduct operations such that the placing of the top or wearing course is
a continuous operation or as close to continuous as possible. Unscheduled transverse joints
will be allowed and the roller may pass over the unprotected end of the freshly laid HMA
only when the placement of the course must be discontinued for such a length of time that the
HMA will cool below compaction temperature. When the work is resumed, the previously
compacted HMA shall be cut back to produce a slightly beveled edge for the full thickness of
the course.
Where a scheduled transverse joint or when an unscheduled joint that must be left in place
after a workshift is being made in the wearing course, strips of heavy wrapping paper shall be
used. The wrapping paper shall be removed and the joint trimmed to a slightly beveled edge
for the full thickness of the course prior to resumption of paving. When the transverse joint
will be open to traffic a temporary wedge of HMA shall be constructed 50H:1V or flatter.
The material that is cut away shall be wasted and new HMA shall be laid against the fresh
cut. Rollers or tamping irons shall be used to seal the joint.
The longitudinal joint in any one course shall be offset from the course immediately below by
not more than 6 inches nor less than 2 inches. All longitudinal joints constructed in the
wearing course shall be located at a lane line or an edge line of the traveled way.
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If a hot-lap joint is allowed, two paving machines shall be used; a minimum compacted
density in accordance with Section 5-04.3(10)B (Control) shall be achieved throughout the
traffic lane; and construction equipment other than rollers shall not operate on any
uncompacted HMA.
When HMA is placed adjacent to cement concrete pavement, the Contractor shall construct
longitudinal joints between the HMA and the cement concrete pavement. The joint shall be
sawed to the dimensions shown on Standard Plan A-40.10-00 and filled with joint sealant
meeting the requirements of Section 9-04.2 (Joint Sealants).
5-04.3(12) VACANT
5-04.3(13) SURFACE SMOOTHNESS
The completed surface of all courses shall be of uniform texture, smooth, uniform as to
crown and grade, and free from defects of all kinds. The completed surface of the wearing
course shall not vary more than 1/8-inch from the lower edge of a 10-foot straightedge placed
on the surface parallel to the centerline. The transverse slope of the completed surface of the
wearing course shall vary not more than ¼-inch in 10-feet from the rate of transverse slope
shown in the Plans.
When deviations in excess of the above tolerances are found that result from a high place in
the HMA, the pavement surface shall be corrected by one of the following methods:
1. Removal of material from high places by grinding with an approved grinding
machine, or
2. Removal and replacement of the wearing course of HMA, or
3. By other method approved by the Engineer.
Correction of defects shall be carried out until there are no deviations anywhere greater than
the allowable tolerances.
When Portland cement concrete pavement is to be placed on HMA, the surface tolerance of
the HMA shall be such that no surface elevation lies above the plan grade minus the specified
plan depth of Portland cement concrete pavement. Prior to placing the Portland cement
concrete pavement, any such irregularities shall be brought to the required tolerance by
grinding or other means approved by the Engineer.
When utility appurtenances such as manhole covers and valve boxes are located in the
traveled way, the roadway shall be paved before the utility appurtenances are adjusted to the
finished grade.
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5-04.3(14) PLANING BITUMINOUS PAVEMENT
Planing of the existing pavement shall provide a surface that is slightly grooved or roughened
to ensure a bond to the ACP. Planing shall be performed in such a manner that the
underlying pavement is not torn, broken, or otherwise damaged by the planing operation.
The full depth beginning and end of each lane of planing shall be squared-off to form a
uniform, transverse joint. The Contractor shall construct and maintain a temporary asphalt
concrete wedge across the entire width of the transverse edge when traffic is allowed on the
planed surface prior to paving. The wedge shall be constructed before opening the lane to
traffic. The Contractor shall provide for safe vehicle travel over existing manholes, valve
boxes, catch basins, etc., for planed areas opened to traffic. Before opening the roadway to
traffic, any delaminating of the planed asphalt surface shall be removed and the resulting
holes patched with incidental HMA. Also, the surface shall be cleaned by sweeping to
remove dust and foreign matter. The Contractor shall remove the temporary asphalt concrete
wedge immediately prior to paving.
The planings shall become the property of the Contractor and shall be removed from the
right-of-way. The planings may be utilized as RAP, within the requirements of Section 5-
04.2 (Materials) or 9-03.21 (Recycled Material). The Contractor shall dispose of all other
debris resulting from the planing operation in a Contractor-provided site off the right-of-way.
Planing damage outside the limits shown on the plans, where specified or from Contractor
operations shall be repaired by the Contractor at no cost to the City.
For mainline planing operations, the equipment shall have automatic controls, with sensors
for either or both sides of the equipment. The controls shall be capable of sensing the proper
grade from an outside reference line, or a mat-referencing device. The automatic controls
shall also be capable of maintaining the desired transverse slope. The transverse slope
controller shall be capable of maintaining the mandrel at the desired slope (expressed as a
percentage) within plus or minus 0.1 percent.
Planing tailings may be used as trench backfill. They may also be used as crushed surfacing
when mixed with Crushed Surfacing per Section 9-03.9(3) (Crushed Surfacing) per Section
4-04.3(3) (Mixing).
5-04.3(15) HMA ROAD APPROACH
HMA approaches shall be constructed at the locations shown in the Plans or as directed by
the Engineer. The work shall be performed in accordance with Section 5-04 (Hot Mix
Asphalt).
5-04.3(16) WEATHER LIMITATIONS
HMA for wearing course shall not be placed on any traveled way between October 1 of any
year and April 1 of the following year without written approval from the Engineer.
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Asphalt for prime coat shall not be applied when the ground temperature is lower than 50°F,
without written permission of the Engineer.
HMA Class D shall not be placed when the air temperature is less than 60°F.
HMA shall not be placed on any wet surface, or when the average surface temperatures are
less than those specified in the following table, or when weather conditions otherwise prevent
the proper handling or finishing of the HMA mixtures:
Surface Temperature Limitations
Compacted Thickness Sub-Surface
(Feet) Surface Course Courses
Less than 0.10 55 F 55 F
0.10 to 0.20 45 F 35 F
0.21 to 0.35 35 F 35 F
More than 0.35 DNA 25 F*
*Only on dry subgrade, not frozen and when air temperature is rising.
5-04.3(17) PAVING UNDER TRAFFIC
When the roadway being paved is open to traffic, the following requirements shall apply:
The Contractor shall keep intersections open to traffic at all times except when paving
an intersection or paving across an intersection. During such time, and provided that
there has been an advance warning to the public, the intersection may be closed for the
minimum time required to place and compact the HMA. In hot weather, the Engineer
may require the application of water to the pavement to accelerate the finish rolling of
the pavement and to shorten the time required before reopening to traffic.
Before closing a road, advance warning signs shall be placed and signs shall also be
placed marking the detour or alternate route.
During paving operations, temporary pavement markings shall be maintained
throughout the project. Temporary pavement markings shall be installed on the
roadway prior to opening to traffic. Temporary pavement markings shall be in
accordance with Section 8-23 (Temporary Pavement Markings).
All costs in connection with performing the work in accordance with these
requirements, except the cost of temporary pavement markings, shall be included in
the unit contract prices for the various bid items involved in the contract.
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5-04.3(18) VACANT
5-04.3(19) SEALING OF PAVEMENT SURFACES
Where shown in the Plans, the Contractor shall apply a fog seal. Before application of the
fog seal all surfaces shall be thoroughly cleaned of dust, soil, pavement grindings, and other
foreign matter. The fog seal shall be CSS-1 or CSS-1h uniformly applied to the pavement
free of streaks and bare spots at the rate 0.03 to 0.05 residual gallons per square yard. The
emulsified asphalt shall be diluted at a rate of one part water to one part emulsified asphalt
unless otherwise directed by the Engineer. The emulsified asphalt shall be applied within the
temperature range specified in Section 5-02.3(3) (Application of Asphalt). Unless otherwise
approved by the Engineer, the fog seal shall be applied prior to opening to traffic.
5-04.3(20) ANTI-STRIPPING ADDITIVE
When directed by the Engineer, an anti-stripping additive shall be added to the HMA material
in accordance with Section 9-02.4 (Anti-Stripping Additive).
5-04.3(21) ASPHALT CONCRETE PAVEMENT BUTT JOINTS
The Contractor shall provide butt joints where the new asphalt concrete pavement meets the
existing pavement as shown on the Plans or as directed by the Engineer in a manner to
produce a smooth riding connection to the existing pavement. The depth of butt joint
required shall be determined by the depth of new asphalt concrete pavement specified on the
Plans, but not less than 2 inches. The surface elevation of new and existing Asphalt Concrete
Pavement shall be the same at all butt joints.
All asphalt concrete joints shall be sealed with asphalt binder PG 64-22 per Section 9-02
(Bituminous Materials) or as directed by the Engineer.
5-04.3(22) ASPHALT COLD PATCH
“Asphalt Cold Patch Mix” for temporary pavement patching shall be placed by the
Contractor immediately upon the request of Engineer as required for maintenance of traffic as
specified in Section 1-07.23(1) (Construction Under Traffic) in this document. “The Asphalt
Cold Patch Mix” shall be removed in its entirety before asphalt concrete pavement is placed.
5-04.3(23) INCIDENTAL HMA
“Incidental HMA” shall be HMA Class B unless otherwise specified on the Plans, and the
work shall consist of restoration and adjustment to paved areas, including driveway
approaches, asphalt ramps, patching around utility structures, patching utility trenches, and as
directed by the Engineer.
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SECTION 5-05, CEMENT CONCRETE PAVEMENT
5-05 CEMENT CONCRETE PAVEMENT
5-05.3(1) CONCRETE MIX DESIGN FOR PAVING Supplement
Proportioning of Concrete
A. The Contractor shall design the concrete mix determining the proportions of Portland
cement, coarse and fine aggregate, and water necessary to produce a workable concrete
meeting the following requirements:
(1) A compressive strength of 5,000 psi at 28 days.
(2) A maximum slump of 3 inches for fixed form paving and 2 ½ inches for slip form
paving.
(3) If air-entrained concrete is used, the mix shall contain not more than 6 percent
entrained air as determined by AASHTO T 152.
B. The Contractor shall design the mix on the basis of an absolute volume method such as
outlined in the American Concrete Institute (ACI) Standard 211.1, “Recommended
Practice for Selecting Proportions for Normal Weight Concrete”.
C. Water reducing, set retarding or superplasticizer chemical admixtures may be used at
the option of the Contractor but subject to approval by the Engineer. The Contractor
shall indicate in advance the particular type and name product of admixtures that he
proposes to use and only such admixtures approved by the Engineer may be
incorporated into the concrete mix. Admixtures selected for use shall be compatible
with all other components of the concrete. The use of calcium chloride as an admixture
will not be permitted.
D. The Contractor shall submit for the record, not later than 15 days prior to the start of
paving operations, the proposed mix design including the aggregates grading to be used.
The submission shall be accompanied with certified laboratory reports on the tests
performed on the trial mixes. In the event that the concrete mix designed by the
Contractor does not produce concrete of the specified strength and workability, the
Contractor shall adjust the mix as required to meet the specified requirements and shall
submit new certified test results.
E. In the event the Contractor elects to use an air-entraining admixture, he shall determine
by trials the amount of the selected admixture that will produce concrete having the
desired air content and the amount shall not be varied except as approved by the
Engineer. The admixture shall be added during batching at the plant in accordance with
the admixture manufacturer’s recommendations.
F. The Contractor shall determine the proportions and batch weights for air-entrained
concrete in the same manner as for regular concrete provided, however, that in making
such adjustments as may be necessary by reason of air-entrainment, the minimum
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quantity of fine aggregate and the minimum quantity of water shall be used which will
provide concrete of the required workability.
G. Whenever the Contractor modifies the concrete mix, other than minor adjustments in
the relative quantities of fine and coarse aggregates, he shall submit copy of the new
mix design, together with certified copies of tests results, to the Engineer.
H. No change in the sources or character of the materials shall be made without due notice
to the Engineer. No new materials shall be used until approved by the Engineer and
until new trial mixes have been designed, tested and accepted.
5-05.3(7) PLACING, SPREADING, AND COMPACTING CONCRETE Revision
The second paragraph is revised to read:
The average density of the cores shall be at least 97 percent of the approved mix design
density or the actual concrete density when determined by the Contractor using
AASHTO T 121 with no cores having a density of less than 96 percent.
5-05.3(8) JOINTS Revision
The first paragraph is revised to read:
Transverse and longitudinal joints shall be contraction or through joints (including
construction joints). Joints shall be constructed in accordance with Standard Detail Traffic-
35B and shall be of the type and at the locations indicated on the Plans. The faces of all
joints shall be constructed perpendicular to the surface of the cement concrete pavement.
5-05.3(8)C THROUGH JOINTS Replacement
5-05.3(8)C1 ISOLATION JOINTS New Section
Isolation joints are placed only where shown on the Plans. The joint alignment shall be at
right angles to the Pavement Structure centerline unless otherwise specified in the Contract
Documents.
Longitudinal isolation joints shall be constructed with premolded material, ½-inch in
thickness and conform to Section 9-04.1(2) (Premolded Joint Filler for Expansion Joints).
They shall extend from 1 inch below the bottom of pavement to ¾ inch below the top of
pavement.
The joint material shall be held accurately in place during the placing and finishing of the
concrete by a bulkhead, a holder, metal cap or any other approved method. The joint shall be
perpendicular to the paved surface and the holder shall be in place long enough to prevent
sagging of the joint material.
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A wood filler strip or metal cap shall be placed on the top of the premolded joint filler to
form the groove ¾ inch deep, and shall remain in place until after the finishing and the
concrete is sufficiently set to resist sloughing in the groove. The joint filler shall be stapled
together at the ends to preserve continuity.
Immediately after removal of side forms, the edges of the pavement shall be carefully
inspected and wherever the joint filler is not fully exposed, the concrete shall be chipped
down until the edge of the filler is fully exposed for the entire depth.
5-05.3(8)C2 CONSTRUCTION JOINTS New Section
When placing of concrete is discontinued for more than 45 minutes, a transverse construction
joint shall be installed. Construction joints shall be as shown in the WSDOT Standard Plan
A-40.10-00
Transverse construction joints shall be constructed between cement concrete pavement and
reinforced concrete bridge slabs.
All transverse and longitudinal construction joints, including the joint between new and
existing pavement when widened, shall be sawed and sealed with joint filler conforming to
the requirements of Sections 5-05.3(8A) (Joints) and 9-04.2 (Joint Sealants).
5-05.3(8)C3 SEALING THROUGH JOINTS New Section
After the pavement is cured and before carrying any traffic, the space left by the removal of
the wood filler strip or the metal cap above the top of the expansion joint filler strip shall be
thoroughly cleaned of all loose material. The ¾ inch wide groove shall be completely free of
any projecting concrete from the sides and the groove shall be continuous across the slab to
each edge. It shall then be filled level with the pavement surface with joint sealant meeting
the requirements of Section 9-04.2 (Joint Sealants).
The joint sealant material shall be heated and placed in accordance with the manufacturer’s
instructions. Burned material will be rejected. The through joint groove shall be dry at the
time of pouring the sealing compound.
5-05.3(9) CEMENT CONCRETE CURB ON NEW PAVEMENT New Section
Doweled curb on new pavement shall be constructed as shown in the Plans.
The pavement width shall be extended to the back of the curb. The pavement where the curb
is to be placed shall be roughened or otherwise treated so that a permanent bond can be
secured between the curb and the pavement. Curing compound shall not be used on the
pavement where the curb is to be constructed.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009...........................Engineering Construction Standards.........................................5-28
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
Curb shall be constructed in accordance with Section 8-04.3(1) (Cement Concrete Curbs,
Gutters and Spillways) and the Contract Plans.
5-05.3(10) TIE BARS AND DOWEL BARS Revision/Supplement
The first paragraph is revised to read:
Epoxy-coated tie bars shall be placed at all longitudinal contraction and construction joints,
in accordance with the requirements shown in the Plans. In addition, epoxy-coated dowel
bars shall be installed when concrete curbs are constructed on top of concrete pavement in
accordance with the requirements shown in the Plans.
Curb dowels shall be placed at 28 inches on center in the fresh concrete pavement. Curb
dowels shall be placed in all segments of curbing that is full depth and shall be placed in
transition areas for curb cuts in which a minimum of 1 inch of cover from the top of the
finished curb can be achieved.
Dowel bars shall be set while the concrete is still plastic enough to not require hammering
them into place.
5-05.3(23) CEMENT CONCRETE PAVEMENT FOR ALLEY New Section
5-05.3(23)A PAVEMENT AND ALLEY REQUIREMENTS New Section
Cement concrete pavement for Alleys shall meet the requirements of Section 5-05 (Cement
Concrete Pavement). Alleys shall meet the requirements for driveways in Section 8-06
(Cement Concrete Driveway Entrances).
5-05.3(23)B EXTRA CONCRETE FOR ALLEY APPROACH RAMP New Section
When constructing and finishing cement concrete Alley pavement, the Engineer may in some
cases require the Contractor to place additional concrete over the surface of the Alley
pavement to serve as an integral ramp or vehicular access to abutting private property. Such
extra concrete shall be placed and finished to the additional thickness directed by the
Engineer. Additional thickness for such ramps shall not exceed 6 inches above the original
planned concrete surface at any point.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009............................Engineering Construction Standards.........................................5-29
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
5-06 TEXTURED ASPHALT New Section
5-06.1 DESCRIPTION
This work consists of texturing and coloring asphalt concrete pavement in areas indicated on
the Contract Drawings. Work includes imprinting the hot mix asphalt surface with a textured
finish, and coating the finish surface with a colored epoxy material. All imprinting work
shall be performed by an Authorized StreetPrint Applicator or substituted in its entirety with
an approved equal.
5-06.2 MATERIALS
The following specifications and methods are referenced as part of these Special Provisions.
American Society for Testing and Materials
1) ASTM D-4541 Standard Test Method for Pull-Off Strength of Coatings Using
Portable Adhesion Tester
2) ASTM D-4060 Test Method for Abrasion Resistance of Organic Coatings by
the Taber Abraser
3) ASTM D-2697 Standard Test Method for Volume of Nonvolatile Matter in
Clear or Pigmented Coatings
5-06.2(1) COATING MATERIAL
The coating material shall be a premium high performance material consisting of epoxy
modified acrylic polymers blended with sand and aggregate, “StreetBond SP150E,” or an
approved equal.
5-06.2(2) COLORANT
The colorant shall be a highly concentrated, high quality, UV stable pigment blend designed
to be added to coating material to provide color to the coating. The colorant shall be
StreetBond Colorant, with the color “Bedrock,” and the same colorant shall be used in each
coating layer applied to the asphalt surface. One pint of StreetBond Colorant shall be used
with one 5-gallon pail of StreetBond SP150E Coating Material.
5-06.3 CONSTRUCTION REQUIREMENTS
The Contractor shall follow the latest StreetPrint Application Procedures as issued by
Integrated Paving Concepts Inc.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009...........................Engineering Construction Standards.........................................5-30
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
5-06.3(1) TEXTURED ASPHALT TERMS
Textured Asphalt Pavement shall be described as “StreetPrint Pavement Texturing”,
“StreetPrint”, or approved equivalent pavement on the Contract Plans and documents
related to the project.
Pavement Texturing is defined as a finishing system, which treats the surface of Hot
Mix Asphalt (HMA) by imprinting fully compacted asphalt pavement with “grid style”
or other styles of depressions to replicate, in relief, the concrete grout depressions
common to hand-laid brick or cobblestone, or any other design as shown on the Plans
or described in the specifications, and coating the imprinted asphalt surface using an
approved surfacing system. This system shall be the “StreetPrint” system utilizing the
“StreetBond HW Surfacing System” or an approved equivalent.
Imprinting Asphalt Concrete Pavement is defined as pressing flexible templates into
hot, fully-compacted, Asphalt Concrete Pavement to create the appearance of grout
lines or patterns in the asphalt surface.
Surfacing System is defined as multiple applications of premium coating material, and
shall be StreetBond HW Surfacing System applying StreetBond SP150E.
“Authorized StreetPrint Applicator” is a contractor licensed by Integrated Paving
Concepts Inc., (Tel. 800-688-5652), and shall have a foreman, supervisor or lead hand
on site who has successfully completed a StreetPrint Level 1 or Level II Accreditation
Training Program.
5-06.3(2) CERTIFICATION
The contractor shall furnish certification of test results showing that surfacing materials has
the following properties:
1) Adhesion (PLI) To an Asphalt substrate (ASTM D-4541) Result: Cohesive failure of
asphalt prior to adhesive failure.
2) Taber Abrasion H-10(Dry Wear Index) (ASTM D-4060). Maximum of 0.98
grams/1000 cycles after 7 days cure.
3) Solids by Volume (%) (ASTM D-2697). Minimum = 24 +/-2%.
5-06.3(3) EQUIPMENT
All equipment, tools, and machines used to perform the work shall be maintained in
satisfactory working order at all times. Descriptive information on the surfacing application
equipment shall be submitted to the Engineer for approval not less than five (5) days before
the work starts.
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009............................Engineering Construction Standards.........................................5-31
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
5-06.3(3)A TEMPLATES
Templates shall be manufactured from flexible, woven wire rope cut and welded into the
patterns used for imprinting Asphalt Concrete Pavement.
5-06.3(3)B RECIPROCATING INFRA-RED HEATER
Reciprocating Infra-Red Heater shall be used to apply heat to the asphalt surface in
designated areas for imprinting. The heating equipment used shall allow continuous
monitoring of the surface temperature to ensure the asphalt does not over heat and burn.
Equipment that is specifically excluded from this section and shall not be used for reheating
of the asphalt is any form of direct flame heaters.
5-06.3(3)C VIBRATORY PLATE COMPACTOR
Vibratory Plate Compactor shall be used for pressing the wire templates into the heated
asphalt to create the specified pattern.
5-06.3(3)D SPRAY EQUIPMENT
Spray Equipment shall be capable of applying the coating material to the asphalt surface in a
controlled thin film.
5-06.3(4) CONSTRUCTION
5-06.3(4)A SURFACE PREPARATION PRIOR TO COATING
The asphalt surface shall be free of dirt, debris, oil or anything that will adversely affect the
adhesion of the new coating system. All loose material on the asphalt surface shall be
removed and prior to applying the coatings, the asphalt surface shall be completely dry.
5-06.3(4)B LAYOUT AND IMPRINTING
Layout and imprinting of the pattern into the surface of the HMA is shown in the Plans.
5-06.3(4)C HEATING OF ASPHALT
Direct flame heaters shall not be allowed for the purpose of heating the asphalt. Hot air
portable heaters may only be used for heating isolated areas. The temperature of the asphalt
surface shall be regularly monitored during the reheating process. The asphalt pavement
shall be adequately heat soaked (softened) to a depth of at least 1/2 inch, without burning the
asphalt. If during the re-heating process the surface is overheated and begins to emit black
smoke, the contractor shall stop work immediately. The damaged surface area shall be
removed by milling the upper 1-1/2” and replaced by a partial depth patch with the topmost
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009...........................Engineering Construction Standards.........................................5-32
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
layer matching the existing surface layer mix and binder. Patching and all work associated
with the repair effort shall be at no cost to the City.
5-06.3(4)D SAMPLE AREA
Prior to installing the Surfacing System to the entire project, a sample area shall be
completed. Upon approval from the Engineer for appearance of color, the Contractor may
proceed with completing the Surfacing System installation.
5-06.3(4)E COATING INSTALLATION
The Contractor shall apply the Surfacing System only when the air temperature is at least
50°F and rising, and will not drop below 50°F within 8 hours of application of the coating
material. There should be no precipitation expected within 2 hours after applying the final
layer of coating material.
5-06.3(5) QUALITY CONTROL
5-06.3(5)A GENERAL
At all times the Contractor shall have a representative familiar with all manufacturer’s
recommendations for products used on site, or if the StreetPrint process is utilized then a
foreman, supervisor or lead hand who is registered with Integrated Paving Concepts, Inc., as
a Level 1 or Level II Accredited StreetPrint Installer shall be onsite at all times during
installation; certification must be submitted for approval five (5) days prior to commencing
construction.
5-06.3(5)B STAMPING DEPTH
Upon completion, the patterned area shall be checked for proper depth of print. 98% of the
stamped area shall have an imprint depth of 1/4 inch. If any sample areas have an imprint
depth that is less than 1/4 inch, those areas shall be re-heated and re-stamped prior to
applying the coatings.
5-06.3(5)C COATING THICKNESS
The total thickness shall be monitored by measuring the volume of material used per unit
area. For this project an average coverage area for the combined coating layers shall be per
manufacturer’s recommendation or 150 square feet coated per 5-gallon pail of StreetBond
SP150E material used. The Contractor shall provide proof of material usage.
5-06.3(5)D PROTECTION OF EXISTING PAVEMENT MARKINGS
The Contractor shall protect all existing pavement markings from contamination from the
asphalt sealant including any existing markings on curbing. All disturbed pavement
DIVISION 5: SURFACE TREATMENTS AND PAVEMENTS
Revised 06/2009............................Engineering Construction Standards.........................................5-33
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 5 (06-09).doc
markings shall be returned to their original condition, at no additional cost to the City as
specified in Section 8-22 (Pavement Markings).
END OF DIVISION 5
DIVISION 6: STRUCTURES
Revised 06/2009............................Engineering Construction Standards...........................................6-1
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 6 (06-09).doc
6-02 CONCRETE STRUCTURES
6-02.1 DESCRIPTION Supplement
This work shall consist of constructing cast-in-place cement concrete walls as shown on the
plans.
6-04 TIMBER STRUCTURES
6-04.1 DESCRIPTION Supplement
Provide fixed and removable timber bollards where shown in the plans in accordance with
Standard Detail No. TRAFFIC-06 (Bollards). These bollards shall be placed five feet on
center where shown on the plans.
6-07 PAINTING
6-07.3(1) PAINTING NEW STEEL STRUCTURES Revision
Method B for “Primer Coat” is revised to read:
Inorganic zinc or A-11-99 shop applied.
6-15 SOIL NAIL WALLS
6-15.3(8)A VERIFICATION TESTING Revision
(January 7, 2008 WSDOT Amendment)
The last sentence in the sixth paragraph is revised to read:
The load-hold period shall start as soon as the load is applied and the nail movement with
respect to a fixed reference shall be measured and recorded at 1 minute, 2, 3, 4, 5, 6, 10, 20,
30, 40, 50, and 60 minutes.
6-15.3(8)B PROOF TESTING Revision
(January 7, 2008 WSDOT Amendment)
The fifth sentence in the third paragraph is revised to read:
If the load hold is extended, the nail movement shall be recorded at 20, 30, 40, 50, and 60
minutes.
DIVISION 6: STRUCTURES
Revised 06/2009...........................Engineering Construction Standards...........................................6-2
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 6 (06-09).doc
6-17 PERMANENT GROUND ANCHORS
6-17.3(8)B PERFORMANCE TESTING Revision
(January 7, 2008 WSDOT Amendment)
The fourth sentence in the fourth paragraph is revised to read:
If the load hold is extended, the anchor movement shall be recorded at 20 minutes, 30, 40, 50,
and 60 minutes.
6-17.3(8)C PROOF TESTING Revision
(January 7, 2008 WSDOT Amendment)
The fourth sentence in the second paragraph is revised to read:
If the load hold is extended, the anchor movements shall be recorded at 20 minutes, 30, 40,
50, and 60 minutes.
END OF DIVISION 6
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards...........................................7-1
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
7-01 DRAINS
7-01.2 MATERIALS Revision
Replace the first two paragraphs after the list of materials with the following:
All drainpipe shall be manufactured of polyvinyl chloride meeting the requirements of
Section 9-05.12 (Polyvinyl Chloride (PVC) Pipe). Trench drains shall be Polydrain Part No.
420 with stainless steel grates Polydrain Part No. 440 or approved equal placed on cement
concrete Class 3000 per Section 6-02 (Concrete Structures).
7-01.3 CONSTRUCTION REQUIREMENTS Supplement
PVC drainpipe shall be used to connect existing roof drains and downspouts to the roadway
drainage system. The amount of pipe shown in the proposal is approximate and provided for
bidding purposes only.
Wherever a drain pipe trench is located in the roadway, sidewalk, or other area where minor
settlement would be detrimental and where the Engineer determines that the native material
is not suitable for backfill, the trench shall be backfilled with “Select Pipe Trench Backfill”
per trench detail(s) shown in the plans or as directed by the Engineer.
The trench drain shall be installed per the manufacturer’s recommendations and shall be flush
with the cement concrete surface to provide the proper surface drainage control. The trench
drain shall be connected to the nearest catch basin with “PVC Drain Pipe – 4 inch Diam.” or
“PVC Drain Pipe – 6 inch Diam.” as shown on the plans or as directed by the Engineer.
7-04 STORM SEWERS
7-04.2 MATERIALS Revision
Replace the first paragraph and list of materials with the following:
Only the pipe materials listed below are approved for use on City storm sewer systems.
Materials allowed for a specific project will be as indicated on the Plans. Materials shall be
in accordance with all provisions of the following sections:
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards...........................................7-2
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Concrete Storm Sewer Pipe 9-05.7(1) (Plain Concrete Storm Sewer
Pipe)
9-05.7(2) (Reinforced Concrete Storm
Sewer Pipe)
Solid Wall Polyvinyl Chloride (PVC) Pipe,
SDR-35
9-05.12(1) (Solid Wall PVC Culvert Pipe,
Solid Wall PVC Storm Sewer Pipe, and
Solid Wall PVC Sanitary Sewer Pipe)
Polyvinyl Chloride (PVC) pipe, SDR-21 9-05.12(1) (Solid Wall PVC Culvert Pipe,
Solid Wall PVC Storm Sewer Pipe, and
Solid Wall PVC Sanitary Sewer Pipe)
Ductile Iron Pipe, Special Class 52, Storm
Pipe
9-05.13 (Ductile Iron Sewer Pipe)
High Density Polyethylene Pipe (HDPE) 9-05.21 (High Density Polyethylene Pipe
(HDPE))
The laying length for PVC (SDR-35) shall not exceed 14 feet.
The last paragraph prior to the Table of “Storm Sewer Pipe Schedules” and the Storm Sewer
Pipe Schedules Table are deleted.
7-04.3(1)F LOW PRESSURE AIR TEST FOR STORM SEWERS
CONSTRUCTED OF NON AIR-PERMEABLE MATERIALS Supplement
If the test shows zero leakage after a five-minute test time, the Engineer has the authority to
accept and end the test immediately.
7-04.3(1)G TELEVISION INSPECTION New Section
All of the provisions of 7-17.3(2)H (Television Inspection) shall apply.
7-05 MANHOLES, INLETS, CATCH BASINS, AND DRYWELLS
7-05.1 DESCRIPTION Replacement
This work shall consist of constructing manholes, inlets, drywells, trash racks, and catch
basins and connecting to existing structures of the types and sizes designated in accordance
with the Plans, all provisions of the Specifications, and the Standard Plans, in conformity
with the lines and grades staked.
7-05.2 MATERIALS Supplement
Manholes shall be complete with frames and covers. All manhole frames and covers shall be
bolt-down as shown in Standard Detail No. SEWER-04 (24” Dia. Manhole Frame and
Cover). Catch Basins shall be complete with frames and grates unless otherwise specified on
the plans to be provided with solid metal covers or manhole frames and covers. Castings for
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards...........................................7-3
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
manhole frames shall be gray iron or ductile iron and covers and grates shall be ductile iron.
All storm sewer grates shall have the words "OUTFALL TO STREAMS, DUMP NO
POLLUTANTS" cast in place. Manhole and catch basin steps and handholds shall be steel-
reinforced copolymer polypropylene (ASTM D4101) with ½ inch steel reinforcing bar
(ASTM A615 Grade 60) and in conformance with ASTM C478.
The fabricator of all precast sanitary manholes shall seal them with Tamoseal Cement Based
Waterproof Finish or approved equal applied to all interior and exterior surfaces in
accordance with the manufacturer’s recommendations. The Contractor shall have adequate
product on hand to seal any field modifications to sanitary sewer manholes.
Trash racks shall be constructed in accordance with Section 6-02 (Concrete Structures), 6-03
(Steel Structures) and as detailed in the plans.
7-05.2(1) TRASH RACKS New Section
7-05.3 CONSTRUCTION REQUIREMENTS Supplement
All pipes entering or leaving new or existing manholes, catch basins or inlets shall be placed
on firmly compacted bedding, particularly within the area of the manhole excavation, which
normally is deeper than that of the pipe trench. Special care shall be taken to see that the
openings through which pipes or adapters (see below) penetrate the manhole are completely
and firmly rammed full of non-shrink grout to ensure water tightness.
Manhole adapters will be provided when connecting PVC or Polyethylene pipes to any new
or existing manholes, catch basins or inlets. All manhole adapters for PVC and Polyethylene
pipe shall be of a style as required and manufactured for the specific application with
sufficient tangent at the ends to allow for proper joint connections. Field fabrication manhole
adapters will not be permitted. All manhole adapters to be provided on this project must
have approval from the Engineer in writing before being installed on this project.
7-05.3(1) ADJUSTING MANHOLES & CATCH BASINS TO
GRADE Supplement
Adjustment shall also be in accordance with Standard Detail No. TRAFFIC-12 (Adjustment
of New and Existing Utility Structures to Finish Grade). Manholes or catch basins shall not
be adjusted until the asphalt paving is completed, at which time the center of each structure
shall be carefully relocated from references previously established by the Contractor. The
pavement shall be cut in a restricted area and the base material removed to permit removal of
the frame or ring. The structure shall be adjusted to finish street grade. Temporary access to
manholes, catch basins, and water valves shall be provided as soon as practical after paving.
The frame or ring shall be placed on concrete blocks and/or wedged up to the desired grade.
The asphalt concrete pavement shall be cut and removed, the dimensions of which shall be
equal to the inside dimensions of the opening plus 2 feet. The base materials and crushed
rock shall be removed and Class 3000 cement concrete shall be placed so that the entire
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards...........................................7-4
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
volume of the excavation is replaced to within, but not to exceed 6 inches of the finished
pavement surface. Once manholes or catch basins have been adjusted to finished grade and
the cement concrete backfill has cured (the day following placing the cement concrete), the
HMA Class B patches shall be placed and compacted with hand tampers and a patching roller
within 48 hours or as directed by the engineer. A quick setting admixture shall be added to
the cement concrete backfill.
7-05.3(3) CONNECTIONS TO EXISTING MANHOLES Supplement
Where shown in the plans or as directed by the Engineer, new storm drain lines shall be
extended to connect to an existing manhole. The pipe extension shall be the same diameter
as the existing pipe. Dissimilar pipes shall be joined per Section 7-08.3(2)G (Jointing of
Dissimilar Pipe) of these Special Provisions.
7-05.3(5) CHANNELS FOR MANHOLES New Section
Channels for manholes shall be made to conform accurately to the sewer grade, and shall be
brought together smoothly with well-rounded junctions. Channel sides shall be carried up
vertically to the crown elevation of the various pipes, and the concrete shelf between
channels shall be smoothly finished and warped evenly with slopes to drain in accordance
with WSDOT Standard Plans No. B-15.20-00, B-15.40-00, and B-15.60-00.
Channels for manholes shall be constructed with non-shrinking mortar. Mortar shall be
composed of approximately one part Type II Portland Cement, 1½ to 2 parts sand, and 2 to 3
fluid ounces of water-reducing retarder per sack of cement. Sand, cement, and water shall be
as specified for concrete. Water-reducing retarder shall be Master Builder's Pozzolith, Sika
Chemical Corporation Plastiment, or an equal product and shall meet ASTM C494
specification for chemical admixture for concrete.
7-08 GENERAL PIPE INSTALLATION REQUIREMENTS
7-08.1 DESCRIPTION Replacement
This information shall cover the general requirements for installing culverts, storm sewers,
sanitary sewers, and water mains. The Contractor shall also follow all provisions of Sections
7-02 (Culverts), 7-04 (Storm Sewers), 7-09 (Water Mains), 7-17 (Sanitary Sewers), and 1-
07.23 (Public Convenience and Safety) as it applies to the specific kind of work.
7-08.2 MATERIALS Replacement
Imported bedding, backfill and foundation materials shall meet the requirements of the
following sections:
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards...........................................7-5
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Bedding Materials and Select Trench
Backfill
9-03.9(3) (Crushed Surfacing)
Foundation Material 9-03.17 (Foundation Material, Class A)
Trench Backfill 9-03.19 (Bank Run Gravel for Trench
Backfill)
9-03.14(1) (Gravel Borrow)
Controlled Density Fill 2-09.3(1)E (Backfilling)
7-08.3 CONSTRUCTION REQUIREMENTS Supplement
All pipe shall be installed per the trench Standard Detail(s) TRAFFIC-02 and TRAFFIC-03.
All references in this section (7-08) to the Standard Plan shall refer to the trenching detail(s)
shown on the plans or in Standard Details TRAFFIC-02 and TRAFFIC-03.
7-08.3(1) EXCAVATION AND PREPARATION OF TRENCH
7-08.3(1)A TRENCHES Revision
The Second Sentence of the Third Paragraph is deleted and replaced with the following:
Above the top of the pipe zone, the Contractor may over excavate for L&I considerations in
non-critical, off-street areas. Shoring is required in all street excavations. Shoring is the
responsibility of the Contractor and must meet the requirements of Section 2-09.3(3)D
(Shoring and Cofferdams).
The First Sentence of the Eighth Paragraph is deleted and replaced with the following:
If any of the excavated (also referred to as native) material meets the specifications of
material listed in Section 7-08.2 (Materials), the Engineer may require that such material, in
the quantity required, be selectively removed, stockpiled separately, and used as pipe
bedding, foundation material, or trench backfill instead of the quantities of pipe bedding,
foundation material, or trench backfill respectively.
7-08.3(1)B SHORING Supplement
The requirements of the Occupational Safety and Health Act (OSHA) and the Washington
Industrial Safety and Health Act of 1973 (WISHA), RCW Chapter 49.17, shall apply to all
excavation, trenching and ditching operations on this project. All trenches four (4) feet and
over in depth shall be shored in compliance with applicable Federal and State regulations.
7-08.3(1)C BEDDING THE PIPE Supplement
Delete first sentence of the second paragraph and replace with the following:
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards...........................................7-6
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Pipe bedding shall be per the trench detail(s) shown on the plans or as directed by the
Engineer.
7-08.3(2)B PIPE LAYING - GENERAL Supplement
The Contractor shall use neat, vertical full-depth saw cuts for trenching through existing
asphalt or cement concrete pavement surfaced areas.
All pipe shall be neatly cut using an approved mechanical cutter without causing damage to
the pipe.
7-08.3(2)G JOINTING OF DISSIMILAR PIPE Supplement
Where new pipe is connected to existing pipe, the Contractor shall verify the type of existing
pipe and join pipes with a pipe adapter specifically manufactured for joining the pipes
involved or as directed by the Engineer.
7-08.3(2)J JOINING HIGH DENSITY POLYETHYLENE
PIPE (HDPE) PIPE New Section
Sections of HDPE shall be joined into continuous lengths on the job site above ground. The
joining shall be the butt fusion method and shall be performed in strict accordance with the
pipe manufacturer’s recommendations. The butt fusion equipment used in the joining
procedures shall be capable of meeting all conditions recommended by the pipe
manufacturer, including but not limited to, temperature requirements of 400 degrees F,
alignment, and 75 psi interfacial fusion pressure.
7-08.3(2)K PACKAGING, HANDLING, STORAGE
HIGH DENSITY POLYETHYLENE PIPE (HDPE) PIPE New Section
The manufacturer shall package the pipe in a manner designed to deliver the pipe to the
project neatly, intact, and without physical damage. The transportation carrier shall use
appropriate methods and intermittent checks to insure the pipe is properly supported, stacked,
and restrained during transport such that the pipe is not nicked, gouged, or physically
damaged. Pipe shall be stored on clean, level ground to prevent undue scratching or gouging
of the pipe. If the pipe must be stacked for storage, such stacking shall be done in accordance
with the pipe manufacturer’s recommendations. The handling of the pipe shall be done in
such a manner that it is not damaged by dragging over sharp objects or cut by chokers or
lifting equipment.
Sections of pipe having been discovered with cuts or gouges in excess of 10% of the wall
thickness of the pipe shall be cut out and removed. The undamaged portions of the pipe shall
be rejoined using butt fusion joining method.
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards...........................................7-7
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Fused segments of pipe shall be handled so as to avoid damage to the pipe. When lifting
fused sections of pipe, chains or cable type chokers must be avoided. Nylon slings are
preferred. Spreader bars are recommended when lifting long fused sections. Care must be
exercised to avoid cutting or gouging the pipe.
7-08.3(2)L DEWATERING TRENCHES New Section
Where water is encountered in the trench, it shall be removed during pipe-laying operations
and the trench so maintained until the ends of the pipe are sealed and provisions are made to
prevent floating of the pipe. Trench water or other deleterious materials shall not be allowed
to enter the pipe at any time.
“Normal Trench Dewatering” is defined as dewatering methods occurring in, or directly
adjacent to, the trench, including trash pumps, sump pumps, or other methods in the
excavated areas. “Normal Trench Dewatering” does not include a dewatering system such as
well points, well screens, or deep wells.
Dewatering may be required for this project. See Section 8-05 for dewatering system
requirements. Where groundwater cannot be removed using “Normal Trench Dewatering”
methods, the dewatering system will be used to lower the water table 2 feet below the depth
of excavation. The dewatering plan must be received ten (10) calendar days prior to
dewatering operations and approved by the Engineer before underground utility installation
begins.
7-08.3(3) BACKFILLING Supplement
Unless otherwise shown in the plans “Select Pipe Trench Backfill” shall be used where
trenches are excavated across existing paved streets.
Unless otherwise shown in the plans “Controlled Density Fill” shall be used where trenches
are transverse to major arterial roadways. The Engineer may require “Controlled Density
Fill” where uniform compaction around other utilities, foundations or other fixed objects is
not possible.
7-08.3(4) PLUGGING EXISTING PIPE Replacement
All existing pipes shown on the plans or designated by the Engineer to be abandoned shall be
plugged on the inlet and outlet ends for a distance of three times the diameter with Class
3000 cement concrete. Care shall be used in placing the concrete in the pipe to ensure that
the openings are completely filled and thoroughly plugged.
All existing pipes shown on the plans or designated by the Engineer to be filled shall be filled
with controlled density fill (CDF) for the entire length of pipe specified.
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards...........................................7-8
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
7-08.3(5) PIPE TRENCH RESTORATION New Section
Trenches excavated as part of a new street construction shall be completed to subgrade before
placing surfacing materials and sidewalks. Final restoration will be completed with the street
surfacing.
In existing streets, sidewalks and other native or landscaped areas, the restoration shall be to a
minimum of the existing adjacent surfaces. Asphalt and cement concrete pavement,
sidewalks, etc., shall be replaced upon a firm unyielding base to match existing surface
thickness as directed by the Engineer. The minimum asphalt concrete pavement repair
section shall be 2 inches thick.
7-09 WATER MAINS
7-09.1 DESCRIPTION Supplement
The Contractor shall also follow the requirements of Section 7-08 (General Pipe Installation
Requirements).
7-09.3(10) BACKFILLING TRENCHES Supplement
Water mains shall be installed with 42-inch minimum finished pipe cover, unless the
Engineer determines less cover is adequate where existing facilities, not to be relocated,
might interfere with the pipe laying operation.
7-09.3(19) CONNECTIONS
7-09.3(19)A CONNECTIONS TO EXISTING MAINS Supplement
The Contractor shall field verify all existing piping, dimensions, and elevations to ensure
proper fit prior to any connections being made to existing mains.
7-09.3(19)B MAINTAINING SERVICE Supplement
Water main shut-offs shall be in accordance with Section 1-07.17(1) (Disruption to City
Water Services).
7-09.3(21) CONCRETE THRUST BLOCKING Supplement
All bends, tees, dead-ends and crosses shall be blocked in accordance with Standard Detail
No. WATER-01 (Water Main Blocking) or anchored in accordance with WSDOT Standard
Plan B-90.40-00.
Where trench conditions are such that thrust restraint is not accomplishable with concrete, the
Contractor shall provide restrained joints in accordance with Section 9-30.2(6) (Restrained
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards...........................................7-9
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Joints) to replace or supplement concrete blocking or anchors and any such costs thereof shall
be incidental. Supplement and replacement restrained joints shall be provided as
recommended by the manufacturer and approved by the Engineer.
7-09.3(22) BLOWOFF ASSEMBLIES Replacement
Blow off assemblies shall be constructed at the locations shown on the Plans and in
accordance with Standard Detail No. WATER-03 (2” Blowoff Assembly Detail).
7-09.3(23) HYDROSTATIC PRESSURE TEST Supplement
Add the following sentence at the beginning of the first paragraph:
Hydrostatic tests shall be made on all new pipeline in accordance with the applicable portions
of this Standard Specification and ANSI/AWWA C600, except as modified in this document.
Add the following sentence between the first and second sentence of the first paragraph:
Test pressures shall not exceed the rated pressure of the valves when the pressure boundary
of the test section includes closed, resilient-seated gate valves or butterfly valves.
Add the following sentence at the end of the second paragraph:
Sections of pipe between valves shall be pressure tested immediately upon completion of
each section. Each section shall be immediately backfilled upon the Engineer approving the
hydrostatic pressure test results.
7-09.3(24) DISINFECTION OF WATER MAINS Supplement
The City will take bacteriological test samples. The Contractor shall insert corporation stops
in the main at all locations required to take bacteriological test samples. Retesting will be at
the Contractors expense.
7-09.3(24)J PREVENTING REVERSE FLOW Supplement
Prior to beginning the water main installation the Contractor shall prepare a plan showing the
intended method, in detail, which will be incorporated to insure the prevention of reverse
flows from entering the existing distribution system. The plan shall meet the requirement of
WAC 246-902-490.
The Contractor shall consider this plan as a submittal, and submit it per the specifications in
Section 1-06 (Submittals). The Engineer must approve this plan prior to the Contractor
starting work on the water main.
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards.........................................7-10
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
7-09.3(24)N FINAL FLUSHING AND TESTING Supplement
Accomplish line flushing in accordance with the latest provisions of AWWA C601. Flush all
dead end mains with a temporary blow off in conformance with the Standard Detail
WATER-04 (Temporary Blow Off Detail) and as directed by the Engineer. The Contractor is
responsible for disposal of water flushed from the line. An approved bacteriological test is
required before connection to the existing system.
7-12 VALVES FOR WATER MAINS
7-12.3 CONSTRUCTION REQUIREMENTS
7-12.3(2) ADJUST VALVE BOXES New Section
“Adjust Valve Box” shall be in accordance with Standard Detail No. TRAFFIC-12
(Adjustment of New and Existing Utility Structures to Finish Grade) and the applicable
portion of Section 7-05.3(1) (Adjusting Manholes and Catch Basins to Grade).
7-12.3(3) COMBINATION AIR RELEASE/AIR VACUUM VALVE
ASSEMBLY New Section
“Combination Air Release/Air Vacuum Valve Assembly” shall be constructed at locations
shown on the plans and shall be a minimum of 1 inch diameter in accordance with Standard
Detail WATER-02 (Typical Air and Vacuum Relief Valve Detail).
7-12.3(4) VALVE WRENCH EXTENSION BOX New Section
The Contractor shall provide for “Valve Wrench Extension Box” in accordance with
Standard Detail No. WATER-18, WATER-18a, and WATER-18b for deep buried valves,
where directed by the Engineer. Install “Valve Wrench Extension Box” where the valve nut
will exceed 48 inches below the top of the finished valve box and finish grade for this
project.
7-14 HYDRANTS
7-14.3 CONSTRUCTION REQUIREMENTS Supplement
A type 2BB Blue Raised Pavement Marker(s) is required at each hydrant location. Location
of the blue marker shall be 1-foot offset of centerline in the direction of the hydrant at each
hydrant location and as directed by the Engineer. Hydrants located within 50-feet of the curb
face of an intersection shall be marked on both streets. The reflective surfaces of the raised
pavement markers shall be perpendicular to the flow of traffic. The Raised Pavement
Markers shall be installed in accordance with Section 8-09 (Raised Pavement Markers).
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards.........................................7-11
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
7-14.3(1) SETTING HYDRANTS Replacement
Where shown in the plans, the “Hydrant Assembly” shall be installed perpendicular to the
supply main in accordance with Standard Detail No. WATER-07 (5 ¼” M.V.O. Hydrant
Setting Detail). A 6-inch resilient-wedge gate valve with valve box in accordance with
Section 7-12 (Valves for Water Mains) shall be installed on each hydrant supply line.
All hydrants shall be inspected upon delivery in the field to ensure proper working order.
After installation, fire hydrants, auxiliary gate valves, and other appurtenances thereto shall
be subjected to a hydrostatic test and disinfection procedures as specified in Section 7-09
(Water Mains).
After installation each hydrant shall receive 2 field-coats of paint. The first coat shall be
Formula B-1-57 iron oxide, and the second coat shall be Safety Yellow Enamel conforming
to Federal Specification TT-E-489C Enamel, Alkyd, Gloss, Federal Color No. 1063. The
outside surface below the ground shall be coated with asphalt varnish.
During the chlorination process for the newly laid pipe, all valves associated with each
“Hydrant Assembly” shall be operated while the pipeline is filled with the chlorinating agent
and under normal operating pressure.
Any hydrant not in service shall be identified by covering with a burlap or plastic bag
properly secured.
7-14.3(4) MOVING EXISTING HYDRANTS Supplement
Existing hydrants shall be moved where shown in the Plans. “Moving Existing Hydrants”
shall include removal of all component parts from the water main to the hydrant. The
Contractor shall provide and install the following new components at the new hydrant
location shown on the plans: 6 inch ductile iron, Special Class 52 pipe; 6 inch tee or tapping
tee and gate valve with box; restraint system; and blocking. Construction shall conform to
Standard Detail No. WATER-07 (5 ¼” M.V.O. Hydrant Setting Detail).
7-15 SERVICE CONNECTIONS
7-15.2 MATERIALS Supplement
Saddles (1½ inch & 2 inch services) 9-30.6(1) (Saddles)
Corporation Stops 9-30.6(2) (Corporation Stops)
Service Pipe & Tail Piece 9-30.6(3) (Service Pipes)
Meter Setters (Yoke) 9-30.6(5) (Meter Setters)
Meter Stops 9-30.6(5)A (Meter Stops)
Meter Check Valves 9-30.6(5)B (Meter Check Valves)
Curb Valves 9-30.6(5)C (Curb Valves)
Meter Boxes 9-30.6(7) (Meter Boxes)
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards.........................................7-12
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
7-15.3 CONSTRUCTION REQUIREMENTS Supplement
Supplement this section with the following:
Water service connections shall be installed where shown on the drawings or where directed
by the Engineer in accordance with these documents and Standard Details. Multiple service
connections to the same main must be made with a 2 foot minimum separation at the main
and be staggered horizontally, so that adjacent services are at differing elevations along the
pipe. Meter box and water meters shall not be placed in locations which are subjected to
vehicular traffic (including driveways, etc.) unless approved by the Engineer and a traffic
bearing meter box is provided. Tail pieces (that portion of the service line between the meter
and the property line) shall be furnished and installed and shall be of the same material and
size as the service line. Connection of the tail piece to the service line from the building shall
be made with compression couplings or capped as appropriate. Service pipes shall be
installed without joints from the water main to the curb valve near or within the meter box.
Tailpieces shall also be installed without joints from the water meter outlet to its termination
(18 inches minimum beyond the meter but not beyond the right-of-way line). Location of
water services shall be marked by neatly imprinting a 2-inch letter “W” in the top of the curb
before the concrete hardens.
All new materials (service line, meter setter, tailpiece, and meter box) shall be used for water
meter relocations. Materials shall match existing size unless otherwise shown on the plans.
7-17 SANITARY SEWERS
7-17.2 MATERIALS Replacement
Materials allowed for a specific project will be as indicated on the Plans. Materials shall be
in accordance with following Sections:
Concrete Sewer Pipe 9-05.7(1) (Plain Concrete Storm Sewer
Pipe)
9-05.7(2) (Reinforced Concrete Storm
Sewer Pipe)
Solid Wall Polyvinyl Chloride (PVC) Pipe,
SDR-35
9-05.12(1) (Solid Wall PVC Culvert Pipe,
Solid Wall PVC Storm Sewer Pipe, and
Solid Wall PVC Sanitary Sewer Pipe)
Polyvinyl Chloride (PVC) pipe, SDR-21 9-30.1(5) (Polyvinyl Chloride (PVC))
Ductile Iron Pipe, Special Class 52 9-30.1(1) (Ductile Iron Pipe)
High Density Polyethylene Pipe (HDPE) 9-05.21 (High Density Polyethylene Pipe
(HDPE))
The laying length for PVC (SDR-35) shall not exceed 14 feet.
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards.........................................7-13
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
7-17.3 CONSTRUCTION REQUIREMENTS
7-17.3(1) PROTECTION OF EXISTING SEWERAGE FACILITIES Supplement
Connections to the existing system shall be plugged during the entire period of sewer
construction to prevent dirt, water, and debris from entering the existing system
7-17.3(2) CLEANING AND TESTING Supplement
7-17.3(2)A GENERAL Revision/Supplement
Delete the first paragraph and replace with the following:
Sewers and appurtenances, where required in the Plans, shall be cleaned and tested after
backfilling by the low pressure air method except if the Engineer approves hydrostatic testing
of short sections of small diameter pipe.
Insert the following sentence between the first and second sentences of the last paragraph:
Special sealants shall not be used to seal leaks and the use of any such materials will be cause
for rejection of the sewer lines.
Insert the following paragraph at the end of this section:
Before final acceptance, the Contractor shall have all sewer lines inspected by the use of a
television camera, utilizing a City approved private inspection services. An approved list of
inspection services may be obtained from the Engineer. Manholes and other structures shall
be cleaned and tested per Section 7-07 (Cleaning Existing Drainage Structures).
7-17.3(2)C INFILTRATION TEST Revision
In the second paragraph,
“Maximum leakage (in gallons per hour)” = 0.16 x H x D x L
6 100
7-17.3(2)E LOW PRESSURE AIR TEST FOR SANITARY SEWERS
CONSTRUCTED OF AIR-PERMEABLE MATERIALS Supplement
Acceptability of the test will be determined by the minimum decompression time allowed for
the pressure to drop from 3.5 to 2.5 psig greater than the average back pressure of the
groundwater above the centerline of the pipe as determined by the following:
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards.........................................7-14
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Groundwater Pressure:
P = 0.4332(Z) where
Z = Distance between groundwater surface and the centerline of the pipe in feet; and
P = Average pressure of groundwater in psi and shall be added to the specified test
pressure
Minimum air test time:
T = 3.206 (DL+dl)
R
22
where;
R = 0.00925(DL+dl) when;
R is equal to or greater than 2.0 and less than or equal to 3.5. When the calculation
for R is less than 2.0, R = 2.0 and when the calculation for R is greater than 3.5,
R = 3.5.
Where:
T = minimum test time in seconds
D = sewer main diameter in feet
d = side sewer diameter in feet
L = sewer main length being test in feet, and
l = side sewer length being tested in feet
For convenience, the City has herein included minimum decompression timetables for air-
permeable pipe (concrete, etc.) for various sanitary sewer pipe sizes with 6 inch side sewer
lengths.
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards.........................................7-15
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Air Test Times for Air-permeable Sanitary Sewer Pipe
All times are in seconds.
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 36 56 76 96 116 136 156 176 178
100 71 91 111 131 151 171 188 186 184
150 107 127 147 167 187 195 193 191 189
200 142 163 183 203 202 199 197 195 193
250 178 198 214 209 205 202 200 198 196
300 214 220 215 211 208 205 202 202 214
350 227 221 217 213 210 207 211 223 234
400 227 222 218 214 211 220 232 243 254
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 56 76 96 116 136 156 176 192 190
100 111 131 151 171 191 211 211 207 203
150 167 187 207 227 233 227 222 217 214
200 223 243 257 248 241 235 230 225 222
250 278 271 262 253 247 241 236 239 251
300 283 273 265 257 251 248 260 271 282
350 283 274 267 260 268 280 291 303 314
400 283 276 277 289 300 312 323 335 346
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards.........................................7-16
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Air Test Times for Air-permeable Sanitary Sewer Pipe
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 80 100 120 140 160 180 200 208 204
100 160 180 200 220 240 246 238 232 227
150 240 260 280 283 272 263 255 249 243
200 321 321 306 294 283 275 267 263 275
250 340 325 312 301 292 286 298 309 321
300 340 327 316 309 321 332 343 355 366
350 340 332 343 355 366 378 389 401 412
400 366 378 389 401 412 424 435 447 458
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 125 145 165 185 205 225 245 237 231
100 250 270 291 311 312 298 286 276 268
150 376 395 371 352 336 323 312 302 306
200 425 402 383 366 352 343 355 366 378
250 425 406 390 392 404 415 426 438 449
300 429 441 452 464 475 487 498 509 521
350 501 512 524 535 547 558 570 581 592
400 572 584 595 607 618 630 641 653 664
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards.........................................7-17
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Air Test Times for Air-permeable Sanitary Sewer Pipe
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 180 200 220 240 260 280 283 272 263
100 361 381 401 397 374 356 340 327 316
150 510 476 448 425 406 389 378 389 401
200 510 484 462 447 458 469 481 492 504
250 515 527 538 550 561 572 584 595 607
300 618 630 641 653 664 675 687 698 710
350 721 733 744 756 767 779 790 801 813
400 824 836 847 859 870 882 893 904 916
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 245 265 286 306 326 345 327 312 299
100 491 511 501 468 441 418 399 383 372
150 595 558 527 501 478 478 489 501 512
200 595 572 584 595 607 618 630 641 653
250 701 713 724 736 747 758 770 781 793
300 841 853 864 876 887 899 910 922 933
350 982 993 1005 1016 1028 1039 1050 1062 1073
400 1122 1133 1145 1156 1168 1179 1191 1202 1214
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards.........................................7-18
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
Air Test Times for Air-permeable Sanitary Sewer Pipe
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 321 341 361 381 401 397 374 356 340
100 641 624 578 541 510 484 462 447 458
150 680 641 607 584 595 607 618 630 641
200 733 744 756 767 779 790 801 813 824
250 916 927 939 950 962 973 985 996 1008
300 1099 1111 1122 1133 1145 1156 1168 1179 1191
350 1282 1294 1305 1317 1328 1340 1351 1362 1374
400 1465 1477 1488 1500 1511 1523 1534 1546 1557
Linear feet of 6 inch Side Sewer
0 50 100 150 200 250 300 350 400
0 0 20 40 60 80 100 120 140 160
50 501 521 541 561 548 510 479 454 432
100 850 788 737 693 656 630 641 653 664
150 859 870 882 893 904 916 927 939 950
200 1145 1156 1168 1179 1191 1202 1214 1225 1236
250 1431 1443 1454 1465 1477 1488 1500 1511 1523
300 1717 1729 1740 1752 1763 1775 1786 1797 1809
350 2004 2015 2026 2038 2049 2061 2072 2084 2095
400 2290 2301 2313 2324 2336 2347 2358 2370 2381
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards.........................................7-19
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
7-17.3(2)F LOW PRESSURE AIR TEST FOR SANITARY SEWERS
CONSTRUCTED OF NON AIR-PERMEABLE MATERIALS Supplement
If the test shows zero leakage after a five minute test time, the Engineer has the authority to
accept and end the test immediately.
Cleaning and testing of pipes and structures shall be incidental to the pipe and structure bid
item.
7-17.3(2)H TELEVISION INSPECTION Replacement
Before final acceptance, the City shall require all sewer lines to be inspected by the use of a
television camera, utilizing City approved private inspection services.
After completion of the following, authorization from the City shall be required before the
Contractor can perform the initial television camera work:
1. The acceptable placement of applicable pipe, ballast, bedding, and backfill
material.
2. The acceptable completion of all applicable channels and grout work.
3. The acceptable debris removal, cleaning, and flushing of all applicable pipes and
structures.
The television inspection requirements shall include the provisions of:
1. A color VHS television camera with a pan and tilt capacity in order to view all
main lines, lateral lines, and structures including channels.
2. A dye solution to be introduced in sufficient quantity to travel from the structure
that is the highest point of inspection to the downstream terminus of the
inspection limits. Red or purple dye shall be used for PVC pipe and green dye for
ductile iron and concrete pipe.
3. A one-inch reference ball to be mounted to the camera in order to drag along the
bottom of the pipe during the entire inspection procedure.
4. Linear measure references to be measured from the center of the beginning
structure to the center of the next inline structure and include the direction of
flow. The locations of lateral pipes and all distinctive pipe conditions shall be
referenced to the centerline of the beginning structure. All structure references
shall utilize the designated structure reference numbers shown on the plans.
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009...........................Engineering Construction Standards.........................................7-20
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
The following television inspection information shall be provided to the City:
1. A clear VHS color tape which encompasses the limits of the inspection area and
including all reference data as described herein. A tape reference time and date
for the start of each run shall also be indicated.
2. A written report shall be provided corresponding to the taped inspection and
including all reference data as described herein. The report shall consist of a
written narrative of all distinctive pipe conditions including ponding areas in
excess of ¼ inch.
7-18 SIDE SEWERS
7-18.3 CONSTRUCTION REQUIREMENTS Supplement
7-18.3(1) GENERAL Supplement
Side sewers shall be connected (where shown on the plans or directed by the Engineer), using
approved sewer saddle tees. Quantities of tees will vary depending upon conditions
encountered. All joints shall be approved rubber-gasketed joints except the joint between the
new and existing pipe that shall be made with approved flexible transition couplings. Side
sewers shall be installed to a minimum slope of one percent or as shown on the plans unless
otherwise directed by the Engineer and shall be 6-inches diameter from the street sewer to the
private property line. The location of side sewers shall be marked at the end of the line inside
the property, by a pressure treated 4-foot long 2x4-inch board buried in the ground to a depth
of 3-feet. The lower side shall have a 2x4-inch cleat nailed to it to prevent withdrawal of the
stake. The exposed one-foot shall be painted traffic-yellow and the depth to the side sewer or
tee shall be indicated in black paint on the 2x4-inch board. In addition, a length of 9-gauge
galvanized wire shall extend from the plugged end of the side sewer or tee to grade at the
property line. The lower end of the wire shall be securely fastened to a 1-foot length of 2x4-
inch board placed near the plugged end of the side sewer or tee. The upper end shall emerge
at the 4-foot stake but shall not be fastened to it. In addition, the letter ”S”, 2 inches high,
shall be neatly imprinted in the top of the curb before the concrete hardens to designate the
side sewer location.
During construction in areas with more than one side sewer per structure, the Contractor shall
test each connected structure to verify which side sewer is used by that structure. The test
shall involve flushing every toilet or running every sink or tub on each floor of each structure
and directly observing which side sewer the effluent discharges from. Only these side sewers
shall be connected. All others are to be abandoned in place per Section 7-00.3(8) (Pipe
Abandonment and Filling).
Existing side sewers to be connected shall be trimmed to the limit of the right-of-way except
where otherwise shown on the plans and connected to the new sewer with PVC SDR-35 with
a diameter to match the existing side sewer or 6 inches, whichever is greater.
DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY
SEWERS, WATER MAINS, AND CONDUITS
Revised 06/2009............................Engineering Construction Standards.........................................7-21
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 7 (06-09).doc
The Contractor shall be responsible for verifying all City customers originally connected to
the sanitary sewer conveyance line are connected to the new sanitary sewer conveyance line.
Prior to project completion the Contractor shall document to the City that all City customers
have had their services re-established.
All pipes for side sewer and sewer stubs (pipes not ending in a manhole) shall be adequately
plugged or capped as directed by the Engineer.
END OF DIVISION 7
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-1
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
8-01 EROSION CONTROL AND WATER POLLUTION CONTROL
8-01.1 DESCRIPTION Supplement
The Contractor shall implement temporary erosion and sediment control (TESC) measures as
necessary to prevent erosion and to stop sediment-laden water from leaving the site and
entering the storm drain system. Measures shall be in accordance with and conform to the
City of Auburn Design Manual and these Special Provisions. The Contractor shall construct
all necessary elements and provide other necessary materials, labor, and equipment.
Exposed slopes and excavations shall be protected. The Contractor shall maintain and clean
the facilities until final restoration has been placed and accepted. The Contractor shall have
adequate materials on the site to respond to weather changes and shall modify the system to
accommodate seasonal changes.
8-01.3(1)A SUBMITTALS Supplement
The Contractor shall prepare a TESC plan and submit it to the Engineer for approval prior to
beginning construction. The TESC plan shall cover all areas the Contractor’s work may
affect both inside and outside the project limits.
The Contractor shall prepare a winterization plan and submit it to the Engineer for approval
prior to September 15 and in accordance with the City of Auburn Design Standards Section
5.01.4 and in Section 1-07.15 of these Construction Standards.
8-01.3(2) SEEDING, FERTILIZING, AND MULCHING
8-01.3(2)B SEEDING AND FERTILIZING Supplement
Seeding:
The following composition, proportion, and quality of grass seed shall be applied at the rate
of 5 pounds per 1,000 square feet on all areas requiring roadside seeding (noted “hydroseed”
on the Plans) within the project:
Kind and Variety of Seed in
Mixture
Percent by
Weight
Minimum Percent
Pure Seed
Minimum Percent
Germination
Colonial Bentgrass (Highland or
Astoria) 10% 9.8% 85%
Red Fescue (Illahee, Rainier, or
Pennlawn) 40% 39.20% 90%
English Perennial Rye 50% 29.40% 90%
Weed Seed (maximum %) 0.50%
Inert and Other Crops (minimum
%) 1.50%
TOTAL
100.00%
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-2
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Fertilizer:
The Contractor shall submit three samples of existing soil in the project area, and one of each
specified type of topsoil to a soil laboratory for testing to determine fertilizer/amendment
composition. Results shall be submitted to the Engineer and fertilizer and soil amendment
formulation and application rates will be based on the laboratory recommendations.
However, the minimum fertilizers requirements are as follows:
Total Nitrogen as N-3 pounds per 1,000 square feet;
Available Phosphoric Acid as P2O5-1 pounds per 1,000 square feet;
Soluble Potash as K2O-2 pounds per 1,000 square feet;
2 pounds of nitrogen applied per 1,000 square feet shall be derived from ureaform or
ureaformaldehyde. The remainder may be derived from any source.
The fertilizer formulation and application rate shall be approved by the Engineer before use.
8-01.3(2)D MULCHING Supplement
Wood cellulose fiber mulch shall be applied at a rate of 2,000 pounds per acre
8-01.3(2)E TACKING AGENT AND SOIL BINDERS Supplement
The tacking agent for hydroseeding shall be a bonded fiber matrix with integral tackifier
specifically manufactured for hydroseeding applications and erosion control. The bonded
fiber matrix (BFM) shall be dyed an appropriate color to facilitate visual metering of
application of the materials. The bonded fiber matrix (BFM) shall be ‘ECO-AEGIS’ as
manufactured by Canfor, or approved alternate.
8-02 ROADSIDE RESTORATION
8-02.3 CONSTRUCTION REQUIREMENTS
8-02.3(1) RESPONSIBILITY DURING CONSTRUCTION Supplement
Landscape construction is anticipated to begin after all curbs, sidewalks, rockeries, utilities,
and associated roadside work is completed.
The Contractor shall keep the premises clean, free of excess soils, plants, and other materials,
including refuse and debris, resulting from his work throughout the planting operation. The
Contractor shall maintain continuous pedestrian access and shall not stockpile materials or
park equipment in any manner that may create hazards or obstacles to this access. At the end
of each workday, and as each planting area is completed, it shall be neatly dressed and all
surrounding walks and paved areas shall be cleaned to the satisfaction of the Engineer.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-3
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Cleaning by flushing into sewers will not be allowed. The Contractor shall remove surplus
soils, materials, and debris from the construction site and shall leave the project in a clean
condition at the conclusion of the work.
8-02.3(4)A TOPSOIL TYPE A Supplement
Topsoil Type A is to be used for all planting and seeding areas and shall be tested in an
independent, certified soil testing lab to determine need for fertilizers and/or amendments.
Modify soil according to soil testing laboratory recommendations.
8-02.3(4)C TOPSOIL TYPE C Replacement
Topsoil Type C shall meet the requirements of Section 8-02.3(4)B, (Topsoil Type B), and
Section 9-14.1(3), (Topsoil Type C). Native as used in this context shall mean naturally
occurring material.
8-02.3(5) PLANTING AREA PREPARATION Supplement
Upon approval of the subgrades by the engineer, topsoil shall be placed to required depths for
all seeded, sod, tree, shrub and groundcover areas. Topsoil and subgrade material shall be
cultivated to a depth of 6 inches. Cultivation of the soil shall be done by farm disk, harrow,
or other suitable equipment approved by the Engineer. This operation should be done at right
angles to the natural flow of water on slopes unless otherwise directed by the Engineer.
Remove rocks, roots, clods, stumps and debris over 1 inch diameter. Lightly compact soil
and establish a smooth and uniform finished grade that protects against obstruction to surface
drainage and ponding. For bark mulched shrub and groundcover beds, finish grade prior to
placement of bark shall be 2 inches below top of adjacent finish grade.
Any exposed tree roots in cut slopes shall be neatly pruned at the finish grade and the cuts
treated with an approved sealer.
During sidewalk construction, any exposed tree or shrub roots shall be neatly pruned at least
6 inches away from the proposed sidewalk and the cuts treated with an approved sealer.
8-02.3(5)A PLACEMENT OF TOPSOIL New Section
Topsoil shall be used to restore any landscape beds or planter areas disturbed by construction
within the right of way. Topsoil shall be evenly spread over all cultivated planting and
seeding areas to the following depths:
Seeded and lawn sod areas – 4 inch depth;
Shrub and groundcover areas – 6 inch depth unless otherwise shown on the plans.
Thoroughly incorporate amendments into topsoil by rototilling to a depth of 3 inches in
seeded areas and 5 inches in planting areas.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-4
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
8-02.3(5)B ROOT CONTROL BARRIER New Section
Root control material shall be Typar Biobarrier, a geotextile fabric with pellets impregnated
with the herbicide trifluralin, as manufactured by Reemay, and distributed by Wilbur-Ellis,
Auburn, WA (253) 351-6591, or approved alternate.
Install continuous section of root control material in all tree planting areas as shown on the
plans or as directed by the Engineer. Backfill with topsoil material being careful not to
damage or displace root control material.
8-02.3(6) SOIL AMENDMENTS Supplement
GroCo (GroCo Inc. tel 206-622-5141), or Tagro (City of Tacoma Tel 253-502-2150) shall be
mixed with native topsoil to produce a 75/25 mix ratio (topsoil 75 percent and amendment 25
percent).
8-02.3(7) LAYOUT OF PLANTING Supplement
The Contractor is responsible for determining required quantities of plant material to
complete the landscape plan as shown.
It is anticipated that some minor arranging of plant material will be necessary during the
progress of work.
The Contractor shall place the plant(s) as illustrated in the plans starting from the perimeter
of the bed area and progressing to the center, and adjust odd dimensions at the center of any
planting bed.
Plant shrubs and ground covers as indicated on the plans using an on-center triangular
spacing pattern.
From the centerline of the first row of shrubs or ground covers to the edge of the planting bed
shall be ½ the typical dimension shown on the plans and details.
Plant trees a minimum of 3 feet from curbs and sidewalks when the space is available;
otherwise they shall be centered in the available space. Trees in tree wells shall be centered
within the tree grate and frame.
8-02.3(8) PLANTING Supplement
Plant trees and shrubs in planting pits as detailed on plans.
When performing the following work do not injure the root system. Do not over excavate
planting pit depth, however, over excavation of planting pit width is desirable.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-5
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Trees shall be handled by the rootball, not by the trunk. Burlap and wire shall remain intact
until trees are set in their positions within each planting pit. Remove all wire, twine, and
burlap from the top third of the rootball before backfilling. Plant trees and shrubs upright,
rotating them to give the best placement to adjacent plants, topography, and structures. Hold
plant rigidly in position until topsoil has been backfilled and tamped firmly around the ball or
roots.
When the planting pit is backfilled halfway, place the specified quantity of fertilizer plant
tablets and stakes, if necessary, as shown on the plans. Evenly space the fertilizer tablets
around the perimeter of and immediately adjacent to the root system. Carefully place, water,
and compact planting topsoil filling all voids. Do not injure the root system.
When the planting pit is three-quarters (3/4) backfilled, fill with water and allow it to soak
away. Fill pits with additional topsoil and continue backfilling as detailed on plans. Ground
bark shall be placed over all tree-planting saucers to a compact depth of 2 inches. Water
trees immediately after planting.
Install tree frame and grate as detailed on plans.
The root systems of all bare root plant material shall be dipped in a slurry of silt and water
immediately prior to planting.
8-02.3(10) FERTILIZERS Supplement
Trees, shrubs, and groundcover shall be fertilized as follows:
Formula 4-2-2 “Transplanter” as manufactured by Pacific Agro Co., with Hercules
nitroform and W.R. Grace’s “Magamp” and trace elements. Apply at a rate of:
Trees 8 ounces
Shrubs 2 ounces
Groundcover 1 ounce
Agriform Tablets: Planting tablets, 21-ram size, as manufactured by Agriform
International Chemicals, Inc., 20-10-5 analysis. Apply at a rate of:
Trees 4 tablets for every foot of rootball diameter
Shrubs 3 tablets
Groundcover 1 tablet
8-02.3(11) BARK OR WOOD CHIP MULCH Supplement/Revision
Ground bark shall be placed over all planting beds and over all tree-planting saucers to a
compact depth of 2 inches. Ground bark shall be placed around existing trees and bushes
disturbed by construction to a compact depth of 2 inches. Thoroughly water and hose down
plants with a fine spray to wash the leaves of the plants immediately after bark application.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-6
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
8-02.3(12) COMPLETION OF INITIAL PLANTING Replacement
Upon completion of the initial planting and per the request of the Contractor, the Engineer
will make an inspection of all plant material and notify the Contractor, in writing, of any
replacements or corrective action necessary to meet the Contract Document requirements.
The Contractor shall replace all materials requested or missing and correct unsatisfactory
conditions within fifteen (15) working days.
Completion of initial planting includes the following:
1. Installation of root control barriers and watering systems for trees.
2. Installation of all required planting materials (trees, shrubs, and groundcovers).
3. Planting area cleanup.
4. Full operation of the irrigation system, complete bark mulch coverage, and all
planting areas in a weed-free condition.
5. Approval of Plant Establishment Plan.
8-02.3(13) PLANT ESTABLISHMENT Supplement
The Contractor shall maintain all plant materials in the project during the life of the project
and for a period of 1 year from the final acceptance of the overall project per section 1-05.10
(Guarantees) of this document, unless otherwise indicated on the Plans. During the project
and maintenance period, the Contractor shall maintain a healthy growing condition for all
plant materials and water, prune, spray, weed, and perform other necessary maintenance
operations. Planting beds shall be kept free of all weeds, grass and other undesirable
vegetation. Plants shall be inspected by the Contractor at least monthly from October 1st to
April 30th and at least once a week from May 1st to September 30th and maintenance
performed promptly. Dead or impaired plants shall be promptly replaced during the planting
season of November 15 through March 30 and all soil ridges shall be removed from around
the watering basins, as directed by the Engineer, before the end of the maintenance period.
Replacement plants will require an additional acceptance and 1 year maintenance period.
Correctable work shall include the removal and disposal of all dead plant material.
8-02.3(14) PLANT REPLACEMENT Supplement
Final acceptance of the overall project will include the acceptance of plantings.
8-02.3(16) LAWN INSTALLATION
8-02.3(16)A LAWN INSTALLATION Supplement
Lawn seeding will not be permitted on this project. “Lawn Sod” per Section 9-14.6(8) (Sod)
shall be laid smoothly in place in accordance with the typical section(s) in the plans.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-7
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Prior to installing “Lawn Sod” all dry soil shall be moistened by sprinkling with water. On
sloped areas, the sod shall be laid with the long dimension parallel to the toe or top of slope.
The “Lawn Sod” shall be rolled and heavily watered by sprinkler after placement.
8-02.3(16)B LAWN ESTABLISHMENT Supplement
The lawn establishment period shall begin immediately after all lawn planting has been
completed and shall continue through the duration of the project and the 1 year maintenance
period as defined in Section 1-05.10(Guarantees).
The Contractor shall be responsible for watering and fertilizing the lawn areas during the
establishment period. 6-2-4 fertilizer shall be applied at 6-week intervals at the rate of 1½
pounds of available nitrogen per 1,000 square feet per application during the growing season
of April through September.
The Contractor shall correct all conditions unsatisfactory to the Engineer within a 10-day
period, weather permitting, immediately following the final inspection as defined in Section
1-05 of this document.
8-02.3(16)C LAWN MOWING Supplement
Lawn mowing shall begin immediately after the lawn planting has been completed and shall
extend through the duration of the project and the 1 year maintenance period as defined in
Section 1-05.10 (Guarantees). The Contractor shall mow lawn areas to a height of 2 inches
whenever the average height of grass reaches 3 inches.
8-02.3(16)D FERTILIZER FOR SODDED AREA New Section
Prior to placing sod, a 10-2-10 fertilizer shall be rototilled into the top 3 inches of the soil at a
rate of 4 pounds of available nitrogen per 1,000 square feet.
8-03 IRRIGATION SYSTEMS
8-03.1 DESCRIPTION Supplement
This work consists of installing an irrigation system as either a temporary system for plant
establishment or to be owned and maintained by the City within either City’s property or
public right-of-way.
8-03.3 CONSTRUCTION REQUIREMENTS Supplement
The Contractor shall submit catalog cuts of all heads, quick coupling valves and controller to
the Engineer for approval per the requirement of Section 1-06.7 (Submittals). See Section 9-
15 (Irrigation System) for Materials.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-8
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Water service connections shall be made by the Contractor as indicated in the Plans and such
installations and equipment shall conform to the requirements set forth by the Engineer.
8-03.3(3) PIPING Supplement
Irrigation conduit shall be PVC pipe and be in accordance with Section 9-15.1(2) (Polyvinyl
Chloride Pipe and Fittings).
A. PVC Sleeves
All new piping and wiring to be installed under sidewalks and roadways shall be
placed in sleeves as specified in Section 9-15 (Irrigation System). Sleeves shall be
installed either by tunneling under existing surfaces or saw cutting and patching
surface to match existing condition.
B. PVC Pipe and Fittings
Due to the nature of PVC pipe and fittings, the Contractor shall exercise care in
handling, loading, unloading and storing to avoid damage. The pipe and fittings
shall be stored under cover and shall be transported in a vehicle with a bed long
enough to allow the length of pipe to lay flat, so as not to be subject to undue
bending or concentrated external load at any point. Any pipe that has been dented or
damaged shall be set aside until such damage has been cut out and the pipe is
rejoined with a coupling.
Solvent welded joints shall be given at least 15 minutes set-up time before moving or
handling. Pipe shall be partially center loaded to prevent arching and slipping. No
water shall be permitted in pipe until a period of at least 10 hours has elapsed for
solvent weld setting and curing.
Backfilling shall be done when pipe is not in an expanded condition due to heat or
pressure. Cooling of the pipe can be accomplished by operating the system for a
short time before backfilling, or by backfilling in the early part of the morning before
the heat of the day.
Before pressure testing, soluble weld joints shall be given at least 24 hours curing
time.
No PVC pipe may be threaded or connected to a threaded fitting without an adapter.
The Contractor shall take great care to insure that the inside of the pipe is absolutely
clean. Any pipe ends not being worked on shall be protected and not left open.
C. Galvanized Pipe and Fittings
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards...........................................8-9
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
All galvanized pipe, including risers and hose connections, shall be painted with at
least one coat of "Carbon Elastic Paint" to prevent acid corrosion. Cast fittings need
not be painted. Do not add any solvent to the paint. If the paint is too thick, heat
without applying direct flame. Care must be taken to thoroughly paint all male
treads. When painting is done before assembly, the paint should be touched up after
assembly.
8-03.3(5) INSTALLATION Supplement
Detectable marking tape shall be placed on all main and lateral lines, and elsewhere as
directed on the plans or by the Engineer.
8-03.3(6) ELECTRICAL WIRE INSTALLATION Supplement
Splices shall be made with a dry-splice wire connector, PVC construction body and snap-lock
plug with copper crimp sleeve, three flapped openings for wires and sealer packet such as
Rainbird ST-03UL/PT-55 Snap-Tite, UL Wire Connectors and PT-55 Sealer System,
Glendora, California or equal. Install per manufacturer’s specifications.
8-03.3(7) FLUSHING AND TESTING Supplement
Before backfilling and installation of automatic valve, all sprinkler lines with risers installed
and capped shall be flushed and pressure-tested at 150 psi with all joints exposed. This
pressure shall be maintained until all joints, fittings, and risers have been inspected by the
Engineer. Any leakage noted shall be corrected and the test repeated until the system is
watertight.
The final test must be performed and approved under the direction and supervision of the
Engineer.
The location, inspection and testing provisions of these specifications shall be strictly adhered
to. Any part of the sprinkler system backfilled before location, testing, or approved
inspection by the Engineer, will be completely uncovered and exposed until approved for
backfilling by the Engineer.
8-03.3(9) BACKFILL Supplement
Trenches under roads or paved areas shall be backfilled and tamped with a mechanical
tamper in successive 6 inch lifts. Paving shall be replaced to the satisfaction of the Engineer.
Jacking under paved areas will be allowed with Engineer’s approval.
Unless otherwise specified, trenches shall be deep enough to allow 18 inches cover over
sprinkler lines and 24 inches cover over supply lines. All trenches must be straight and not
have abrupt changes in grade. The trench bottom must be free of rocks and sharp-edged
objects.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-10
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
8-03.3(11) SYSTEM OPERATION Supplement
The Contractor shall perform sprinkler coverage tests to determine if coverage and operation
of the system is complete and satisfactory before the sprinkler system will be accepted. If any
part of the system is inadequate because of Contractor workmanship or material, repairs or
replacement shall be made and the test repeated until accepted by the Engineer.
8-03.3(12) CROSS CONNECTION CONTROL DEVICE
INSTALLATION Supplement
Backflow preventer assembly shall be installed at location(s) shown on the plans.
8-03.3(13) IRRIGATION WATER SERVICE Replacement
Water meter(s) will be installed at location(s) shown on the plans in accordance with Section
7-15 (Service Connections).
8-03.3(14) IRRIGATION ELECTRICAL SERVICE Replacement
Electrical service and or wires will be installed at location(s) shown on the plans in
accordance with Section 8-20.3(10) (Services transformer, Intelligent Transportation System
Cabinet).
8-04 CURBS, GUTTERS AND SPILLWAYS
8-04.3 CONSTRUCTION REQUIREMENTS Supplement
8-04.3(1) CEMENT CONCRETE CURBS, GUTTERS, AND
SPILLWAYS Supplement
“Cement Concrete Traffic Curb and Gutter” shall be constructed in accordance with Standard
Plan No. F-10.12-00. Reinforcing at catch basins shall conform to Standard Detail No.
STORM-11 (Curb & Gutter Reinforcing Detail). The top of the curb shall have a 6 inch rise
above the gutter line, except the curb shall have a ½ inch lip at wheelchair ramps and a 1 inch
lip at driveways. Driveways and wheelchair ramps shall be per Standard Details. “Bumper
Curb” shall be constructed in accordance with Standard Detail No. TRAFFIC-01 (Bumper
Curb Detail).
When slip-form equipment is used to place the curb and gutter, the concrete mix design may
be modified as follows: The Grade No. 2 coarse aggregate (1½ inch minus) may be replaced
by Grade No. 5 coarse aggregate (1 inch minus) when required to accommodate the
equipment.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-11
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
The fourth paragraph of Section 8-04.3(1) (Cement Concrete Curbs, Gutters, And Spillways)
shall be deleted and replaced with the following:
Joints in the curb and gutter shall be spaced to match joints in the abutting driveways and
sidewalks or cement concrete pavement. All expansion/through joints shall extend entirely
through the curb and gutter section. Maximum joint spacing shall be as follows:
A. ¾ inch expansion/through joints at 20-foot maximum spacing, or 3/8-inch
expansion/through joints at 10-foot maximum spacing;
B. 1/8 inch x 1 inch deep saw cut or scored joints per Standard Specification 8-04.3(1)
(Cement Concrete Curbs, Gutters, and Spillways) at intervening 10-foot maximum
spacing.
8-04.3(1)A EXTRUDED CEMENT CONCRETE CURB Supplement
“Extruded Cement Concrete Curb” shall be type 6 in accordance with Standard Plan
No. F-10.42-00.
8-05 TRENCH DEWATERING New Section
8-05.1 GENERAL
The Contractor shall design and provide a dewatering system using accepted and professional
methods consistent with current industry practice to eliminate water entering the excavation
under hydrostatic head from the bottom and/or sides. The Contractor shall design the system
to prevent differential hydrostatic head that would result in floating out soil particles in a
manner termed as a “quick” or “boiling” condition. The system shall not be dependent solely
upon sumps or pumping water from within the excavation where differential head would
result in a quick condition, which would continue to worsen the integrity of the excavation’s
stability.
Where the Engineer determines that the Contractor cannot sufficiently dewater the trench
using the “Normal Trench Dewatering” described in Section 7-08.3(2)L (Dewatering
Trenches) of these Special Provisions, the Contractor shall provide a dewatering system of
sufficient size and capacity to prevent ground and surface water flow into the excavation and
to allow all work to be installed in a dry condition.
The Contractor shall control, by acceptable means, all water regardless of source and be fully
responsible for disposal of the water.
The Contractor shall confine discharge piping and/or ditches to available easements or to
additional easements obtained by Contractor and provide necessary permits and/or additional
easements.
The Contractor shall control groundwater in a manner that preserves strength of foundation
soils, does not cause instability or raveling of excavation slopes, and does not result in
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-12
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
damage to existing structures. Where necessary to these purposes, the Contractor shall lower
water levels in advance of excavation, utilizing wells, well points, jet educators, or similar
positive methods. The water level as measured by piezometers shall be maintained a
minimum of 2 feet below prevailing excavation level.
The Contractor shall commence dewatering prior to any appearance of water in excavation
and continue until work is complete to the extent that no damage results from hydrostatic
pressure, flotation, or other causes.
Open pumping with sumps and ditches shall be allowed, provided it does not result in boils,
loss of fines, softening of the ground, or instability of slopes.
The Contractor shall install wells and/or well points, if required, with suitable screens and
filters, so that continuous pumping of fines does not occur, arrange discharge to facilitate
collection of samples by the City. During normal pumping, and upon development of
well(s), levels of fine sand or silt in the discharge water shall not exceed 5 ppm. The
Contractor shall install sand tester on discharge of each pump during testing to verify that
levels are not exceeded.
The Contractor shall control grading around excavations to prevent surface water from
flowing into excavation areas.
8-05.1(1) DESIGN
Contractor shall designate and obtain the services of a qualified dewatering specialist to
provide a dewatering plan as may be necessary to complete the work.
Contractor shall be responsible for the accuracy of the drawings, design data, and operational
records required.
Contractor shall be solely responsible for the design, installation, operation, maintenance, and
any failure of any component of the system.
8-05.1(2) DAMAGES
Contractor shall be responsible for and shall repair any damage to work in place, or other
contractor’s equipment, utilities, residences, highways, roads, railroads, private and
municipal well systems, adjacent structures, natural resources, habitat, existing wells, and the
excavation, including, damage to the bottom due to heave and including but not limited to,
removal and pumping out of the excavated area that may result from Contractor’s negligence,
inadequate or improper design and operation of the dewatering system, and any mechanical
or electrical failure of the dewatering system.
The Contractor shall remove subgrade materials rendered unsuitable by excessive wetting
and replace with approved backfill material at no additional cost to the Owner.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-13
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
8-05.1(3) MAINTAINING EXCAVATION IN DEWATERING CONDITION
Dewatering shall be a continuous operation. Interruptions due to power outages or any other
reason will not be permitted.
The Contractor shall continuously maintain excavation in a dry condition with positive
dewatering methods during preparation of subgrade, installation of pipe, and construction of
structures until the critical period of construction and/or backfill is completed to prevent
damage of subgrade support, piping, structure, side slopes, or adjacent facilities from
flotation or other hydrostatic pressure imbalance.
The Contractor shall provide standby equipment on site, installed, wired, and available for
immediate operation if required to maintain dewatering on a continuous basis in the event
any part of the system becomes inadequate or fails. If dewatering requirements are not
satisfied due to inadequacy or failure of dewatering system, perform such work as may be
required to restore damaged structures and foundation soils.
System maintenance shall include but not be limited to 24-hour supervision by personnel
skilled in the operation, maintenance, and replacement of system components and any other
work required to maintain excavation in dewatered condition.
8-05.1(4) SYSTEM REMOVAL
The Contractor shall abandon and remove from the site, in accordance with WAC Chapter 173-160
and RCW Chapter 18.104, all groundwater control and monitoring system elements. The Contractor
shall be, or employ the services of, a water well contractor licensed in the State of Washington to
abandon all wells, and/or well points. The Contractor shall assume ownership and responsibility for
the disposal of all removed groundwater control pumps, pipes, and other assorted system hardware.
The Contractor shall abandon and remove the groundwater control and monitoring systems in
such a manner that groundwater does not flow or seep through groundwater control or
monitoring system penetrations into any structure or facility.
8-06 CEMENT CONCRETE DRIVEWAY ENTRANCES
8-06.1 DESCRIPTION Replacement
Driveway aprons shall be constructed in accordance Standard Detail No. TRAFFIC-07
(Residential Driveway), TRAFFIC-08 (Alternate Residential Driveway) and TRAFFIC-09
(Commercial/Industrial Driveway) and TRAFFIC-10 (Alternate Commercial/Industrial
Driveway Retrofit) and to the size shown on the plans or as directed by the Engineer.
A driveway approach shall be considered to be that portion of the driveway behind the
property line. An existing driveway approach is required to be removed and replaced to
provide transition to the new cement concrete driveway apron.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
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8-06.2 MATERIALS Replacement
Materials shall meet the requirements of the following sections:
Portland Cement 9-01
Aggregates 9-03
Premolded Joint Fillers 9-04.1
Concrete Curing Materials and Admixtures 9-23
8-06.3 CONSTRUCTION REQUIREMENTS Revision/Supplement
The first paragraph is revised to read:
Cement concrete driveways shall be constructed with air entrained concrete Class 3000
conforming to the requirements of Section 6-02 (Concrete Structures).
Concrete driveways shall be cured per methods described in Section 5-05.3(13) (Curing),
with the following exceptions if the curing compound method is used:
• The Contractor shall use Type I clear curing compound per Section 9-23
(Concrete Curing Materials and Admixtures).
• The Contractor shall not use white pigmented curing compound.
• The curing agent shall be applied immediately after brushing and be maintained
for a period of 5 calendar days.
The Contractor shall have readily available sufficient protective covering, such as waterproof
paper or plastic membrane, to cover the pour of an entire day in event of rain or other
unsuitable weather.
Additional requirements for curing in hot weather shall be as follows:
In periods of low humidity, drying winds, or high temperatures, a fog spray
shall be applied to concrete after placement as soon as conditions warrant to
prevent the formation of shrinkage cracks. The spray shall be continued until
conditions permit the application of liquid curing membrane or other curing
media. The Engineer shall make the decision when the use of a fog spray is
necessary.
Additional requirements for curing in cold weather shall be as outlined in Section 5-05.3(14)
(Cold Weather Work).
DIVISION 8: MISCELLANEOUS CONSTRUCTION
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8-09 RAISED PAVEMENT MARKERS
8-09.3 CONSTRUCTION REQUIREMENTS
8-09.3(1) SURFACE PREPARATION Supplement
The Contractor shall pre-mark the layout of all channelization in accordance with the plans
and Standard Detail No. TRAFFIC-35 through TRAFFIC-45 and receive approval from the
Engineer before installing “Raised Pavement Markers” (RPM’s). Pre-marks shall consist of
painted spot markings or other approved methods. The Contractor shall request the
Engineer’s approval of the pre-mark for channelization at least 2 full working days prior to
installation of the RPMs.
8-13 MONUMENT CASES
8-13.1 DESCRIPTION Supplement
This work consists of constructing, or adjusting, monuments, to proper grade, and the
furnishing and placing of materials and other related work in accordance with Standard Detail
Nos. TRAFFIC-20 (Poured in Place Monument, Type A Modified), TRAFFIC-21 (Poured in
Place Monument, Type B Modified), and TRAFFIC-22 (Monument Case and Cover). Type
B monument shall be used for all new monuments except on rural and local residential roads.
8-13.2 MATERIALS Supplement
Monument cases and covers shall conform to Standard Detail TRAFFIC-22 (Monument Case
and Cover). Concrete used for setting the monuments shall be Class 3000. Bronze plug
markers will be furnished by the Contractor or surveyor performing the Work.
8-13.3 CONSTRUCTION REQUIREMENTS
8-13.3(1) REFERENCE POINTS New Section
The Engineer shall reference all monuments in advance of construction and shall reset the
points and grades at the proper time.
It shall be the responsibility of the Contractor to furnish materials and install required
castings in accordance with the plans and where directed by the Engineer. The Contractor
shall carefully protect all reference points to the monuments and shall give the Engineer
reasonable notice of the schedule for monument work in order to avoid destruction of the
points.
When project activities have the potential to remove, alter or destroy survey monuments and
land boundary corners, they need to be preserved in accordance with Chapter 332.120 WAC.
Submittal of the Washington State Department of Natural Resources “Application for Permit
DIVISION 8: MISCELLANEOUS CONSTRUCTION
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to Remove or Destroy a Survey Monument” in accordance with WAC 332.120.070, prepared
by a Washington State Licensed professional survey or engineer, is required. Upon
completion of the activity that caused the removal or destruction of the survey monument or
land boundary corner, the surveyor licensed in the State of Washington shall reset a survey
marker in compliance with state law and file a “Completion Report for Monument Removal
or Destruction” in accordance with WAC 332.120.060.
8-13.3(2) INSTALLATION New Section
Where called for on the plans, or where directed by the Engineer, the Contractor shall
construct a poured “Monument Type A or Type B (Modified)” in accordance with these
specifications and Standard Detail Nos. TRAFFIC-20 (Poured in Place Monument, Type A
Modified) and TRAFFIC-21 (Poured in Place Monument, Type B Modified). The bronze
plug marker shall be inserted in the concrete mix to the required line and grade in accordance
with RCW 58.09.120. The concrete base shall be placed on a well-compacted foundation.
When Type B monuments are installed, the monument case shall be placed in such a manner
that will not disturb the bronze plug markers.
The Contractor shall install monuments after the final course of surfacing has been placed.
After the monument or monument case has been in place for a minimum of three days, the
roadway surface shall be patched in a workman like manner with HMA Class B or as directed
by the Engineer.
Where called for on the plans, or where directed by the Engineer, the Contractor shall adjust
existing monuments to the grade as staked or otherwise directed by the Engineer. The
existing cast iron case and cover shall first be removed and thoroughly cleaned for
reinstalling at the new grade.
8-14 CEMENT CONCRETE SIDEWALKS
8-14.1 DESCRIPTION Replacement
This work shall consist of construction of cement concrete sidewalks, including wheelchair
ramps with detectable warning strips, and driveway aprons in accordance with these
Specifications, the Plans and the Standard Details, or as directed by the Engineer.
8-14.2 MATERIALS Supplement
Materials shall also meet the requirements of the following sections:
Reinforcing Steel 9-07
The concrete for sidewalks and driveways (aprons and approaches) shall be air entrained
concrete Class 3000 in accordance with the requirements of Section 6-02 (Concrete
Structures).
DIVISION 8: MISCELLANEOUS CONSTRUCTION
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8-14.3(1) EXCAVATION Supplement
Excavation for sidewalk and for driveways (aprons and approaches) shall be in accordance
with Section 2-03, (Roadway Excavation and Embankment).
Embankments shall be compacted by Method B as specified in Section 2-03.3(14)C
(Compacting Earth Embankments). Approved tampers shall be used in areas inaccessible to
normal compaction equipment.
The subgrade shall be graded to within 1 inch of established grade and the area between the
sidewalk and the adjacent private property line shall be shaped to line, grade, and section
shown on the plans before the forms are set.
8-14.3(2) FORMS Supplement
Low areas in the subgrade shall be backfilled with select materials or suitable native material
as directed by the Engineer and the backfill shall then be compacted to the satisfaction of the
Engineer. All high areas in the subgrade shall be cut down to meet the subgrade
requirements.
8-14.3(3) PLACING AND FINISHING CONCRETE Revision/Supplement
The second sentence in the fourth paragraph is revised to read:
The detachable warning pattern shall have the truncated dome shape shown in the
Standard Plans and Standard Details and may be formed by either embossing the wet
concrete, adding a manufactured material before or after the concrete has cured, or
installing masonry or ceramic tiles.
Through joints and dummy joints shall be located and constructed in accordance with
Standard Details Nos. TRAFFIC-23 (Sidewalk with Landscape Strip) and TRAFFIC-24
(Commercial/Industrial Sidewalk without Planter Strip).
Dummy joints shall be formed by first cutting a groove in the concrete with a tee bar of a
depth equal to, but not greater than the joint filler material, and then working the pre-molded
joint filler into the groove. Pre-molded joint filler for both through and dummy joints shall
be positioned in true alignment at right angles to the line of the sidewalk and be normal to
and flush with the surface. Where the sidewalk will be contiguous with the curb, it shall be
constructed with a thickened edge as shown on the Standard Detail No. TRAFFIC-24
(Commercial/Industrial Sidewalk without Planter Strip).
Joints shall be edged with a ¼ inch radius edger and the sidewalk edges shall be edged with a
½ inch radius edger.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
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The surface of the sidewalks shall be brushed with a fiber hair brush of an approved type in a
transverse direction except that at alley crossings it shall be brushed longitudinally.
8-14.3(3)A WHEELCHAIR RAMP New Section
Wheelchair ramps shall be constructed in accordance with Standard Detail Nos. TRAFFIC-
25 (Wheelchair Ramp with Domes) and TRAFFIC-26 (Alternate Wheelchair Ramp with
Domes) with detectable warnings of manufactured truncated domes. The contractor shall
install Vanguard ADA Systems of Washington Detectable Warnings or approved alternate.
8-14.3(3)B SPECIAL SIDEWALK New Section
Main Street Boardwalk
Finishing of the “Special Cement Concrete Sidewalk” shall include 3/8 inch "V" grooves at
random spacing of 12 inches to 24 inches on center with a rough broom surface finish as
approved by the Engineer. A color additive shall be mixed with the concrete so that after
curing, the “Special Cement Concrete Sidewalk” closely matches the color of the existing
sidewalk on East Main Street from Auburn Avenue to Auburn Way. A “Special Cement
Concrete Sidewalk” sample pour of a size designated by the Engineer shall be approved by
the Engineer before placing the same mix at the location(s) shown on the plans. The finished
“Special Cement Concrete Sidewalk” shall match the approved sample panel throughout its
entire area. The color admixture shall be CHROMIX brand color C-25 (Sombrero Buff) or
approved equivalent.
8-14.3(4) CURING Replacement
Concrete sidewalks shall be cured per methods described in Section
5-05.3(13) (Curing), with the following exceptions if the curing compound method is used:
• The Contractor shall use Type I clear curing compound per Section 9-23
(Concrete Curing Materials and Admixtures).
• The Contractor shall not use white pigmented curing compound.
• The curing agent shall be applied immediately after brushing and be maintained
for a period of 5 calendar days.
The Contractor shall have readily available sufficient protective covering, such as waterproof
paper or plastic membrane, to cover the pour of an entire day in event of rain or other
unsuitable weather.
Additional requirements for curing in hot weather shall be as follows:
In periods of low humidity, drying winds, or high temperatures, a fog spray
shall be applied to concrete after placement as soon as conditions warrant to
prevent the formation of shrinkage cracks. The spray shall be continued until
conditions permit the application of liquid curing membrane or other curing
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media. The Engineer shall make the decision when the use of a fog spray is
necessary.
Additional requirements for curing in cold weather shall be as outlined in Section 5-05.3(14)
(Cold Weather Work).
8-18 MAILBOX SUPPORTS
8-18.2 MATERIALS Supplement
Anchor Bolts, Nuts, and Washers for the Neighborhood Delivery and Collection Box Unit
shall be in accordance with Section 9-06.5 (Bolts) and Section 9-06.22 (Bolts, Washers, and
Other Hardware).
8-18.3 CONSTRUCTION REQUIREMENTS Supplement
Type I, Type II, and Type III Mailbox Supports shall be installed per Standard Detail
TRAFFIC-16 (Mailbox Mounting Curb Type Location). A Type I Mailbox Support shall be
a one-post installation for 1 or 2 mailboxes. A Type II Mailbox Support shall be a two-post
installation to accommodate 3 to 8 mailboxes.
Neighborhood Delivery and Collection Box Units (NDCBU) shall be relocated wherever
indicated on the plans and in accordance with Standard Details TRAFFIC-17 (Neighborhood
Delivery and Collection Box Unit (N.D.C.B.U.) Installation), TRAFFIC-18 (Neighborhood
Delivery and Collection Box Unit (N.D.C.B.U.) Single Unit), and TRAFFIC-19
(Neighborhood Delivery and Collection Box Unit (N.D.C.B.U.), Multiple Units).
8-20 ILLUMINATION, TRAFFIC SIGNAL SYSTEMS, AND ELECTRICAL
8-20.1 DESCRIPTION Supplement
The first paragraph is deleted and replaced with the following:
This work shall consist of furnishing and installing all materials and equipment necessary to
complete in place traffic signal, illumination, interconnect system, and other electrical
systems, and the modifications of such existing systems when so specified, all in accordance
with the Contract Documents.
8-20.1(1) REGULATIONS AND CODE Supplement
The forth paragraph of Section 8-20.1(1) (Regulations and Code) of the Standard
Specifications is deleted and replaced with the following:
An electrical permit must be obtained from Washington State Department of Labor and
Industries. Electrical Service inspection will be performed by Labor and Industries.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
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Obtaining the permit and request for inspections is the responsibility of the Contractor. The
Contractor is advised that safe-wiring labels required by Labor and Industries shall apply on
this project.
8-20.2 MATERIALS Supplement
Materials shall be in conformance with Section 9-29.
8-20.2(1) EQUIPMENT LIST AND DRAWINGS Supplement
Supplemental data for pole equipment, luminaries, crosswalk LED signs, span wires, splice
kits, vehicle signal heads, pedestrian signal heads and all other electrical materials to be used
on this project shall be submitted for approval before being incorporated into the work.
Quantity, pole height, davit arm length, and mast arm length shall be indicated and consistent
with the plans.
The Contractor shall submit supplemental data and material shop drawings for all structural
items. The shop drawings shall clearly identify the type of equipment to be used and shall be
stamped by a professional engineer registered in the State of Washington. Shop drawings
shall conform to the contract plans.
The City of Auburn reserves the right to inspect the manufacturing process of all materials.
Final inspection and acceptance of the installed materials will not be given until final
installation and testing has been completed on the system. Approval to install materials and
equipment must be obtained from the Engineer at the job site, before installation.
The Contractor shall surrender to the City of Auburn all guarantees or warranties acquired for
materials as a normal trade practice in connection with the purchase or as provided by the
manufacturer for all materials used.
8-20.2(2) SALVAGED EQUIPMENT New Section
The Engineer shall be given three (3) working days notice prior to delivery of any salvaged
item.
The Engineer shall identify items that shall be salvaged in accordance with Section 2-02.3(9)
(Salvage).
Following removal of the existing street light poles and luminaires, the Contractor shall
protect the fixture and all component parts from loss or damage until such time as all or part
of the fixtures or poles are delivered to City of Auburn Maintenance and Operations building.
The Contractor shall replace lost, damaged, or destroyed salvageable fixtures and component
parts in kind at no cost to the City.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
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8-20.3 CONSTRUCTION REQUIREMENTS
8-20.3(1) GENERAL Supplement
The second paragraph is supplemented with the following:
Signal downtime will only be allowed between the hours of 9:00 AM and 11:00 AM and
between 1:00 PM and 3:00 PM, except that downtime will not be allowed on a Friday,
Saturday, Sunday, Monday, holiday, or the day before a holiday.
If a project impacts the existing detection system at an existing signalized intersection, the
Contractor shall develop a mitigation plan which shall include the proposed length of impact
and interim measures to provide detection. Such plan will be submitted to the City for
approval prior to any impact to the existing signal system
8-20.3(2) EXCAVATION AND BACKFILLING Supplement
All pavement permanent joints shall be sealed with paving asphalt.
8-20.3(2)A CONDUIT TRENCH CONSTRUCTION New Section
Conduit shall be placed a minimum of 18 inches behind the back of curb and gutter and shall
have a minimum of 24 inches of cover in accordance with Standard Detail Nos. Traffic-48
(Luminaire and Conduit Layout) and TRAFFIC -54 (Telecommunication and Luminaire
Electrical Conduit Trench Detail).
8-20.3(2)B CONDUIT TRENCH BEDDING New Section
Bedding for conduit trenches in the sidewalk or driveway sections shall consist of native
material (provided aggregate is 1 inch minus) or crushed surfacing top course, depending on
soil, as approved by the Engineer. Bedding for conduit trenches in roadway sections shall be
crushed surfacing top course.
8-20.3(2)C CONDUIT TRENCH BACKFILL New Section
Backfill for conduit trenches in the sidewalk or driveway sections shall consist of native
material (provided aggregate is 1 inch minus) or crushed surfacing top course, depending on
soil, as approved by the Engineer. Backfill for conduit trenches in roadway sections shall be
crushed surfacing top course.
8-20.3(3)A REMOVAL OF FOUNDATIONS New Section
Abandoned pole foundations shall be removed completely and disposed of, unless otherwise
shown on the plans. When plans show an abandoned pole foundation to remain, the
foundation shall be removed to a minimum depth of two feet below finished grade.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
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8-20.3(4)C FOUNDATION FOR CONTROLLER CABINET New Section
The controller foundation shall conform to Standard Detail No. TRAFFIC-53 (Traffic Signal
Controller Foundation Detail). In addition to the required conduit there shall be a spare 3-
inch conduit that will terminate in the nearest traffic signal junction box.
The controller cabinet concrete foundation pedestal height shall be 20 inches to 24 inches.
The joint between the cabinet and the foundation shall be sealed using a clear, waterproof,
silicone caulk.
8-20.3(5) CONDUIT Revision
Conduit shall be in accordance with all provisions of Section 9-29.1 (Conduit, Innerduct, and
Outerduct).
The conduit runs shown on the plans are schematic, however, they shall be followed as
closely as site conditions will allow and may be revised, as directed by the Engineer, to allow
for unforeseen obstructions.
The contractor shall install the conduit in the approximate locations and to the size shown on
the plans and as directed by the Engineer. Conduits installed under sidewalk and driveway
areas may be Schedule 40 PVC unless otherwise noted on the plans. All conduit in roadways
shall be placed before any pavement construction. Schedule 80 PVC shall be used for all
roadway crossings. The same schedule and type of conduit shall be used for the entire length
of the run from outlet to outlet and from Schedule 80 PVC conduit crossing the roadway to
the nearest junction box. Bends shall be no less than 4 feet in diameter. The exceptions are
for interconnect and fiber optic system where additional bends, elbows, or junction boxes
must be approved by the Engineer. All conduit entering or leaving junction boxes shall have
bell end PVC bushings.
Stubouts shall be installed as shown on the plan or as directed by the Engineer. A No. 12
copper pull wire or a pull rope shall be installed in conduits which are to receive future
conductors. The pull rope shall consist of a flat, woven, lubricated, soft-fiber polyester tape
with a minimum tensile strength of 2,000 lbs and shall have printed sequential measurement
markings at least every 3 feet. At least 2 feet of pull wire or rope shall be doubled back into
the conduit at each termination. Stubouts that are installed before the final lift of pavement
shall be surrounded with a 6 inch PVC sleeve. This sleeve shall be extended below the top of
the stubout and be flush with finished grade.
All conduit shall be appropriately capped and sealed with a molded plug cap. Molded plug
cap installation shall comply with manufacturer’s installation and recommendations. With
the exception of connections to HDPE conduit, joints shall be connected with medium grade
gray cement solvent applied per the manufacturer’s recommendations. The loop wires shall
pass through a hole in the cap. The end of the conduit will also be sealed with moldable duct
DIVISION 8: MISCELLANEOUS CONSTRUCTION
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sealing compound. Sifted sand will be used to cover all exposed loop wires before final
filling with loop sealant.
All conduit shall display the Underwriter Laboratories certification (UL Listed). All conduit
shall continue to meet the requirements of Section 9-29.1 (Conduit, Innerduct, and
Outerduct) unless specified otherwise.
8-20.3(6) JUNCTION BOXES, CABLE VAULTS, and PULL BOXES Supplement
Cable vaults and pull boxes shall conform to Standard Detail Nos. GENERAL-05 & 05a
(Splice Vault Detail), and GENERAL-06 & 06a (Pull Box Details), and shall be installed in
accordance with WSDOT Standard Plan J-90.10-00 (Pull Box) and J-90.20-00 (Cable Vault).
No cable vault shall be located within the travelway, wheelchair ramps or driveway area,
except where noted on the plans. All lids shall open away from the travelway. Prior to
construction of finished grade, if cable vaults are installed or adjusted, pre-molded joint filler
for expansion joints may be placed around the cable vaults. The joint filler shall be removed
prior to adjustment to finished grade.
The Contractor shall remove and dispose of junction boxes for the existing illumination
system that are no longer needed.
Junction boxes shall be installed in accordance with all provision of Section 9-29.2
(Junctions Boxes, Cable Vaults and Pull Boxes) and in accordance with WSDOT Standard
Plan J-40.10-00 (Locking Lid Standard Junction Box, Types 1 & 2), and Standard Detail No.
TRAFFIC-48 (Luminaire and Conduit Layout). Junction Box type shall be as indicated on
the plans, alternate A or B may be used for Type 1 boxes. All Junction Boxes, including type
1 boxes, shall be equipped with locking lids with Penta Head tamper resistant bolts
manufactured by “Fogtite” or approved equivalent.
Where specified, existing junction boxes shall be adjusted to the final grades designated on
the Plans or as specified by Engineer.
The junction box or the foundation for the junction box (if required) shall rest on a pad of 5/8
inch minus crushed rock to a minimum depth of 6 inches. Six inches of washed drain rock
shall be placed inside the junction box and be spread evenly around all conduits. No junction
box shall be located within the travelway, wheelchair ramps or driveway area, except where
noted on the plans. Type III modified dual lid junction boxes shall be placed such that the
lids open away from the travelway.
All three-way service connections leading to luminaires, including street crossings and
service cabinet junction boxes shall be made with a SEC Model 1791-DP or approved equal.
Box lids shall be inscribed with the message “LT” if used exclusively for lighting, “TS” if
used exclusively for Traffic Signals, “INTC” if used exclusively for interconnect, “ITS” for
fiber optic cable and “TS” “LT” if jointly used. The lids and frames shall be hot dipped
galvanized after they are inscribed.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
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Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Anchor bases, per Section 9-29.6(2) (Slip Base Hardware) shall be installed as directed by the
Engineer. The poles shall be plumb with no shims. The poles shall be plumbed on leveling
nuts secured to the anchor bolts and locking nuts on top of the base flange. The side of the
shaft opposite the load shall be plumbed using the leveling nuts or as directed by the
Engineer.
The void between the foundation and the pole flange shall be no larger than 2 inches and
shall be completely filled around the conduit(s) with dry pack mortar and neatly troweled. A
¼ inch weep hole shall be installed on the downward slope side of the pad.
The dry pack mortar consists of 1:2 cement to fine sand mixture with enough water to allow
the mixture to stick together when molded into a ball by hand, but which will not exude water
when pressed.
8-20.3(13)C LUMINAIRES Supplement
All luminaires, shall be in accordance with all provisions of Section 9-29.10 (Luminaires)
and shall be installed according to the manufacturer's recommendations, as directed by the
Engineer and as specified herein. Contractor shall furnish man-lift truck for use in final
inspection of luminaire system. Luminaires shall be leveled in 2 planes. One plane
perpendicular to the curb (parallel to davit arm), the other plane shall be 90 degrees to the
first plane. All luminaires shall be installed with the handhole opposite of traffic flow.
The luminaire shall be bolted to the davit arm by means of cast-in inserts and this detail shall
be coordinated with the standard manufacturer to ensure proper fit. The terminal board shall
have lugs of a 240-volt 3-wire power source. Terminals shall be labeled line-neutral-line.
The neutral terminal shall be grounded to the metal housing of the luminaire. The Contractor
shall ascertain the correct lamp socket setting from the luminaire manufacturer to achieve the
distribution pattern indicated above. For warranty purposes all lamps shall be dated on the
base with the installation month and year.
Install an approved ¾” to 1 ½” galvanized reducing washer with a ¾” set screw cable clamp
strain-relief connector on all luminaire lead-in wires just before the luminaire connections.
All luminaires shall be provided with markers for positive identification of light source and
wattage per Section 9-29.10 (Luminaires) of the Standard Specifications.
8-20.3(13)F LUMINAIRE FUSING New Section
Luminaire fusing and electrical connections at lighting standard bases shall be per Section 9-
29.7 (Luminaire Fusing and Electrical Connections at Light Standard Bases, Cantilever Bases
and Sign Bridge Bases) except that light standards shall be provided with 2 in-line fuse
holders, per this section, with the fuses mounted inside the pole and readily accessible from
the access hole, electrical splices shall be in the junction box near each pole as shown on
DIVISION 8: MISCELLANEOUS CONSTRUCTION
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Standard Detail No. Traffic-50 (Uniform Luminaire Wiring Detail). All luminaries shall be
fused in the pole base with a “Y” type quick disconnect fuse system.
8-20.3(13)G PHOTOELECTRIC CONTROLS New Section
Photocells shall be installed on the service cabinet in conformance with Section 9-29.11(2)
(Photoelectric Controls) of the Standard Specifications.
8-20.3(14) SIGNAL SYSTEMS
8-20.3(14)A SIGNAL CONTROLLERS Supplement
The entire controller cabinet, complete with all auxiliary equipment, shall be delivered to the
City of Auburn Maintenance & Operation facility, located at 1305 C Street SW, for testing in
the Traffic Signal Shop. The period of testing shall be for a minimum of 2 weeks in duration
and is intended to demonstrate the operation of all equipment. Any deficiencies or equipment
failures discovered shall be corrected by the Contractor.
In the event that it is not possible for the City and the Contractor to agree on the cause of a
malfunction, the City's decision shall be binding.
The successful completion of the performance test will constitute acceptance of the
equipment by the City.
8-20.3(14)B SIGNAL HEADS Supplement
Vehicular Signal Heads
All signal heads shall be LED and meet the requirements of Section 9-29.16(2)
(Conventional Traffic Signal Heads). Lens sizes shall be shown in plan view of design.
Overhead mounted signals shall be adjusted in the field such that a person standing on the
pavement can see the brightest image of all vehicle signal sections from a distance complying
with current MUTCD standards. Signal heads shall be plumbed, and aiming shall be by
reference to the RED signal section.
Masking of optically programmed signal heads shall take place just before “turn-on” and after
all field adjustments have been made. After masking, no further head position adjustments
shall be made without the approval of the Engineer. Any final adjustments required shall be
made in the Engineer’s presence.
Pedestrian Signal Heads
Pedestrian signals shall be in accordance with all provisions of Section 9-29.20 (Pedestrian
Signals). Pedestrian signal heads shall utilize a countdown LED display.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
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Pedestrian signal heads shall be mounted with the bottom of the signal housing 8 feet above
the sidewalk or ground surface.
8-20.3(14)C INDUCTION LOOP VEHICLE DETECTORS Supplement
Loops shall be located and constructed as shown on the plans and in accordance with
Standard Detail No. TRAFFIC-59 (Standard Detector Loop Spacing) and as shown on
WSDOT Standard Plan No. J-8c (Type 3 Induction Loop). After installation of loops, cuts
shall be sealed with Crafco loop sealant or approved equivalent.
Saw cuts shall not remain empty for a duration longer than twenty-four hours after the saw
cut is completed. Saw cuts shall be cleared of debris with high-pressure water and dried with
100-psi minimum air pressure before installing loop wire.
Loops shall be wound clockwise and consist of 4 turns of loop conductor.
From the loops to the junction box, the loop wires shall be twisted two turns per foot and
labeled at the junction box in accordance with the loop schematics included in the plans. A
3/8-inch saw cut will be required for the twisted pair.
Loop wires shall be connected to the lead-in cable using compression sleeves and sealed with
2” wide rubber mastic tape, 3m 2228 or approved equivalent. An extra 10 feet of both loop
wires and lead-in cable shall be coiled neatly in the junction boxes for future work. Loops
shall be round and saw cuts shall be 6-foot diameter and shall be constructed using
equipment designed for cutting round loops. The equipment shall use a concave, diamond-
segmented blade. The saw cuts shall be vertical and shall be a minimum of 0.25 inches wide.
The saw cut depth shall be minimum of 2 ½ inches and maximum of 3 inches measured at
any point along the perimeter. The bottom of the saw cut shall be smooth. No edges created
by differences in saw cut depths will be allowed.
8-20.3(14)D TEST FOR INDUCTION LOOPS AND LEAD-IN CABLE Supplement
The inductance of the loop shall be measured and the inductance reading shall not be less
than 60 or greater than 120 micro henries. If any of the installations fail to pass all specified
tests, the installation shall be repaired or replaced and retested to the satisfaction of the
Engineer. Continuity checks of pre-formed loops shall be done before installation, and both
continuity and resistance to ground after the loops are embedded in the pavement.
8-20.3(14)E SIGNAL STANDARDS Supplement
The poles shall be installed on leveling nuts secured to the anchor bolts and locking nuts on
top of the base flange. The side of the shaft opposite the load shall be plumbed using the
leveling nuts.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-30
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
The void between the foundation and the pole flange shall be no larger than 2 inches and
shall be completely filled around the conduit(s) with dry pack mortar and neatly troweled. A
¼ inch diameter weep hole shall be placed in the mortar to provide drainage from the interior
of the pole to the exterior.
The dry pack mortar consists of 1:2 cement to fine sand mixture with enough water to allow
the mixture to stick together when molded into a ball by hand but will not exude water when
pressed.
8-20.3(14)F EMERGENCY VEHICLE PRE-EMPTION New Section
Detector
The contractor shall provide and install 3M Company 700 Series preemption detectors at
locations as shown in the plans. The emergency preemption detectors shall be solid-state
devices in weather resistant housing. The detectors shall be capable of detecting an optical
signal generated by an Opticom brand emitter (3M Company). The detectors shall detect the
optical signals from the emitter, amplify the signal, and transmit it to the phase selector. The
detectors shall have a range control capable of being adjusted up to a maximum of 1/3 mile.
Detectors shall be installed in compliance with manufacturer installation instructions and
recommendations.
Phase Selector
The subcontractor shall provide phase discriminator units as required to obtain the necessary
number of channels for each leg of the intersection. The phase discriminator shall be a solid
state, rack mounted device which shall provide power to the detectors. The phase selector
shall receive the amplified signal from the detector, verify it as valid, and send an input to the
controller. This input shall be for the duration of the detected signal plus 8 to 10 seconds
additional time after the signal is lost. Four channels shall be provided.
The phase selector shall also include the following features:
1. High and low priority discrimination,
2. Settable signal intensity threshold for up to at least 2,500 feet,
3. Computer based user interface,
4. Front panel switches and indicators for testing, and
5. 20,000 priority/ vehicle class/ vehicle code ID combinations.
8-20.3(14)G INTERCONNECT NETWORK New Section
Traffic signal interconnect cable shall be installed as shown in the plans and in accordance
with all provisions of Section 9-29.3 (Conductors, Cable). All cable shall be installed in
compliance with the manufacturer’s installations and recommendations.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-31
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Installation
Multiconductor Cable
For aerial installation of the interconnect cable, the Contractor shall be responsible for sizing
the proper hardware for installing the cable (i.e., suspension clamps, necessary messenger and
guy wires, dead-end clamps, ready access closures, down guy anchors, etc.) and shop
drawings shall be submitted to the City in accordance with Section 1-06.7 (Submittals) a
minimum of 10 working days prior to installation. The aerial cable shall be installed with a
minimum of 18 feet clearance at its lowest sag point measured at mid span. The cable shall
be at least 12 inches clear of any other utility cables on the poles and shall be installed above
the existing telephone cables whenever practical.
When pulling interconnect cable in conduit, the cable pulling equipment must demonstrate
that the total force on the cable does not exceed the accepted, published manufacturer's
recommendations for each cable. Pulling through junction boxes will be allowed with proper
guides or pulleys. The Contractor shall observe caution while pulling the cable through
conduit to prevent damage to cable jackets, shields, or conductors. All cable ends shall be
taped to exclude moisture during installation and shall be kept taped until connections are
made with terminal strips.
Interconnect cables shall not be spliced, unless otherwise approved by the Engineer.
Interconnect cables shall be terminated at the locations shown on the plans.
Each reel of cable shall be equipped with the cable manufacturer's factory installed pulling-in
eyes. 100% of the conductors shall be attached to the pulling-in eye. Field-cut cable ends
shall be provided with a woven (basket) cable grip. A swivel with a minimum of ¾ inch (1.9
cm) links shall be used between the pulling-in eyes or cable grip and the pulling strand.
Cable pulling shall be stopped immediately if the cable on a reel binds or does not pay off
freely. The cause of the binding must be cleared to the satisfaction of the Engineer before the
pulling-in operation is continued. The cable reel shall turn freely or the cable be fed by hand.
A cable feeder guide of suitable dimensions shall be used between the cable reel and the face
of the duct to protect the cable and guide it into the duct as it is paid off the reel. The cable
shall not be bent at any location to a radius less than 10 times the cable outside diameter.
The mechanical stress placed upon a cable during installation shall not be such that the cable
is twisted or stretched. The direction in which the cable is to be pulled shall be provided by
the Engineer.
As the cable is paid off the reel, it shall be carefully inspected for jacket defects. If defects
are noticed, the pulling operation shall be stopped immediately and the Engineer will
determine what corrective action shall be taken.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-32
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
As the cables are paid off the reel into the cable feeder guide, they shall be sufficiently
lubricated with a type of lubricant recommended by the cable manufacturer and approved by
the Engineer. A cable lubricator (funnel) shall be placed around the cable just ahead of the
cable feeder to facilitate proper lubrication of the cable.
After the cable has been placed, the exposed cable in the junction boxes and cabinets shall be
wiped clean of cable lubricant with a cloth.
Sufficient cable, 10 feet where bending radius permits, shall be left in each cabinet to
properly terminate the cables. All pulled ends should be examined for evidence of damage
due to the pulling operation. The cable sheath should not be pulled beyond the cable core.
8-20.3(14)H PEDESTRIAN PUSH BUTTONS AND SIGNS New Section
Push buttons shall be in accordance with Section 9-29.19 (Pedestrian Push Buttons) per the
manufacturer’s directions and recommendations.
Pedestrian signs and push buttons shall be securely fastened to the signal standard using
stainless steel fasteners and aluminum channel. Signal standards shall be drilled and tapped
for mounting push buttons. Push buttons shall be installed 42” from the centerline of push
buttons above sidewalk or ground level.
An informational sticker explaining the use and meaning of displays shall be installed on the
pole centered between the button housings. The bottom of the sticker shall be 12 inches
above the top of the housing. In the case of single button locations the sticker shall be
centered above the housing. The sticker shall be the type approved by the Engineer.
8-20.3(14)I VIDEO DETECTION New Section
When video detection is shown in the plans, the Contractor shall install either Econolite Solo
Pro II or Traficon video detection systems as identified on the plans.
The detection cameras shall be Econolite Autoscope Solo Pro II Machine Vision Processors.
The communications panel shall be Econolite Autoscope Communications Panel and the
interface panel shall be the Econolite Mini-Hub TS2.
For Traficon systems the presence detector board shall be Traficon VIP3.2, which monitors
two cameras. The Contractor shall provide a VIP set-up keypad. The camera housings shall
be Philips LTC 9380 Series Outdoor Housings or approved equal. The detection cameras
shall be Rainbow CCTV BL58D or approved equal. Video monitor shall be Rainbow CCTV
RMB92 or approved equal. Coaxial cable shall be 5 conductor cable ISDTEC X341667-00.
Cameras shall be installed where indicated on the plans or as directed by the Engineer. Final
adjustment will be done by the City of Auburn Traffic Signal Technician.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-33
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
8-20.3(18) AMERON POLES AND CROSSWALK SIGNS WITH
FLASHING LED New Section
The crosswalk signs, poles, pole foundations, luminaires, wiring and all other parts and
appurtenances, conduits, and messenger wires shall be provided and installed by the
Contractor for the mid-block crossings.
The installation of the special Ameron poles and flashing crosswalk signs with LED shall
include installing the custom street light poles with luminaires, attaching the signs to the
messenger cables, attaching the wires to the messenger cables per WSDOT Standard
Specification 8-20.3(7) (Messenger Cable, Fittings), and wiring the signs so the signs and
LED lights shall be continuously functioning (i.e. no photo cell).
The Contractor shall install the messenger cables per WSDOT Standard Specifications
Section 8-20.3(7) (Messenger Cable, Fittings) to allow for 6 ft of sag at the centerline of the
street.
See Section 8-20.2 (Materials) for material specifications for the mid-block crossings.
8-21 PERMANENT SIGNING
8-21.3 CONSTRUCTION REQUIREMENTS Supplement
Signs shall be manufactured and installed in accordance with the current edition of the
Washington State Sign Fabrication Manual of the Department of Transportation, and the
Manual on Uniform Traffic Control Devices, and all provisions of Section 9-28 (Signing
Materials and Fabrication). Code numbers on the plans are in reference to the Washington
State Sign Fabrication manual.
Roadside mounted signs shall be mounted on 1¾ inch square steel posts, per Standard Detail
No. TRAFFIC-55 (Typical Sign Post Installation). Signs located in sidewalks or paved areas
only shall be installed with Sono tubes per Standard Detail No. TRAFFIC-55 (Typical Sign
Post Installation). Relocated signs shall be installed on new posts unless otherwise specified.
Postholes shall allow placement of backfill around the post in accordance with the Standard
Detail No. TRAFFIC-55 (Typical Sign Post Installation).
8-22 PAVEMENT MARKING
8-22.1 DESCRIPTION Supplement
Before installing pavement markings the Contractor shall pre-mark the layout of all
channelization and receive approval from the Engineer. Pre-marks shall consist of painted
spot markings or temporary pavement marking tape. The Contractor shall notify the
Engineer of intention to receive approval of the channelization pre-mark at least 48 hours in
advance.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-34
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
8-22.2 MATERIALS Supplement
The preformed marking material shall be Pave-Mark Hydrocarbon or approved equal and
shall consist of white or yellow films with pigments selected and blended to conform to
standard highway colors through the expected life of the film. Glass beads shall be
incorporated to provide immediate and continuing retroreflection.
8-22.3 CONSTRUCTION REQUIREMENTS Supplement
Installation of pavement markings shall conform to Standard Detail Nos. TRAFFIC-35
(Lane-Use Pavement Marking Detail), TRAFFIC-36 (34’ Wide Roadway, Crosswalk and
Stop Bar Detail), TRAFFIC-37 (44’ Wide Roadway, Crosswalk and Stop Bar Detail),
TRAFFIC-38 (61’ Wide Roadway, Crosswalk and Stop Bar Detail), TRAFFIC-39 (2-Way
Left Turn Lane to Left Turn Lane), TRAFFIC-40 Pavement Markings (2-Lane 2-Way Traffic,
Left Turn Lane, 2-Way Left Lane and Standard Lane Markings), TRAFFIC-41 Pavement
Markings (2-Way Left Turn Lane with Left Turn Pocket), TRAFFIC-42 Pavement
Markings(Dual Left Turn Lanes and Dual Right Turn Lanes), TRAFFIC-43 Pavement
markings (Raised Pavement Marker (RPM), gore Center, Skip & Turn Lane Stripe),
TRAFFIC-44 Bicycle Lane Markings (Right Turn Lane Drop), TRAFFIC-45 Bicycle Lane
Markings (Right Turn Pocket), Traffic-58 (50’ wide Roadway, Crosswalk and Stop Bar
detail.
8-23 TEMPORARY PAVEMENT MARKINGS
8-23.1 DESCRIPTION Supplement
Temporary Pavement Markings shall only be used when the temporary striping is anticipated
to last less than 6 months. Phasing that will require temporary alignment longer than 6
months should install striping per Section 8-22 (Pavement Marking).
8-24 ROCK AND GRAVITY BLOCK WALL AND GABION
CRIBBING Replacement
8-24.1 DESCRIPTION
Where shown on the plans or where directed by the Engineer, the Contractor shall construct a
“Rockwall” four (4) feet or less in height in accordance with Standard Detail No.
GENERAL-04 (Rock Wall Detail), as directed by the Engineer, and as specified in this
document.
8-24.2 MATERIALS
Materials shall meet the requirements of the following sections of the Standard Specifications
or as noted.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-35
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Spall Backfill for Walls 9-13.1
Perforated PVC Underdrain Pipe 9-05.2(6)
Rock used for rock wall shall be sound, hard, durable, ledge rock of a uniform color and
obtained from a commercial quarry. Rock is to be free of seams, cracks, loose stratification
or other defects tending to destroy its resistance to weather. The rock shall have a density of
at least 145 pounds per cubic foot.
All rock sizes used in rock walls shall be as shown on the Standard Detail No. GENERAL-04
(Rock Wall Detail). All two-man rocks (200-600 pounds) shall be a minimum of 12 inches
in the least dimension. All three-man rocks (600-1,000 pounds) shall be a minimum of 18
inches in the least dimension.
8-24.3 CONSTRUCTION REQUIREMENTS
The rock wall shall be constructed one course at a time. Rock selection and placement shall
be such that at least 80% of the exposed face of the wall is rock.
Each horizontal row of rocks shall be seated and bedded by placing the specified backfill
behind the rock to provide a stable condition for the entire wall. Each rock shall be keyed
into adjacent rocks by utilizing the natural irregular shapes of the rocks. Voids larger than 2
inches shall be filled by wedging smaller rock of the same quality into the voids until the
maximum remaining void is 2 inches or less.
8-30 WOOD FENCE AND GATES New Section
8-30.1 DESCRIPTION
This work shall consist of installing new “Wood Fence” and “Wood Gate” where shown and
as detailed on the plans as directed by the Engineer.
8-30.2 CONSTRUCTION REQUIREMENTS
All work shall be in accordance with the applicable portions of Section 6-04 (Timber
Structures), 8-11 (Guardrail), 8-12 (Chain Link Fence and Wire Fence), 9-06 (Structural Steel
and Related Materials), 9-09 (Timber and Lumber), and 9-16 (Fence and Guardrail) of the
Standard Specifications and these Special Provisions.
All lumber shall be Douglas fir Surfaced four side (S4S), Number 1 Structural per Western
Lumber Grading Rules unless otherwise noted. All lumber shall be pressure treated with
ChemoniteTM or approved equivalent per AWPB-LP22. Fencing boards shall be tight knot
western red cedar, Number 2 or better.
Metal fabrications, fasteners and hardware shall be in accordance with Section 9-06.22
(Bolts, Washers, and Other Hardware) of Standard Specifications.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-36
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Nail fasteners shall be galvanized standard wire nails.
Concrete shall be Cement Concrete Class 3000 in accordance with Section of 6-02 (Concrete
Structures) of the Standard Specifications.
8-31 COLORED STAMPED CONCRETE New Section
8-31.1 DESCRIPTION
This work consists of constructing colored concrete flatwork and applying a stamped finish
pattern in accordance with the Contract Documents.
8-31.2 MATERIALS
Materials shall meet the requirements of the following sections:
Portland Cement 9-01
Aggregates 9-03
Premolded Joint Filler 9-04.1
Concrete Curing Materials and Admixtures 9-23
8-31.3 CONSTRUCTION REQUIREMENTS
Stamped concrete for median islands shall be air entrained concrete Class 3000 in accordance
with the requirements of Section 6-02.
Solomon Liquid Colors Inc. colorant (Solomon Colors, PO Box 8288, Springfield, Illinois
62791. Phone (800) 624-0261 / (217) 522-3112. Fax (800) 624-3147 / (217) 522-3145.
Web Site www.solomoncolors.com. E-Mail sgs@solomoncolors.com.), or Engineer
approved equivalent, shall be added to the concrete mixture per the following specifications:
Colorant Material Specifications:
Color: ColorFlo Liquid Color
Name: Dark Redwood
Number: 489
Compliance: ASTM C 979.
Material: Predispersed iron oxide pigments containing high pigment solids in
aqueous base liquid.
Produce uniform and consistent color.
Permanent, inert, stable to atmospheric conditions, sunfast, weather resistant,
alkali resistant, water insoluble, lime proof, and nonbleeding.
Free of deleterious fillers and extenders.
Particle Size: 95 to 99 percent minus 325 mesh.
Specific Gravity: 1.9 to 2.0.
DIVISION 8: MISCELLANEOUS CONSTRUCTION
Revised 06/2009............................Engineering Construction Standards.........................................8-37
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 8 (06-09).doc
Color Mixing Specifications:
Mixer shall be loaded to a minimum of 40% capacity to ensure good color
suspension.
The mix design shall be consistent and the water cement ratio shall be
maintained with a maxiumum 4” slump.
The Contractor shall reverse the drum, bringing the concrete to the back of the
truck, prior to adding color to the ready mix truck.
The Contractor shall mix the concrete at high speed for a minimum of 5
minutes before pouring concrete.
Calcium chloride shall not be permitted in the concrete mix, as it causes
discoloration.
Forms shall be as specified in Section 8-14.3(2).
8-31.3(1) STAMPING
While the initially finished concrete is plastic, the Contractor shall accurately align and place
stamp “skins” or semi rigid mats in sequence and changing direction of patterns as necessary
to produce the pattern shown in the Plans. The Contractor shall uniformly load mats and
press into concrete to produce the required imprint pattern and depth of imprint on the
concrete surface. The Contractor shall remove the stamp mats immediately. The Contractor
shall hand stamp edges and surfaces unable to be imprinted by stamp mats.
The Contractor shall utilize a stamping template that matches the pattern specified in the
Plans. Upon completion, the patterned area shall be checked for proper depth of print. 98%
of the stamped area shall have an imprint depth of 1/4 inch. If any sample areas have an
imprint depth that is less than 1/4 inch, those areas shall be re-stamped prior to applying the
coatings. The stamped pattern shall be neat, with clean lines and intersections.
END OF DIVISION 8
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-1
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
9-03 AGGREGATES
9-03.8(7) HMA TOLERANCES AND ADJUSTMENTS Revision
Item 1 is deleted and replaced with:
(May 25, 2006 APWA GSP)
1. Job Mix Formula Tolerances. After the JMF is determined as required in 5-04.3(7)A,
the constituents of the mixture at the time of acceptance shall conform to the following
tolerances:
Nonstatistical Commercial
Evaluation Evaluation
Aggregate, percent passing
1”, ¾”, ½”, and 3/8” sieves ±6% ±8%
U.S. No. 4 sieve ±6% ±8%
U.S. No. 8 sieve ±6% ±8%
U.S. No. 200 sieve ±2.0% ±3.0%
Asphalt Binder ±0.5% ±0.7%
These tolerance limits constitute the allowable limits as described in Section 1-06.2. The
tolerance limit for aggregate shall not exceed the limits of the control points section, except
the tolerance limits for sieves designated as 100% passing will be 99-100. The tolerance
limits on sieves shall only apply to sieves with control points.
9-04 JOINT AND CRACK SEALING MATERIALS
9-04.1(2) PREMOLDED JOINT FILLER FOR EXPANSION JOINTS Revision
(January 7, 2008 WSDOT Amendment)
This section is revised to read:
Pre-molded joint filler for use in expansion (through) joints shall conform to either AASHTO
M 213 Specifications for “Preformed Expansion Joint Fillers for Concrete Paving and
Structural Construction” except the requirement for water absorption is deleted, or ASTM D
7174 Specifications for “Preformed Closed-Cell Polyolefin Expansion Joint Fillers for
Concrete Paving and Structural Construction.”
9-05 DRAINAGE STRUCTURES, CULVERTS, AND CONDUITS
9-05.7(1) PLAIN CONCRETE STORM SEWER PIPE Supplement
Concrete storm drainpipe shall conform to ASTM C14 Class 3.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-2
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
9-05.7(2) REINFORCED CONCRETE STORM SEWER PIPE Supplement
Reinforced concrete storm drainpipe shall conform to ASTM C76, Class IV.
9-05.13 DUCTILE IRON SEWER PIPE Revision
Delete the first sentence of the last paragraph and replace it with the following:
All fittings shall be ductile. All joints including fittings shall be push-on rubber
gasket joints. Mechanical joints shall not be used.
9-05.15(1) MANHOLE RING AND COVER Supplement
Castings for manhole rings and covers and Catch Basin Type II shall conform to Standard
Detail No. SEWER-04 (24” Diameter Manhole Frame and Cover) in Appendix A of this
document. Castings for manhole rings shall be gray iron or ductile iron and covers shall be
ductile iron.
9-05.15(2) METAL FRAME, GRATE, AND SOLID METAL COVER
FOR CATCH BASINS OR INLETS Supplement
Metal frames, grates and solid metal covers for catch basins or inlets shall conform to
WSDOT Standard Plan Nos. B-30.10-00, B-30.20-01, B-30.30-00, and B-30.50-00 unless
otherwise specified. Castings for metal frames shall be gray iron or ductile iron and covers
and grates shall be ductile iron. Solid Metal Covers shall conform to Standard Detail No.
SEWER-04 (24” Diameter Manhole Frame and Cover).
9-05.21 HIGH DENSITY POLYETHYLENE PIPE (HDPE) New Section
High Density Polyethylene Pipe (HDPE) and fittings shall be manufactured from Phillips
Marlex TR-480 feedstock resin. The resin shall have a cell class that is a high density, high
molecular weight, and meets the criteria for a Type III, Class C, Category 5, grade P34 piping
material in accordance with ASTM D-1248.
The pipe shall meet the Plastic Pipe Institute recommended hydrostatic basis of 1600 psi at
23 degrees centigrade and 800 psi at 60 degrees centigrade based on TR/3 as derived from
ASTM D-2837 test methodology.
The polyethylene material designation code is PE 3408 CDD.
The pipe and fittings shall meet ASTM D3350 and have a cell classification of PE 345434C.
Dimensions and workmanship shall be as set forth in ASTM F714.
High Density Polyethylene Pipe (HDPE) and fittings shall be Driscopipe 1000 or equal.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-3
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
9-06 STRUCTURAL STEEL AND RELATED MATERIALS
9-06.5(5) BOLT, NUT, AND WASHER SPECIFICATIONS New Section
The following referenced specifications are applicable as modified by these Specifications:
Application AASHTO Specification ASTM Specification
Unfinished Bolts and
Machine Bolts A 307 Grade A, B
High Strength Bolts M 164 Type 1, 2, 3 A 325 Type 1, 3
for Structural Joints M 253 Type 1, 2, 3 A 490 Type 1, 2, 3
Large Diameter High
Strength Bolts A 354 Grade BD
Anchor Bolts M 164 A 449 Type 1, 2
Nuts – Structural M 291 Grade C, DH, A 563 Grade C, DH,
Steel Bolts C3, DH3 C3, DH3
M 292 Grade 2H A 194 Grade 2H
Nuts – ASTM A 307
Bolts A 563
Washers – High
Strength Bolts M 293 F 436
Washers – ASTM A 307
Bolts F 844
Direct Tension Indicator F 959
Galvanizing M 232 A 153
M 298 Class 55 B 695 Class 55
9-09 TIMBER AND LUMBER
9-09.1 GENERAL REQUIREMENTS Revision
(January 7, 2008 WSDOT Amendment)
This section is revised to read:
All timber and lumber shall be sized as indicated in the Plans.
All timber and lumber to be painted shall be surfaced on all sides. All timber and lumber to
be painted shall be thoroughly air or kiln dried to an equilibrium moisture content and shall
be stored in such a manner as to remain in a thoroughly dry condition until placed into the
work.
9-09.2 GRADE REQUIREMENTS Revision
(January 7, 2008 WSDOT Amendment)
This section is revised to read:
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-4
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
Timber and lumber shall conform to the grades and usage listed below.
Timber and lumber shall be marked with a certified lumber grade stamp provided by one of
the following agencies:
West Coast Lumber Inspection Bureau (WCLIB)
Western Wood Products Association (WWPA)
Pacific Lumber Inspection Bureau (PLIB)
Any lumber grading bureau certified by the American Lumber Standards Committee
For structures, all material delivered to the project shall bear a grade stamp and have a
grading certificate. The grade stamp and grading certificate will not constitute final
acceptance of the material. The Engineer may reject any or all of the timber or lumber that
does not comply with the specifications or has been damaged during shipping or upon
delivery. The grading certificate shall be issued by either the grading bureau whose stamp is
shown on the material, or by the lumber mill, which shall be under the supervision of one of
the grading bureaus listed above. The certificate shall include the following:
Name of the mill performing the grading
The grading rules being used
Name of the person doing the grading with current certification
Signature of a responsible mill official
Date the lumber was graded at the mill
Grade, dimensions, and quantity of the timber or lumber
For Guardrail Posts and Blocks, Sign Posts, Mileposts, Sawed Fence Posts, and Mailbox
Posts, the material delivered to the project shall either bear a grade stamp on each piece or
have a grading certificate as defined above. The grade stamp or grading certificate shall not
constitute final acceptance of the material. The Engineer may reject any or all of the timber or
lumber that does not comply with the specifications or has been damaged during shipping or
upon delivery.
9-09.2(1) SURFACING AND SEASONING Revision
(January 7, 2008 WSDOT Amendment)
This section including title is revised to read:
9-09.2(1) STRUCTURES Revision
All timber and lumber for structures shall be Douglas Fir-Larch unless specified otherwise in
the contract, and shall conform to the following:
Materials 2” to 4” nominal
thick, 5” nominal and wider
No. 1 and better, grade
(Section 123-b of WCLIB)
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-5
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
(Structural Joists and Planks) or
(Section 62.11 of WWPA)
Materials 5” nominal and
thicker (Beams and Stringers)
No. 1 and better, grade
(Section 130-b of WCLIB)
or
(Section 70.11 of WWPA)
Timber lagging for soldier pile walls shall be Douglas Fir-Larch, grade No. 2 or better or
Hem-Fir No. 1.
When the material is delivered to the project, the Engineer will check the order for the
appropriate grade stamp. The invoice and grading certificate accompanying the order must be
accurate and complete with the information listed above. The grading certificate and grade
markings shall not constitute final acceptance of the material. The Engineer may reject any or
all of the timber or lumber that does not comply with the specifications or has been damaged
during shipping or upon delivery.
9-09.2(2) VACANT Revision
(January 7, 2008 WSDOT Amendment)
This section including title is revised to read:
9-09.2(2) GUARDRAIL POSTS AND BLOCKS Revision
Timber and lumber for guardrail posts and blocks (classified as Posts and Timbers) shall
conform to the species and grades listed below.
Douglas Fir No. 1 and better, grade (Section 131-b WCLIB)
or (Section 80.11 WWPA)
Hem Fir Select Structural, grade (Section 131-a WCLIB)
or (Section 80.10 WWPA)
Southern Yellow
Pine
No. 1 and better, grade (Southern Pine Inspection
Bureau)
When the material is delivered to the project, the Engineer will check the order for the
appropriate grade stamp. The grade markings shall not constitute final acceptance of the
material. The Engineer may reject any or all of the timber or lumber that does not comply
with the specifications or has been damaged during shipping or upon delivery.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-6
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
9-09.2(3) INSPECTION Replacement
(January 7, 2008 WSDOT Amendment)
This section including title is replaced with the following:
9-09.2(3) SIGN POSTS, MILEPOSTS, SAWED FENCE POSTS, AND MAILBOX
POSTS
The allowable species of timber and lumber for signposts, and mileposts shall be Douglas
Fir-Larch or Hem Fir. Timber and lumber for sawed fence posts and mailbox posts shall be
Western Red Cedar, Douglas Fir-Larch, or Hem Fir.
Sign posts, mileposts, sawed fence posts, and mailbox posts shall conform to the grades
shown below.
4” × 4” Construction grade (Light Framing,
Section 122-b WCLIB) or (Section 40.11 WWPA)
4” × 6” No. 1 and better, grade (Structural Joists and
Planks, Section 123-b WCLIB) or (Section 62.11
WWPA)
6” × 6”, 6” × 8”, 8” ×
10”
No. 1 and better, grade (Posts and Timbers,
Section 131-b WCLIB) or (Section 80.11 WWPA)
6” × 10”, 6” × 12” No. 1 and better, grade (Beams and Stringers,
Section 130-b WCLIB) or (Section 70.11 WWPA)
9-14 EROSION CONTROL AND ROADSIDE PLANTING
9-14.1 SOIL
9-14.1(1) TOPSOIL TYPE A Supplement
The topsoil shall be a loamy sandy loam textural class as determined by the U.S. Department
of Agriculture Classification System, free from materials toxic to plant growth, noxious weed
seeds, rhizomes, roots, subsoil, and debris. The contractor shall furnish sufficient quantities
of topsoil for placement in all seeding areas (4 inch depth topsoil) and planting areas (6 inch
depth topsoil) and for tree and shrub planting soil requirements, plus a reserve quantity for
restoring additional areas outside designated planting and seeding areas that are disturbed by
the Contractor’s activities.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-7
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
9-14.1(3) TOPSOIL TYPE C Supplement
In addition to the “Standard Specifications”, the small tree/brush stumps and roots shall be
removed and topsoil shall contain no more than two percent (2%) aggregate by weight
remaining on a ½ inch sieve.
9-14.4 MULCH AND AMENDMENTS Supplement
Specific topsoil amendment and fertilizer specification for the plant types specified on the
plans shall be as per a certified soils laboratory recommendations from, representative topsoil
samples furnished by the Contractor to the approved Soils Laboratory.
9-14.4(3) BARK OR WOOD CHIPS Supplement
Bark chip mulch shall be standard commercial product, fine ground bark mulch with a
minimum of 95 percent of the material passing through a 1 and ½ inch sieve and no more
than 55 percent, by loose volume passing through a ¼ inch sieve. Submit sample for
approval before delivery to the job site. Bark shall be ground fir or hemlock bark of uniform
color, free from weed seeds, sawdust and splinters, and shall not contain resin, tanning, wood
fiber or other compounds detrimental to plant life. Source shall be from freshwater mill.
Sawdust shall not be used as mulch.
9-14.4(7) TACKIFIER Revision
The first sentence in the first paragraph is deleted.
9-14.6(3) HANDLING AND SHIPPING Revision
The last sentence in the sixth paragraph is deleted.
9-14.6(4) TAGGING Supplement
All plant material except groundcover shall be legibly tagged. Tagging may be by specie or
variety with minimum of one tag per 10 trees or shrubs.
9-14.6(5) INSPECTION Supplement
Samples may be submitted to the Engineer for approval as to size, grade, and overall
specifications. The Contractor shall notify the Engineer twenty-four (24) hours in advance of
all plant materials delivered to the project.
9-14.6(6) SUBSTITUTION OF PLANTS Revision/Supplement
The second paragraph is revised to read:
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-8
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
Container or balled and burlapped plant material may be substituted for bare root plant
material. Container grown plant material may be substituted for balled and burlapped plant
materials. When substitution is allowed, use current ASNS standards to determine the correct
rootball volume (container or balled and burlapped) of the substituted material that
corresponds to that of the specified material. These substitutions shall be approved by the
Engineer and be at no cost to the Contracting Agency.
If non-availability is claimed by the Contractor and the Engineer provides a normal market
source located in the Pacific Northwest, the Contractor shall compensate the Engineer at a
rate of eighty-five dollars $85.00 per hour, not to exceed five hundred dollars $500.00 plus
costs incurred for long distance phone.
9-14.6(7) TEMPORARY STORAGE Revision/Supplement
The third paragraph is revised to read:
Cuttings shall continually be shaded and protected from wind. Cuttings must be protected
from drying at all times and shall be heeled into moist soil or other insulating material or
placed in water if not installed within 8 hours of cutting. Cuttings to be stored for later
installation shall be bundled, laid horizontally, and completely buried under 6 inches of
water, moist soil or placed in cold storage at a temperature of 34 F and 90% humidity.
Cuttings that are not planted within 24 hours of cutting shall be soaked in water for 24 hours
prior to planting. Cuttings taken when the temperature is higher than 50oF shall not be stored
for later use. Cuttings that already have developed roots shall not be used.
The fourth paragraph is deleted.
Temporary storage directly on paved areas without insulation between plants and pavement
will not be permitted.
All plants that must be stored longer than one month shall be planted in nursery rows and
maintained by the Contractor at his expense.
9-15 IRRIGATION SYSTEM
9-15.1(2) POLYVINYL CHLORIDE PIPE AND FITTINGS Supplement
The triple-swing joint assembly shall be constructed as detailed with Schedule 80 PVC
nipples and “Marlex” street ells as manufactured by “LASCO Fluid Distribution Products” or
approved equal.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-9
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
9-15.3 AUTOMATIC CONTROLLERS Supplement
Controller shall be Weathermatic Valcon SL Series Controller with Remote Control
Technology “FLM” Series Connector installed at controller for remote control operation from
the City of Auburn central control station.
The automatic controller electrical enclosure shall be a Metered Cold Rolled Steel Vandal
Resistant enclosure #SB-24CR/120V with CSA controller subassembly. Enclosure shall be
installed on a concrete base and shall be prime-coated and painted with baked enamel finish;
dark green color as selected by the Engineer as manufactured by “V.I.T. Product, Inc” or
approved equal.
9-15.5 VALVE BOXES AND PROTECTIVE SLEEVES Supplement
Install a gravel sump at the bottom of each valve box.
The automatic control boxes shall be Model No. 1320 valve box with locking cover, and
extensions as required as manufactured by “Carson Industries, Inc.” or approved equal
9-15.6 GATE VALVES Supplement
The gate valve boxes shall be 5 and ¼ inch Roadway Valve Box #111129-03 with cast iron
“Water” cover #111026 as manufactured by “Ametek” or approved equal.
9-15.7(2) AUTOMATIC CONTROL VALVES Supplement
Automatic control valves shall be Weathermatic 8200CR brass valves capable of
communicating with the controller. Size as noted on drawing.
9-15.8 QUICK COUPLING EQUIPMENT Supplement
The quick coupler valves shall be Buckner QB5LRC10 quick coupling valves with RC25001
valve keys or approved equal. Quick coupler valves shall be installed at the point of
connection at the end of the main line, and at each cluster of automatic control valves.
The quick coupling valve boxes shall be Model 910-12B 10 inch Round Valve Box with
locking green top extensions as manufactured by “Carson Industries, Inc.” or approved equal.
9-15.9 DRAIN VALVES Supplement
Drain valves shall be 1 inch diameter.
The drain valve box shall be 5 and ¼ inch Roadway Valve Box #111129-03 with cast iron
“Water” cover #111026 as manufactured by “Amtek” or approved equal.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-10
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
9-15.11 CROSS CONNECTION CONTROL DEVICES Supplement
The Double check valve assembly shall be a 1 inch Febco 805Y or approved equal.
The Double-Check Valve Backflow Assembly Vault shall be a No. 25-TA Concrete Vault
with Locking Metal Cover as manufactured by PIPE, Incorporated or approved equal.
9-15.17 ELECTRICAL WIRE AND SPLICES Supplement
Electrical wire shall be #14 UF wire. Utilize 3MTM DBY Splice kits. Do not splice or
connect wires outside of valve boxes. Coil 3 feet length of wire at each connection.
Provide four (4) extra valve wires (yellow) routed from the controller through each valve box
to the farthest valve.
9-15.18 DETECTABLE MARKING TAPE Supplement
Detectable marking tape shall be 3-inch wide detectable tape on main lines only.
9-16 FENCE AND GUARDRAIL
9-16.1(1)A POST MATERIAL FOR CHAIN LINK FENCE Supplement
(January 7, 2008 WSDOT Amendment)
The first paragraph is supplemented with the following:
• Round Post Material
Round post material shall be Grade 1 or 2.
• Roll Form Material
Roll-formed post material shall be Grade 1.
Roll-formed end, corner, and pull posts shall have integral fastening loops to
connect to the fabric for the full length of each post. Top rails and brace rails shall
be open rectangular sections with internal flanges as shown in ASTM F1043.
The Round Post Material and Roll Form Material information following the third
paragraph is deleted.
9-16.1(1)B CHAIN LINK FENCE FABRIC Revision
(January 7, 2008 WSDOT Amendment)
The first paragraph is revised to read:
Chain link fabric shall consist of 11 gage wire for chain link fence Types 3, 4, and 6, and 9
gage wire for chain link fence Type 1. The fabric shall be zinc-coated steel wire conforming
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-11
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
to AASHTO M 181, Class C. Zinc 5-percent Aluminum-Mischmetal alloy meeting the
requirements of ASTM B 750 may be substituted for zinc coating (hot-dipped) at the
application rate specified by ASSHTO M 181 for hot-dip zinc coating. Coating for chain link
fence fabric shall meet the requirements of ASTM A 817 with minimum weight of coating of
uncoated wire surface 1.0 oz/sq ft (305 g/m2).
9-16.1(1)C TENSION WIRE Revision
(January 7, 2008 WSDOT Amendment)
This section including title is revised to read:
9-16.1(1)C TENSION WIRE AND TENSION CABLE Revision
Tension wire shall meet the requirements of AASHTO M 181. Tension wire galvanizing
shall be Class 1.
Tension cable shall meet the requirements of Section 9-16.6(5).
9-16.1(1)D FITTINGS AND HARDWARE Supplement
(January 7, 2008 WSDOT Amendment)
Fabric bands and stretcher bars shall meet the requirements of Section 9-16.6(9).
Thimbles, wire rope clips, anchor shackles, and seizing shall meet the requirements of
Section 9-16.6(6).
9-16.1(1)E CHAIN LINK GATES Revision
(January 7, 2008 WSDOT Amendment)
The first sentence in the first paragraph is revised to read:
Gate frames shall be constructed of not less that 1 1/2-inch (I.D.) galvanized pipe conforming
to AASHTO M 181 Type I, Grade 1 or 2 as specified in Section 9-16.1(1)A.
The fourth sentence in the first paragraph is revised to read:
All welds shall be ground smooth and painted with an A-9-73 galvanizing repair paint or
A-11-99 primer meeting the requirements of Section 9-08.2.
9-16.2(1)A STEEL POST MATERIAL Revision
(January 7, 2008 WSDOT Amendment)
The reference to “hot dip galvanized” in the first sentence in the second paragraph is revised
to “galvanized”.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-12
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
9-16.3(2) POSTS AND BLOCKS Revision
(January 7, 2008 WSDOT Amendment)
The first sentence in the second paragraph is revised to read:
Timber posts and blocks shall conform to the grade specified in Section 9-09.2(2).
9-16.3(3) GALVANIZING Revision
(January 7, 2008 WSDOT Amendment)
The first sentence in the first paragraph is revised to read:
W-beam or thrie beam rail elements and terminal sections shall be galvanized in accordance
with AASHTO M-180, Class A, Type 2, except that the rail shall be galvanized after
fabrication, with fabrication to include forming, cutting, shearing, punching, drilling,
bending, welding, and riveting.
9-16.3(4) HARDWARE Revision
(January 7, 2008 WSDOT Amendment)
This section is revised to read:
Unfinished Bolts (ordinary machine bolts), nuts, and washers for High Unfinished Bolts,
shall conform to 9-06.5(1). High Strength bolts, nuts, and washers for High Strength Bolts
shall conform to 9-06.5(3).
Unfinished bolts will be accepted by field verification and documentation that bolt heads are
stamped 307A. The Contractor shall submit a manufacturer’s certificate of compliance per 1-
06.3 for high strength bolts, nuts, and washers prior to installing any of the hardware.
9-16.3(5) ANCHORS Revision
(January 7, 2008 WSDOT Amendment)
The reference to “hot dip galvanized” in the tenth paragraph is revised to “galvanized”.
9-16.4(2) WIRE MESH Revision
(January 7, 2008 WSDOT Amendment)
The reference to “hot dip galvanized” in the second sentence in the third paragraph is revised
to “galvanized”.
9-16.6(2) GLARE SCREEN FABRIC Revision
(January 7, 2008 WSDOT Amendment)
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-13
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
The reference to “A 491” in the second sentence in the first paragraph is revised to “ASTM A
491”.
9-16.6(3) POSTS Revision
(January 7, 2008 WSDOT Amendment)
The first paragraph is revised to read:
Line posts for Type 1 glare screen shall be 1 1/2-inches by 1 7/8-inches galvanized steel H
column with a minimum weight of 2.8 pounds per linear foot. Line posts for Type 2 glare
screen shall be 1 5/8-inches by 2 1/4-inches galvanized steel H column with a minimum
weight of 4.0 pounds per linear foot, or 2-inch inside diameter galvanized steel pipe with a
nominal weight of 3.65 pounds per linear foot provided only one type shall be used on any
one project.
The first paragraph is supplemented with the following:
End, corner, brace, and pull posts for Type 1 Design A shall be 1 1/2-inches by 1 7/8-inches
steel H column with a minimum weight of 2.8 pounds per linear foot.
The first sentence in the second paragraph is revised to read:
End, corner, brace, and pull posts for Type 1 Design B and Type 2 shall be 2-inch inside
diameter galvanized steel pipe with nominal weight of 3.65 pounds per linear foot.
The reference to “hot dip galvanized” in the third sentence in the second paragraph is revised
to “galvanized”.
The first two sentences in the fifth paragraph are revised to read:
All posts shall be galvanized in accordance with AASHTO M 181, Section 32. The
minimum average zinc coating is per square foot of surface area.
9-16.6(5) CABLE Revision
(January 7, 2008 WSDOT Amendment)
The reference to “hot dip galvanized” is revised to “galvanized”.
9-16.6(6) CABLE AND TENSION WIRE ATTACHMENTS Revision
(January 7, 2008 WSDOT Amendment)
The reference to “hot dip galvanized” in the first sentence in the first paragraph is revised to
“galvanized”.
The third sentence in the first paragraph is deleted.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-14
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
9-16.6(9) FABRIC BANDS AND STRETCHER BARS Revision
(January 7, 2008 WSDOT Amendment)
The reference to “hot dip galvanized” is revised to “galvanized”.
9-16.6(10) TIE WIRE Replacement
(January 7, 2008 WSDOT Amendment)
This section including title is replaced with the following:
9-16.6(10) TIE WIRE AND HOG RINGS Revision
Tie wire shall be 9 gage aluminum wire complying with the ASTM B 211 for alloy 1100 H14
or 9 gage galvanized wire meeting the requirements of AASHTO M 279. Galvanizing shall
be Class 1.
Hog rings shall be 12 gage galvanized steel wire.
9-16.8(1) RAIL AND HARDWARE Revision
(January 7, 2008 WSDOT Amendment)
The word “Composition” following the first paragraph is deleted.
9-22 MONUMENT CASES
9-22.1 MONUMENT CASES, COVERS AND RISERS Supplement
Castings shall be in accordance with Standard Detail No. TRAFFIC-22 (Monument Case and
Cover).
9-28 SIGNING MATERIALS AND FABRICATION
9-28.14(2) STEEL STRUCTURES AND POSTS Supplement
Pavement marker adhesive shall be “Stemsonite Bituminous Adhesive #2202031” or
approved equal supplied in 55-pound factory labeled packages and installed in strict
accordance with the manufacturers recommendations.
9-29 ILLUMINATION, SIGNAL, ELECTRICAL
9-29.1 CONDUIT, INNERDUCT, OUTERDUCT Supplement
Street light conduit shall be rigid hot-dipped galvanized steel or Schedule 40 PVC-ASTM
D1785, as shown on the plans. All galvanized conduit ends shall have galvanized OZ
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-15
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
Gedney insulated grounding bushings with solderless lugs attached to the bushing by an
Allen screw. Kopr-Shield shall be applied to the threads of steel conduit. PVC conduit ends
shall have Bell End PVC Bushings.
9-29.2 JUNCTION BOXES Supplement
Junction Boxes shall have a galvanized lid, with bonding screw. J-Boxes shall bear the
legend “LT” “TS”, “INTC”, “ITS” for the fiber optic cable, and “TS” and “LT” if jointly
used. J-Boxes shall be Fogtite or approved equal and conform to WSDOT Standard Plan No.
J-40.10-00. Type III junction boxes shall be dual lid. All J-boxes including Type 1 shall be
locking with a Penta Head bolt per Fogtite or approved equal.
9-29.3 CONDUCTORS, CABLE Supplement
Illumination
Wire conductors for underground feeder runs and for circuitry from the in-line fuse in the
poles to the junction box shall be 600 volts (minimum rated at 75 degree C) # 8 AWG single
conductor stranded-copper, U.S.E. insulated, in accordance with the Insulated Power Cable
Engineer's Association Specifications. SPEC 2150.
Wire conductors inside the pole from the ballast to the in-line fuse, shall be 600 volt, ROME
pole and bracket cable, 2 conductor, stranded-copper No. 10, Type HMW grade or better.
Conductor insulation shall consist of a 45-mil polyvinyl chloride with a 95-mil polyethylene
jacket.
Single conductors for street lighting shall be stranded copper with insulation conforming to
USE 600 volt minimum rated at 75 degree C and shall be color-coded in a consistent manner
throughout the project.
A three-wire electrical service shall be used at 120/240 volts. The contractor shall have the
service inspected by the Department of Labor and Industry and coordinated with the Power
Company to have the service installed.
Overhead electrical service shall be brought to the load center through a conduit riser with a
weather head on the service pole.
Traffic Signals
2. Signal Cable shall have stranded copper conductors and shall conform to IMSA Spec
No 20-1.
7. Loop Lead-In Cable shall be #14 AWG and Pedestrian Push Button cable shall be,
#14 AWG, two conductor stranded copper, twisted approximately two turns per foot.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-16
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
The conductors shall be covered with a foil shield and protected with an outer jacket.
The cable shall conform to IMSA Spec. No. 50-2.
8. Detector Loop Wire (sawcut) shall be No. 14 AWG class B stranded copper wire with
cross-linked polyethylene type USE insulation and conform to IMSA Spec. 51-3.
10. The detector lead-in cable for EVP shall be 3M Opticom Model 138 shielded detector
cable or approved equal. No splicing will be allowed between the detector and the
controller cabinet.
11. Signal Cable shall be copper or fiber as shown in the plans. For Copper the traffic
signal interconnect system shall conform to REA Spec. PE-38 (self-supporting
combination signal cable and messenger cable). The signal cable shall consist of 12
pair No. 19 AWG conductors. Clifford Inc. part no 12P19-B1ALPB or approved
equal. For Fiber optic cable, the cable shall be single mode all dielectric gel free
loose tube fiber with a minimum of 48 count.
9-29.6(1)B LIGHTING & SIGNAL STANDARDS & DAVIT ARMS New Section
Lighting Standards
All lighting standards furnished and installed under this contract shall be aluminum, davit-
style units in accordance with Section 9-29.6 (Light and Signal Standard) of the Standard
Specifications and these special provisions.
Mounting heights for light fixtures shall be 35 feet, or as noted on the plans.
The davit-style bracket arm shall have a nominal length as shown in the Design Standards,
measured from the centerline of the shaft, with a radius of 5 feet, 9 inches.
Lighting standards shall have 2 through-bolts where the davit arm intersects the pole per
Standard Detail No. TRAFFIC-49 (Luminare Pole).
All poles and bracket arms shall be designed for the street lighting luminaire with a minimum
weight of 50 pounds and to withstand pressures caused by wind loads of 100-miles per hour
with a gust factor of 1.3.
All poles to be furnished shall maintain a minimum safety factor of 4.28 on yield strength of
weight load and 2.33 for basic wind pressure. All materials shall be natural polished
aluminum color.
The shafts shall be provided with a 4 inch x 6 inch (minimum dimensions) non-flush
handhole near the base designed to prevent loss of shaft strength and provided with matching
metal covers secured with stainless steel hex-head screws or bolts. The handholes shall be
located near the base and on the side of the shaft opposite approaching traffic. A grounding
nut or provision in the handhole frame for accommodating a threaded bolt for the purpose of
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-17
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
attaching a grounding connector shall be provided on the inside of the shaft. After
fabrication, the handhole shall have the mechanical strength of not less than the temper of the
material utilized for the manufacturer of the pole.
All shafts shall be round and tapered
All bolts, nuts, screws, and washers, but not including anchor bolts and unless otherwise
specifically designated herein, shall be stainless steel.
SPECIALIZED DOWNTOWN LIGHTING
Mounting heights for light fixtures shall be as shown on the plans and per Standard Details
TRAFFIC-61 (Downtown Pedestrian Lighting Standard) and TRAFFIC-61a (Downtown
Pedestrian Pole Mount Lighting Standard) and TRAFFIC-63 (Downtown Street Lighting
Standard).
All poles shall have standard aggregate, “Buff” color cement and finish #313, a clear acrylic
sealcoat applied per the manufacturer’s standard method. Finish shall be exposed.
All poles shall be designed for the street lighting luminaire with a minimum weight of 50
pounds and to withstand pressures caused by wind loads of 100-miles per hour with a gust
factor of 1.3.
All poles to be furnished shall maintain a minimum safety factor of 4.28 on yield strength of
weight load and 2.33 for basic wind pressure.
The shafts shall be provided with a handhole near the base designed to prevent loss of shaft
strength and provided with covers secured with stainless steel hex-head screws or bolts. The
handholes shall be located near the base and on the side of the shaft opposite approaching
traffic. A grounding nut or provision in the handhole frame for accommodating a threaded
bolt for the purpose of attaching a grounding connector shall be provided on the inside of the
shaft.
All shafts shall be round and tapered.
The poles shall be plumb with no shims. The poles shall be plumbed on leveling nuts
secured to the anchor bolts and locking nuts on top of the base flange. The side of the shaft
opposite the load shall be plumbed using the leveling nuts or as directed by the Engineer.
All bolts, nuts, screws, and washers, but not including anchor bolts and unless otherwise
specifically designated herein, shall be stainless steel.
All luminaire standards shall be labeled. The labeling shall consist of a 3 inch x 4 inch, 0.080
gauge aluminum plate epoxied to the curb side of the pole 18 inches above the base plate.
The numbers shall be 2 inches, non-reflective, black Series "C" pressure sensitive and shall
be mounted to the aluminum plate.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-18
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
DOWNTOWN STREET LIGHT STANDARDS:
All street light standards shall be constructed in conformance with Standard Detail No.
TRAFFIC-63 (Downtown Street Lighting Standard).
Concrete luminaire standards shall be provided where shown on the plans. The standard
shall be round, tapered pre-stressed concrete, anchor base spun hollow standards machine
made in steel molds by the centrifugal process. Cast-in threaded inserts shall be provided for
attachment of the street lighting luminaire and this detail shall be coordinated with the
luminaire manufacturer to ensure that the mounting bolts match the centers of the standard.
Aggregate shall be standard conforming to ASTM C33 and shall be uniformly graded from a
maximum size of ½ inch to 5% passing a #100 sieve. Cement shall conform to ASTM C150
Type I or Type III as the manufacturer selects. Water shall not contain quantities of alkalis,
oil or organic matter which shall be harmful to the quality of the concrete. Pre-stressing wire
shall conform to the ASTM A82 and reinforcing bar to ASTM A615. Reinforcing shall be
placed to assure that no cracking shall occur during normal handling. The minimum opening
for the raceway shall be 2 inches x 7 inches and the concrete cover over the pre-stressing wire
shall not be less than ½ inch.
The standard shall be cured with low pressure steam (175° F. maximum) for as long as
needed to reach a minimum compressive strength of 3500 psi before transfer of the pre-
stressing force.
A minimum 28 day compressive strength of 7000 psi after atmosphere curing shall be
required. The standards shall be Ameron Centrecon MBR#or prior approved equal.
DOWNTOWN PEDESTRIAN LIGHT STANDARDS:
All pedestrian light standards shall be constructed in conformance with Standard Detail No.
TRAFFIC-61 (Downtown Pedestrian Lighting Standard) and TRAFFIC-61a (Downtown
Pedestrian Pole Mount Lighting Standard).
Pedestrian lighting standards shall be installed as shown on the plans. They shall be
prestressed concrete, anchor base spun hollow standards machine made in steel molds by the
centrifugal process. Prestressing wire, caging and other reinforcement shall be placed in a
manner that assures no cracking during normal handling. The pole shall have a pole top
tenon for attaching the pedestrian luminaires. This detail shall be coordinated with the
pedestrian luminaire manufacturer to ensure a proper fit. The pole shall be base plate
mounted.
The pole shall be 18 feet in height, Ameron Victorian #VBR or prior approved equal.
The poles shall have 110 volt GFI Festoon outlets with covers.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-19
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
Concrete luminaire standards shall be provided where shown on the plans. The standard
shall be round, tapered pre-stressed concrete, anchor base spun hollow standards machine
made in steel molds by the centrifugal process. Cast-in threaded inserts shall be provided for
attachment of the street lighting luminaire and this detail shall be coordinated with the
luminaire manufacturer to ensure that the mounting bolts match the centers of the standard.
Aggregate shall be standard conforming to ASTM C33 and shall be uniformly graded from a
maximum size of ½ inch to 5% passing a #100 sieve. Cement shall conform to ASTM C150
Type I or Type III as the manufacturer selects. Water shall not contain quantities of alkalis,
oil or organic matter which shall be harmful to the quality of the concrete.
Signal Standard
A signal standard shall consist of the following components: a round tapered steel vertical
pole shaft, a round tapered horizontal mast arm, a davit style luminaire arm attachment,
anchor bolts with nuts, washers and all associated hardware.
The pole shaft and signal mast arm shall not vary in roundness more than 1/16 inch in straight
sections.
Longitudinal seam welds shall have full penetration for not less than 98% of their full length.
Butt welds in the shafts shall have back-up rings and full penetration for 100% of the
circumference. All welds shall be deburred.
Materials, construction and assembly techniques shall be as specified on Standard Plan No.
J-7a and the Detail Sheet as shown in the Plans. All materials shall be hot-dipped galvanized
after fabrication in accordance with ASTM A-123.
Design shall be in accordance with the requirements of the latest AASHTO Standard
Specifications for Structural Supports for Highway Signs, Luminaires and Traffic Signals and
the values on the Detail Sheet as shown in the Plans. Sizes on the Detail Sheet as shown in
the Plans shall govern in differences between the Standard Plan and the Detail Sheet as
shown in the Plans.
The following loads shall be used: dead loads shall consist of the weight of the signals and
signs times a safety factor of two; wind loads shall be taken as 30 PSF for the signals and
signs and 24 PSF for the supporting structure, (including the effect of gust and shape factors),
on the greatest area of signals, signs and structure in any elevation view; live load may be
omitted.
The vertical deflection at the free end of any cantilever arm to the dead load of the signals
and signs only shall not exceed two percent (2%) of the cantilever arm length. The horizontal
deflection perpendicular to the arm at the free end of any cantilever arm due to the design
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-20
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wind load on the signals and signs and structure shall not exceed five percent (5%) of the
cantilever arm length.
Complete calculations for structural design shall be submitted with the shop drawings for
approval before fabrication or ordering material. These calculations shall include the stresses
in the pole and cantilever arms, deflections at the free end of the cantilever, the attachment of
the signals and signs to the structure, the connection between the cantilever arms and vertical
pole, pole section at handhole, base plate, anchor bolts and foundations.
Pole Shaft
The round tapered pole shaft shall be made of one-ply, hot-rolled basic open-hearth steel.
Structural steel having a minimum yield point of 33,000 psi or more shall be used for all
structural parts and shall be galvanized after fabrication in accordance with ASTM A-123.
A flange plate shall be attached to the vertical pole shaft for the purpose of mounting the mast
arm. The flange plate shall be supported by side plates tangent to the shaft and gusset plates
on top and bottom. A 3-inch wire way hole shall be provided (matching the wire way hole in
the mast arm flange plate). Four holes for mounting the mast arm shall be drilled and tapped
for high tensile bolts.
Terminal cans shall be attached to the backside of the signal pole no lower than 7 feet high.
A 4-inch x 6½ inch reinforced hand hole frame and rain-tight cover shall be provided. The
frame shall be welded into the shaft 18 inch above the base plate on the opposite side of the
mast arm attachment. A grounding nut or provision for accommodating a threaded bolt or
stud shall be provided in the frame.
A second hand hole shall be provided and welded into the shaft directly opposite the mast
arm mounting plate. A J-hook wire support shall be provided inside the pole shaft between
the frame and mast arm mounting plate.
Vehicle Signal Mast Arm
The vehicle signal mast arm shall be sized as shown on the Plans.
A mast arm flange plate matching the pole shaft flange plate shall be welded to the mast arm
base segment. The flange plate shall have a hole cut in the center equal to the outside
diameter of the mast arm base. Mount the flange plate around the outside of the mast arm
base. To accommodate welding the flange to the mast arm leave a gap between the bottom
face of the flange and the bottom face of the mast arm. The gap shall be equal to the
thickness of the bottom face of the mast arm.
The flange plate shall be welded to the mast arm by two continuous arc welds, one on the
outside and the other on the inside. The outside weld shall be on top face of the flange plate.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-21
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The inside weld shall be in the gap between the bottom face of the mast arm and the inside
face of the flange hole. See WSDOT Standard Plan No. J-7a for welding details.
Four holes for high tensile bolts shall be drilled in the flange plate matching the four tapped
holes in the pole shaft mast arm mounting flange plate.
For the purpose of mounting the traffic signal displays, 2 inch couplings shall be welded to
the mast arm extension segment at the locations specified on the Detail Sheet as shown in the
Plans. A ½ inch diameter hole shall be drilled in each coupling to allow for the thru-bolt.
Signal Pole Anchor Base
A one-piece steel anchor base of the shape and size indicated on the Detail Sheet as shown in
the Plans shall be secured to the base of the pole shaft be two continuous arc welds. See
WSDOT Standard Plan No. J-7a for welding details.
Four holes sized to receive the anchor bolts shall be drilled in the base. Slotted holes ¼ inch
larger than the anchor bolt shall be permitted. Minimum bolt circle pattern shall be as
specified on the Detail Sheet as shown in the Plans.
Four high-strength anchor bolts A307 shall be furnished with each pole. Each anchor bolt
shall have an “L” bend at the bottom end or multiple anchor plates per the manufacturers
recommendation, and shall have 7-inch minimum thread on top. Anchor bolt dimensions
shall be per Detail Sheet as shown in the Plans or per Manufacturer's recommendations
whichever is larger. All anchor bolts shall be furnished with 2 heavy hex nuts, two standard
washers, bolt covers and provisions for mounting with stainless steel screws. Threaded ends
of bolts, nuts and washers shall be galvanized in accordance with ASTM A-123.
Luminaire Attachment
Unless otherwise indicated in the plans all traffic signal poles shall be equipped with davit
style luminaire arms as shown on the Detail Sheet as shown in the Plans. The davit style arm
shall be secured to the top of the pole shaft using a cone reducer providing a flush, smooth
transition. From the cone reducer the luminaire shaft shall be continuously tapered at the
same rate as the pole shaft while incorporating a 5-foot, 9-inch radius bend at the end. A pipe
tenon of the diameter and length specified for the luminaire shall be provided in the end of
the davit arm. The tenon shall be two degrees above level.
9-29.6(1)C WRAPPING New Section
The shaft and bracket arm assembly shall be entirely wrapped with a heavy, water-resistant
paper for protection during shipment. Any marks or stain resulting from wrapping materials
shall be cause for rejection. Scratching, marking, denting, or other damage to poles and
fittings at the point of delivery shall also be cause for rejection.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-22
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
9-29.6(2)A ANCHOR BASES New Section
A one-piece anchor base of adequate strength, shape, and size shall be secured to the lower
end of the shaft so that the base shall be capable of resisting the bending movement of the
shaft at its yield-strength stress. The base shall be provided with four (4) slotted or round
holes to receive the anchor bolts. Bolt covers shall be provided with each pole.
9-29.6(4) WELDING Supplement
All welds shall be deburred.
9-29.6(5) FOUNDATION HARDWARE Supplement
Four high-strength steel anchor bolts, as shown on the Standard Detail No.TRAFFIC-49
(Luminaire Pole) shall be furnished with the poles. Each anchor bolt shall have an “L” bend
at the bottom end and threaded at the top end. Threaded ends and all nuts and washers shall
be hot-dipped galvanized. The anchor bolts shall be capable of resisting at yield-strength
stress the bending movement of the shaft at its yield-strength stress.
9-29.7 LUMINAIRE FUSING & ELECTRICAL CONNECTIONS Supplement
AT LIGHT STANDARD BASES, CANTILEVER BASES
AND SIGN BRIDGE BASES
Luminaire fusing and electrical connections at light standard bases shall also conform to
Standard Detail No.TRAFFIC-50 (Uniform Luminaire Wiring). Fuses shall be Bussmann
KTK or approved equal.
Fuse connector kits shall be SEC Model 1791-SF (2 each) or approved equal.
Connector kits to connect luminaires to the system in the junction box shall be SEC Model
1791-DP, or approved equal.
9-29.9 BALLAST, TRANSFORMERS Supplement
The luminaire shall contain an integral high-power factor-regulator ballast suitable for 240-
volt operation with a 10% voltage variation. The ballast shall be prewired to the lamp socket
and terminal board, requiring only connection of the power supply leads to the terminal
board.
9-29.10 LUMINAIRES Supplement
The luminaires shall be a flatglass high-pressure sodium fixture. The luminaire housing shall
contain the ballast and be bracket arm mounted. The entire power door assembly shall be
quickly and easily removable and replaceable through the use of quick disconnect plugs.
Each fixture shall include the ballast and high-pressure sodium lamp.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-23
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
The luminaire fitter clamp shall be capable of adapting to a 1¼ inch through 2 inch pipe-size
mounting brackets without the need of separate mounting parts or rearrangement of mounting
components. Leveling and clamping of the luminaire to the bracket shall be accomplished by
the tightening of 4 bolts accessible internally. The reflector shall be secured to the upper
housing and shall contain an EPT rubber gasket for sealing between the reflector and lens.
The optical assembly shall contain an activated charcoal filter to filter out contaminants in the
air. The socket shall be adjustable for Type II and Type III distribution patterns. All
luminaires shall be cutoff units for glare control.
A three-wire electrical service shall be used at 120/240 volts, 60 Hz AC. The Contractor
shall have the service inspected by the Department of Labor and Industry and coordinated
with the Power Company to have the service installed.
Four 250 watt, clear burning, high-pressure sodium light source rated at a minimum of
50,000 initial lumens with an average rated life of 24,000 hours shall be used on traffic signal
standards at intersections.
Clear burning high-pressure sodium light sources of the ratings shown in the lighting schedule
shall be used where indicated on the Plans.
All luminaires shall be high-pressure sodium, medium cutoff type III units as manufactured
by General Electric or approved equal as listed in the following table.
Wattage ANSI Lamp Type G.E. Part Number
100 S54 M2AC10S3M1GMC32
150 S55 M2AC15S3M1GMC32
250 S50 MDCL25S3M12FMC32
400 S51 MDCL40S3M12FMC32
NOTE: 250-watt luminaries shall be provided on traffic signal standards unless otherwise
specified.
DOWNTOWN STREET LIGHTS:
Round Arm Mount – “Hockey Style”
Luminaires shall be round with formed and welded aluminum housing and bracket arm. The
lens shall be plain, flat, heat and impact resisting glass in a mitered extruded aluminum
neoprene gasketed frame. Reflectors shall be provided and the lamp position selected such
that the luminaire produces an IES-ANSI Medium Type II distribution with essentially
complete light cutoff above 75° from Nadir when operated with a high pressure sodium lamp,
E-23½.
The luminaire housing shall contain the ballast and be bracket arm mounted. The ballast
shall be quad rated 120/208/240/277 volt ±10 percent and be of the auto-reg. design. The
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-24
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ballast shall be suitable for operating a 400 (250) watt high pressure sodium vapor lamp per
ANSI #S55 (S50). The luminaire shall be bolted to the standard by means of cast-in inserts
and this detail shall be coordinated with the standard manufacturer to ensure proper fit. The
complete luminaire assembly shall have a bronze alkyd melamine baked enamel finish. The
luminaire shall be a 400 Watt HPS KIM CCS25A3 full cuttoff or approved equal.
DOWNTOWN PEDESTRIAN LIGHTS:
Pedestrian luminaires shall be one piece molded with refractor globe. Type-III reflectors
shall be provided and the lamp position selected such that the luminaire produces an IES-
ANSI III distribution when operated with a 100 watt high pressure sodium lamp, ED-17.
The luminaire housing shall contain the ballast. The ballast shall be multi tap ± 10 percent
and be of the mag-regulator design. A banner arm shall be provided and mounted opposite
the luminaire. The luminaire and banner arm shall be pole top mounted to the concrete
lighting standards. The luminaire manufacturer shall coordinate this detail with pole
manufacturer to ensure a proper fit. The ballast shall be suitable for opening a 100 watt high
pressure sodium lamp, ANSI ED-17. The luminaire shall be Kim Lighting Model No. BE-
21V3 or approved equal.
The color of the finish coat on the luminaire, when dry, shall match RAL 6004, in accordance
with the RAL Institute standard color chart.
9-29.11(2) PHOTOELECTRIC CONTROLS Supplement
The photoelectric control shall be SST-IES or approved equal.
9-29.12(1) ILLUMINATION CIRCUIT SPLICES Supplement
Approved copper splice “C” crimp connectors shall be used to connect bonding wires.
9-29.12(2) TRAFFIC SIGNAL SPLICE MATERIAL Supplement
Loop Lead-in wires shall be spliced at the junction box; with a waterproof splice leaving 10
feet each of loop wire and loop lead-in cable for future work. The connection shall be made
using compression sleeves sealed with 2” rubber mastic tape, type 3M 2228 or approved
equivalent.
9-29.12(3) SEALANTS New Section
Loop sealant manufactured by CrafcoTM or approved equivalent shall be used to imbed the
loop wire into the pavement and fill the sawcut to within 1/16 inch of the top of the pavement.
Loop Sealant shall be:
1. MSI 34271
2. Max Cutter Seal No. 3
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-25
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
3. 3M Black 5000
Installation shall conform to the manufacture recommendations.
9-29.13 TRAFFIC SIGNAL CONTROLLERS Supplement
General
The contractor shall furnish and install one Type “P” traffic signal controller cabinet as
manufactured by Econolite. The controller shall be a fully actuated NEMA TS2, Type 1, Full
8 phase controller, Econolite ASC/3 2100 model number with the ability to provide either
sequential or concurrent timing operations. It shall be capable of operating as a fully
actuated, semi-actuated, or pre-timed unit. The controller will come complete with the
functions, features, and accessories specified herein.
The traffic controller shall have the following features:
Data Key Module
Ethernet Support
Keyboard Entry
Backup Timing Prom
Solid State Circuitry
Digital Timing
Pedestrian Timing
Manual Control Circuit
Stop Time
Hold by Phase
Check Circuit
Force Off
Phase Omit
Specific Power Failure Operation
Coordination Ability
Internal Emergency Preemption (6 ea.)
Internal 52 Week Time Base Coordination
Phase Recall (min, max I, max II & ped)
Call to Non-Actuated 1 & 2
Locking or Non-Locking Vehicle Detection
Exclusive Phase Selection
Dual Entry
Conditional Service
Four Programmable Overlaps
Selective Restart Procedure
Internal Detector Delay and Extension
Phase Rotation
Telemetry Module
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-26
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
Asynchronous Communications Port
The traffic signal controller shall meet or exceed the requirements of Section 14 of the
National Electrical Manufacturers Association (NEMA) Standard Publication No. TS 2-1992,
and all other sections not in conflict with this section.
All integral functions necessary for employment of special features and trouble shooting,
such as manual circuit, stop time, hold, etc., shall be accessible outside the controller and
terminated on a terminal strip or similar device.
All active devices used for logic timing or control functions shall be solid-state design and
shall be sufficiently derated to insure no material shortening of life under conditions of
maximum power dissipation at maximum ambient temperatures.
Individual components shall be grouped and soldered to epoxy glass printed circuit boards
with two-ounce or better copper track, forming modular plug-in assemblies, internal to the
controller. These assemblies, when collectively grouped, shall have a mean-time-before-
failure of not less than 3 years. The design life of individual components less than 24 hours
per day operation in the circuit application shall not be less than 5 years.
The controller shall be designed with slide-ways and positive locking devices, to insure
proper pin alignment and pin contact area.
The controller's timing, decision-making, and control elements shall utilize a stored program
microcomputer. The microcomputer system shall encompass, but not be limited to:
Micro-processor unit (MPU);
Programmable read-only memory (PROM) and random access memory (RAM),
which together store the computer programs and data necessary to operate the MPU;
PROM containing backup signal timing data.
All electronic components used in the controller and the cabinet including PROM's or ROM's
shall be available through local distributors, local manufacturers' outlets, or local jobbers.
The control equipment manufacturer shall not be the only source of any electronic device or
component used in the equipment.
An indicator panel formed of liquid crystal arrays shall be provided and labeled on the
controller front to give a visual indication as to the operation of the controller. They shall be
commercially available and have a minimum design life 20,000 hours.
The front panel display shall indicate which phases are in use and which phases will be
serviced next. It shall show which intervals are being timed to include minimum green,
vehicle interval, yellow clearance, red clearance, walk or pedestrian clearance. It shall show
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-27
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the presence of a vehicle call and the presence of a pedestrian call. The reason for the
termination of a green shall be shown whether it be gap out or maximum time out. Finally, it
shall show if the controller is in the rest state.
The regulated power supply shall be designed to generate the voltage required for operation
of the controller.
A time base coordinator shall be provided internal to the controller that shall provide
coordination for the NEMA 8-phase traffic controller on a 52-week schedule. This schedule
shall be programmable by day of year, hour of day, minute of the hour and second of the
minute. Further, it shall be programmable to automatically adjust for time changes, due to
the transition caused by daylight savings time. 160-programmed events shall be available for
execution during a 52-week program period. These events shall include 16 separate day
programs, 10-week programs and 36 exception days. Further, these plans shall provide for 4
separate cycle lengths, 4 separate splits per cycle, split and offset shall be 0-255 seconds, in
1-second increments. The time base coordinator shall have programmable resync time,
which can be set to any value from 00:00 to 23:59.
The coordinator shall provide a minimum of 12 programmable outputs to and from the local
controller, which can be used for such things as: force off, hold, phase omit, ped omit, dial,
offset and sync commands. These system outputs shall be assignable by phase. Further,
these outputs to the local controller shall be disabled when a preemption command is input
into the local controller.
The coordinator shall be programmed through the use of an integral front panel keyboard and
be provided with clearly written programming instructions, which have been laminated with
plastic to insure durability in the field. Once programmed, the coordinator unit and the local
controller. The controller, coordinator and timebase clock shall also have the capability to
download its data to another similar unit by the use of hand held data transfer module or
portable computer. The date in the coordinator shall be protected from loss through the use
of a battery backup, which shall last for a minimum of 60 days. The accuracy of the clock
shall be within 1 second a year. The transfer to battery power and return to AC power shall
be automatic and without interruption.
The recharging of the battery shall be automatic. Battery operation shall not accumulate an
error greater than .005% over 100 hours of battery operation.
The controller unit shall have a set of backup timing parameters resident in the nonvolatile
PROM at all times and this data shall be accessible from the keyboard.
The asynchronous communications port and the telemetry module shall be able to operate
simultaneously without any interruption in service or function of either feature.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-28
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
Auxiliary Equipment
Load switches shall meet all NEMA specifications. They shall use modular solid-state relays
and have status indicators for each input & output. They shall be interchangeable. The load
switches shall be rack mounted and supported to relieve tension on the connections. Load
switches shall be provided for all load bays. The cabinet shall be furnished with a 16-
position load bay.
The interior cabinet light shall be 20-watt fluorescent with main door switch that will turn on
when door is opened and off when closed.
Controller Cabinet
The encased controller shall be furnished in an aluminum weatherproof, Type “P”, outdoor
cabinet, with shelves of sufficient size to easily house the controller, loop detector units, a
Malfunction Management Unit, Opticom phase selectors, harnesses, etc., without utilizing
the floor of the cabinet. The cabinet shall be clean-cut in design and appearance. The finish
shall be Polished Aluminum. The cabinet shall be equipped for foundation mounting, with
anchor bolts, nuts and washers. The cabinet shall be provided with 2 keys for each lock,
cored for 6 tumbler Best Locks. Hinges, handle and hardware shall be stainless steel.
The controller cabinet shall have the following appurtenances:
Auxiliary Panel
Police Panel
Vent Fan and Filtered Air Intake
Solid State Flash Unit (two circuit)
NEMA Malfunction Management Unit (MMU)
Power Panel Assembly
Stop Time Enable and Bypass Switch
Convenience Outlet
Fluorescent Light and Door Switch
Line Filter
Loop Amplifiers
Surge Protector
Load Switches
Field Terminal Labels
Emergency Vehicle Preemption
Telemetry Interface Board and Module
Device Labeling
Display Panel
Schematics and Manuals
There shall be 2 neutral buss bars, one on each side of the cabinet.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-29
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
A terminal block shall be provided for the pedestrian common with a minimum of 8
termination points.
The controller subassemblies shall be neatly and systematically arranged and labeled, to make
possible a thorough inspection while the controller is operating in accordance with its normal
function.
The cabinet shall have a pullout computer shelf, 16 inches wide & 12 inches deep centered
under the lower shelf.
Auxiliary Panel
The auxiliary panel shall contain an Auto-Flash switch which, when placed in the “Flash”
position, operates as the switch in the police panel, except that it shall not stop time the
controller. A second switch shall be a Controller Power On-Off switch. A third switch shall
be the Stop Time switch, which shall cause the controller to stop time when activated. The
three-position switch shall function such that in the up position, if the MMU puts the
intersection on flashing, the controller is stop timed. In the down position the controller is
manual stop timed. The center position of the 3-position switch shall be MMU stop time by-
pass, allowing the controller to resume all timing functions.
Main Door and Police Panel
The main door of the cabinet shall include a 2-position bar stop. The door shall be secured
with a standard City of Auburn Best Six tumbler mortise cabinet lock with dead bolt. The
main door shall also contain a police door with a conventional police lock. Inside the police
panel there shall be a signal on-off switch, which shall prohibit any signal display on the
street but will allow the control equipment to operate when placed in the “off” position. A
second switch shall be the Auto-Flash switch. When placed in the “Flash” position, puts the
system into flashing mode. Controller power shall remain “on” and controller shall stop
time. A door interlock switch shall be installed, and wired to the Alarm 2 function, such that
when the police door is open it will be recorded as an Alarm 2 event.
Power Panel Assembly
The power panel shall be covered by an easily removable, clear plexiglass cover.
Convenience Outlet
Two convenience outlets shall be furnished in the cabinet. The outlets shall be mounted one
on each side of the cabinet near the top shelf, not on the door. The outlet mounted on the
right side shall be a ground fault interrupter.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-30
Ref.: H:\DEVELOPMENT\Manuals\Current Manuals\2009 Construction Standards\Division 9 (06-09).doc
Loop Amplifiers
The loop detector racks shall provide for 16 channels of detection and there shall be a loop
amplifier in each position. Two channel loop amplifiers are required.
Surge Protector (Lightning Arrestor)
The cabinet shall have an input voltage surge protector that shall protect the controller power
supply input from any voltage surges that could damage it. This shall be provided in addition
to the power panel surge protector.
Field Terminal Labels
Field terminals shall be labeled with City of Auburn numbering as well as manufacturers.
Device Labeling
Every module or device shall have affixed thereto; permanent nametags or nameplates stating
the component's function within the composite signal control system. Specifically each loop
detector unit shall be labeled, so as to indicate the loop numbers connected to each channel.
The front of the shelf where each item is to be placed shall have a similar label so those items
can be replaced during maintenance in an expedient fashion.
Schematics, Software and Manuals
The controller cabinet shall have a waterproof envelope with a side access attached to the
inside of the cabinet door. At the time of delivery, the envelope shall have one complete set
of schematics and manuals for each assembly and subassembly located in the cabinet, and a
complete wiring diagram for the cabinet and the controller assembly. In addition, a duplicate
copy of the above shall be provided to the City of Auburn Traffic Engineering Section.
Using included software on an IBM-PC compatible computer, it shall be possible to display
an intersection condition diagram, which shall be created using separate custom graphics
program (not in contract) to show real-time operation of each local controller in the telemetry
system. Automatic logging of system operation program changes, alarms and events to the
remote computer, shall be provided. Automatic logging of data from system detectors to the
remote computer shall be provided. The provided software shall be the current edition of
Econolite Aries Signal System monitoring program, or fully compatible equivalent.
9-29.13(3) EMERGENCY PREEMPTION Supplement
Emergency Preemption System equipment shall be compatible with the operational
requirements of the existing Opticom brand (3M Company) emitters, detectors, and phase
selectors owned by the City.
DIVISION 9: MATERIALS
Revised 06/2009 Engineering Construction Standards 9-31
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9-29.16(2) CONVENTIONAL TRAFFIC SIGNAL HEADS Supplement
Signal head housing, doors, elevator plumbizer and brackets shall be powder-coated traffic
signal green. The inside of the visors shall be flat black on vehicular signals. Vehicular
signal head housings shall be sectional, cast aluminum, and be weather-tight and shall utilize
vaned aluminum backplates. They shall be designed to withstand winds of 80 MPH with a
0.25 gust factor without permanent distortion or failing (torque at attachment of 6,000 pound-
feet).
Elevator plumbizer shall be cast bronze. Vehicle signal head housings shall be rigid mount
type M.
Lamps for vehicle signal heads shall be LED meeting the ITE (Institute of Traffic Engineers)
compliance and shall be certified in the Intertek Traffic Signal Modules Certification
Program and labeled accordingly. The LED’s shall have a 60 month manufactures warranty.
The LED shall be Dialight Light Emitting Diode (LED) or approved equal. Part numbers for
Dialight LEDs are as follows:
Size Description Part Number
12 inch RED Ball 433-1210-003
12 inch AMBER Ball 433-3230-001
12 inch GREEN Ball 433-2220-001
12 inch RED Arrow 432-1314-001
12 inch AMBER Arrow 431-3334-001
12 inch GREEN Arrow 432-2374-001
12 inch GREEN/AMBER Arrow 430-6370-001
9-29.18 VEHICLE DETECTOR Supplement
Vehicle Detectors shall be 2 channel rack mount style and compliant with NEMA TS1 and
TS2 standards. They shall be capable of auto tuning and be able to withstand temperatures
ranging from minus 40 degrees to plus 80 degrees C. They shall have a minimum of 15
sensitivity levels, 4 frequencies plus sequential scanning to avoid crosstalk, and have pulse
and short and long presence modes. They shall have separate detect and fault LED’s on the
front face.
9-29.19 PEDESTRIAN PUSH BUTTONS Supplement
The Pedestrian Push Button Assembly shall be a Style H with a Chrome Mushroom Plunger,
DCC 500 manufactured by H.D. Campbell Company, 1486 NW 70th Street, Seattle, WA
98117. See Standard Detail No. TRAFFIC-46 (Pedestrian Push Button Detail).
DIVISION 9: MATERIALS
Revised 12/2013 Engineering Construction Standards 9-33
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Progress\Division 9 (12-13) Clean.doc
9-29.26 TRAFFIC SIGNAL BATTERY BACKUP SYSTEM New Section
All traffic signal battery back-up power units shall employ a 24 Volt DC battery system. 12
and 48 Volt battery configurations will not be accepted.
All battery backup power units shall utilize the Dimensions Inverter/Charger unit, complete
with associated remote control display panel.
Batteries shall be connected utilizing approved quick-connect modular battery connectors.
Battery connection scheme must provide a “Hot-Swap” capability during operation. Battery
cable sizing shall be appropriate for the type and quantity of batteries supplied.
Batteries shall be 12 Volts DC, 100 Amp Hour minimum, Absorbed Glass Mat type, Group
27. Batteries shall meet or exceed Specification MIL B-8565J (Sec 4.6.22). The quantity of
batteries to be supplied shall be four batteries.
All battery backup power units shall possess an AC voltage bypass/disconnect switch or relay.
The bypass/disconnect method shall couple the normal AC power source directly to the signal
controller cabinet, while completely isolating the inverter/charger unit from the circuit.
All battery backup power units shall possess a 0-4 hour Time Delay Relay, with both “delay
on make” and “delay on break” contact sets. This relay shall be energized upon loss of AC
input power, or “Inverter On” condition. Relay contacts must be easily accessible, and clearly
labeled.
Cabinets shall be equipped with thermostatically controlled fan ventilation.
Equipment supplied shall be the pre-approved model listed below, or approved equal.
Manufacturer/Vendor Model/Type
Rhino(Brownfield)
Manufacturing, Inc.
BMI-7000 Traffic Light Backup Power
Unit
Installation/Cabinet Mounting Style:
Traffic UPS Cabinets shall not exceed 30 inches in width and 18 inches in depth. Cabinet
height shall be sufficient to accommodate the quantity of batteries required by the contract, or
specified by the project engineer. Installation shall be performed in accordance with City of
Auburn Construction Standards.
DIVISION 9: MATERIALS
Revised 12/2013 Engineering Construction Standards 9-34
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-3 Current Working Files\2.3.3 Revisions in
Progress\Division 9 (12-13) Clean.doc
9-30 WATER DISTRIBUTION MATERIALS
9-30.1(1) DUCTILE IRON PIPE Supplement
All ductile iron pipe used on this project shall be “Special Class 52”, except pipe to be joined
using bolted flange joints shall be “Special Class 53”.
9-30.2(1) DUCTILE IRON PIPE Supplement
All pipe fittings, adapters and joints for ductile iron pipe shall be ductile iron designed to
AWWA Specification (unless otherwise approved in writing by the Engineer) with sufficient
tangent at the ends to allow for proper joint connections and shall be coated to give protection
to them equal to that given the pipe. Field fabrication fittings will not be permitted. Flexible
couplings shall be of the style as required for specific application.
9-30.2(6) RESTRAINED JOINTS Supplement
Restrained joint (R.J.) pipe and fittings, where shown on the Plans, shall be suitable for 350
psi working pressures and be US Pipe TR Flex or American Pipe Flex-Ring. Pipe
manufacturer restrained joints using exposed bolts in the thrust restraint assembly and
restraining systems using set screws, anchor lugs, wedges, or other friction devices will not be
considered equal to the systems listed. All welding associated with the restraint system shall
be performed in the pipe manufacturer’s shop. No field welding will be permitted.
9-30.3(1) GATE VALVES (3-inches to 16-inches) Replacement
Resilient wedge gate valves shall be used on all 12” and smaller water lines and shall be
manufactured by Clow, American Darling, Waterous, Dresser M & H or Mueller with epoxy-
coated valve interiors. The valves shall conform to ANSI/AWWA Specifications C-509 with
a 200-psi working pressure rating. They shall be iron bodied, bronze-mounted, non-rising
stem and counterclockwise opening with a 2 inch square operating nut. All valves on the fire
hydrant line(s) shall be 6-inch diameter mechanical joint by flange. All other valves shall be
either mechanical joint by flange or Mechanical joint shackled to tees or crosses. Valve stems
shall be provided with O-ring seals.
9-30.3(3) BUTTERFLY VALVES Supplement
Butterfly valves conforming to AWWA Specification C-504, Class 150 B shall be used on all
14 inch and larger water mains. They shall have Mechanical joint ends and be rated at 150 psi
working pressure. Operator shall have standard AWWA 2 inch square nut.
9-30.3(4) VALVE BOXES Supplement
Valve boxes shall be two-piece, adjustable, cast-iron (with additional extension pieces, if
necessary), as manufactured by the Olympic Foundry Company, or equal, with a minimum
DIVISION 9: MATERIALS
Revised 9/4/2014 Engineering Construction Standards 9-35
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-3 Current Working Files\2.3.1 Part 1 - Special
Provisions\Division 9 (09-14).doc
inside diameter of 5 inch. The word “WATER” shall be cast in relief on the top of all valve
box covers. In addition, the letters “NC” shall be cast in place on valve box covers for those
valves that are normally closed. Valve box covers shall be of a design and thickness so
traffic will not allow them to be flipped out.
9-30.3(8) TAPPING SLEEVE AND VALVE ASSEMBLY Supplement
Tapping sleeves and valves shall conform to the following:
1. For wet taps on mains 12 inch diameter and larger or size-on-size, the tapping sleeve
shall be the full M.J. type, cast-iron, twin seal as manufactured by Mueller, Tyler,
Taylor, M & H, or epoxy-coated fabricated-steel, as manufactured by JCM,
Rockwell or equal;
2. For wet taps on mains 10 inch diameter and smaller, or at least 2 inch diameter
smaller than the main size, the tapping sleeve shall be the wraparound style, stainless
steel or epoxy-coated fabricated-steel, or cast-iron M.J. as manufactured by Romac,
Ford, M & H, Rockwell, Smith Blair, or equal.
9-30.5 HYDRANTS Supplement
Fire hydrants shall have two 2½-inch hose ports (National Standard Thread) and one 4½-inch
pumper port (National Standard Thread) with caps and no chains, 1¼ inch pentagonal
operating nut (counterclockwise) opening, O-ring-type stuffing box, automatic barrel drain,
and 5¼ inch valve opening. Hydrants shall be equipped with a 5” Storz adapter with blind
cap, or approved equal, where required by the Fire Department. Hydrants shall conform to
the latest revision of AWWA Standard Specification No. C-502 for dry-barrel fire hydrants
for ordinary water service. Hydrants shall be Mueller “Centurion” #A-423, M & H Style 929
Resilient (Brass-to-Brass Seats), or American AVK 2780.
9-30.6 WATER SERVICE CONNECTIONS (2-INCHES & SMALLER)
9-30.6(1) SADDLES Replacement
(July 2014, City of Auburn)
Saddles for 1 inch, 1½ inch, and 2 inch pipe taps shall be epoxy-coated ductile iron, with
double stainless steel straps and cemented in place neoprene gaskets. Saddles shall have
I.P.S. female threads.
9-30.6(2) CORPORATION STOPS Supplement
(July 2014, City of Auburn)
Corporation stops for 1 inch service shall have AWWA tapered thread inlets for insertion
directly into the pipe main and the outlets shall have a compression connection suitable for
connecting to Type K copper tubing per Section 9-30.6(3)A (Copper Tubing). Corporation
stops shall be Mueller B-25008N, Ford FB1000-4-Q-NL or approved equal for 1 inch
service.
DIVISION 9: MATERIALS
Revised 9/4/2014 Engineering Construction Standards 9-36
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-3 Current Working Files\2.3.1 Part 1 - Special
Provisions\Division 9 (09-14).doc
The City allows 1 inch corporation stops to be installed with saddle at the pipe main. If a
saddle is used, corporation stops shall be Mueller B20013N with H-15451N outlet coupling
or Ford FB500-4-NL with C14-44-Q-NL outlet coupling, or approved equal for 1” service.
Corporation stops for 1½ inch, and 2 inch services shall be installed with saddle at the pipe
main. Corporation stops shall be Mueller B-2969N with H-15451N outlet coupling or Ford
FB500-6-NL with C14-66-Q-NL outlet coupling or approved equal for 1½ inch service.
Corporation stops shall be Mueller B-2969N with H-15451N outlet coupling or Ford FB500-
7-NL with C14-77-Q-NL outlet coupling or approved equal for 2 inch service. Outlet
coupling shall be suitable for connecting to Type K copper tubing per Section 9-30.6(3)A
(Copper Tubing) or high density polyethylene (HPDE) SDR-9 (in copper tube size).
9-30.6(3) SERVICE PIPES Supplement
(July 2014, City of Auburn)
The City allows Type K copper tubing for all water service connections. For 1½ inch and 2
inch service, high density polyethylene (HPDE) SDR-9 (copper tube size) with stainless steel
liners in all couplings and wrapped with a #10 insulated copper tracer wire is acceptable.
9-30.6(5) METER SETTERS Supplement
(July 2014, City of Auburn)
Meter yokes shall be equal to the following:
A. 1 inch service meter yokes shall have multi-purpose threaded ends, lock wing angle
ball valve and angle dual check valve. Meter yokes shall be Mueller B-2404R-2N
reduced port with H-14222N inlet and H-14227N outlet couplings or approved
equal. Contractor shall provide meter adapters for replacement projects. Meter
adapters shall be Mueller H-10879 5/8 inch x ¾ inch x 1 inch for ¾ inch meters, or
equal.
B. 1½ inch and 2 inch service meter yokes shall have F.I.P. threaded ends, lock angle
ball valve, angle dual check valve, and bypass with lock wing ball valve and check
valve.
C. 1½ inch service meter yokes shall be Mueller B-2423-2N with H-15428N outlet
coupling or Ford VBHH76-12BHC-11-66-NL with C84-66-Q-NL outlet coupling
or approved equal.
D. 2 inch service meter yokes shall be Mueller B-2423-2N with H-15428N outlet
coupling or Ford VBHH77-12BHC-11-77-NL with C84-77-Q-NL outlet coupling
or approved equal.
E. All meter yokes shall be set with a spacer pipe with hole drilled in pipe. Do not
install gaskets with spacer pipe.
9-30.6(5)A CURB VALVES New Section
(July 2014, City of Auburn)
Curb valves shall be straight ball-type, having outlets suitable for connecting to bronze
threaded nipples per Section 9-30.6(6) (Bronze Nipples and Fittings) and equal to the
following:
DIVISION 9: MATERIALS
Revised 9/4/2014 Engineering Construction Standards 9-37
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-3 Current Working Files\2.3.1 Part 1 - Special
Provisions\Division 9 (09-14).doc
A. 1-inch service: curb valves shall be Mueller B-20200N with H-15428N inlet
coupling or Ford B11-444W-NL with C84-44-Q-NL inlet coupling suitable for
connecting to Type K copper tubing per Section 9-30.6(3)A (Copper Tubing);
B. 1½ inch service: curb valves shall be Mueller B-20200N with H-15428N inlet
coupling or Ford B11-666W-NL with C84-66-Q-NL inlet coupling suitable for
connecting to Type K copper tubing per Section 9-30.6(3)A (Copper Tubing) or
high density polyethylene (HPDE) SDR-9 (in copper tube size);
C. 2 inch service: curb valves shall be Mueller B-20200N with H-15428N inlet
coupling or Ford B11-777W-NL with C84-77-Q-NL inlet coupling suitable for
connecting to Type K copper tubing per Section 9-30.6(3)A (Copper Tubing) or
high density polyethylene (HPDE) SDR-9 (in copper tube size);
D. Locate curb valves in the meter boxes where possible and 1 foot outside the meter
boxes where the inside room is not available.
9-30.6(7) METER BOXES Supplement
(July 2014, City of Auburn)
Meter boxes shall be the following:
A. Boxes for 1 inch service shall be Raven RMB 13”x24”x12” or Mid-States Plastics
BCF Series MSBCF-1324-12. Lids shall be ductile or cast iron reader cover with 2
inch AMR port. Traffic rated cover shall be used in areas of vehicular traffic or as
required by the Engineer;
B. Boxes for 1½ inch and 2 inch services shall be Raven RMB 17”x30”x12” or Mid-
States Plastics MSBCF-1730-12. Lids shall be ductile or cast iron reader cover with
2 inch AMR port. Traffic rated cover shall be used in areas of vehicular traffic or as
required by the Engineer.
9-30.6(8) SHUT-OFF VALVES New Section
(September 2014, City of Auburn)
Private shut-off valves shall be straight ball-type with lever handle, having outlets suitable
for connecting to bronze threaded nipples per Section 9-30.6(6) and equal to the following:
A. 1 inch, 1 ½ inch, and 2 inch shut-off valves shall be Mueller B-20200N with
B-202989900 short handle, or equal.
B. Shut-off valves shall be provided with ADS riser pipe and cap.
9-36 FILTER FABRIC
9-36.1 FILTER FABRIC FOR INFILTRATION SYSTEMS New Section
Filter fabric for permanent infiltration systems shall be a non-woven polypropylene
geotextile fabric, Contech C45-NW as manufactured by Contech Construction Products Inc.,
or equivalent.
DIVISION 9: MATERIALS
Revised 9/4/2014 Engineering Construction Standards 9-38
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-3 Current Working Files\2.3.1 Part 1 - Special
Provisions\Division 9 (09-14).doc
END OF DIVISION 9
SECTION II: STANDARD DETAILS TABLE OF CONTENTS
Revised 7/2014 .............................. City of Auburn Engineering Construction Standards.......................... i
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-2 Revisions Issued\Revision 5 - 07 2014\Section II Table Of Contents (7-14).docx
ENGINEERING CONSTRUCTION STANDARDS
STANDARD DETAIL NAME STANDARD DETAIL NUMBER
GENERAL
BANNER DETAIL ................................................................................................................................................ GENERAL-01
TEMPORARY CONSTRUCTION SITE SIGN BOARD (4’ X 4’) ....................................................................... GENERAL-02
TEMPORARY T.I.B. CONSTRUCTION SITE SIGN BOARD (4’ X 4’) ............................................................ GENERAL-02a
TEMPORARY H.U.D. CONSTRUCTION SITE SIGN BOARD (4’ X 4’) .......................................................... GENERAL-02b
TEMPORARY CONSTRUCTION SITE SIGN BOARD (4’ X 8’) ....................................................................... GENERAL-03
ROCK WALL DETAIL ......................................................................................................................................... GENERAL-04
CITY TELECOMMUNICATIONS SPLICE VAULT DETAIL (Sheet 1 of 2) ..................................................... GENERAL-05
CITY TELECOMMUNICATIONS SPLICE VAULT DETAIL (Sheet 2 of 2) ..................................................... GENERAL-05a
CITY TELECOMMUNICATIONS PULL BOX DETAIL (Sheet 1 of 2) ............................................................. GENERAL-06
CITY TELECOMMUNICATIONS PULL BOX DETAIL (Sheet 2 of 2) ............................................................. GENERAL-06a
EROSION
TEMPORARY CONSTRUCTION ENTRANCE .................................................................................................. EROSION-01
SMALL SITE TEMPORARY CONSTRUCTION ENTRANCE .......................................................................... EROSION-01a
TEMPORARY CONSTRUCTION EXIT WITH TIRE WASH PAN ................................................................. EROSION-02
SILT CONTROL FENCE ...................................................................................................................................... EROSION-03
CATCH BASIN PROTECTION ............................................................................................................................ EROSION-04
ALTERNATE CATCH BASIN PROTECTION .................................................................................................... EROSION-04a
GRAVEL FILTER BERM ..................................................................................................................................... EROSION-05
STRAW AND HAY BALE BARRIER ................................................................................................................. EROSION-06
SMALL LOT, SITE EROSION CONTROL PLAN ............................................................................................... EROSION-07
TRAFFIC
BUMPER CURB DETAIL ..................................................................................................................................... TRAFFIC-01
STREET RIGHT-OF-WAY PIPE TRENCH BACK FILL & PAVEMENT RESTORATION ............................. TRAFFIC-02
TYPICAL PIPE TRENCH DETAIL ...................................................................................................................... TRAFFIC-03
TELECOMMUNICATION CORRIDOR TRENCH DETAIL .............................................................................. TRAFFIC-04
BARRICADES ....................................................................................................................................................... TRAFFIC-05
BOLLARDS ........................................................................................................................................................... TRAFFIC-06
RESIDENTIAL DRIVEWAY ................................................................................................................................ TRAFFIC-07
ALTERNATE RESIDENTIAL DRIVEWAY ........................................................................................................ TRAFFIC-08
COMMERCIAL/INDUSTRIAL DRIVEWAY ...................................................................................................... TRAFFIC-09
ALTERNATE COMMERCIAL/INDUSTRIAL DRIVEWAY RETROFIT .......................................................... TRAFFIC-10
DRIVEWAY WIDTHS AND LOCATION ........................................................................................................... TRAFFIC-11
ADJUSTMENT OF NEW AND EXISTING UTILITY STRUCTURES TO FINISH GRADE ............................ TRAFFIC-12
TYPICAL STREET INTERSECTION DESIGN ELEMENTS ............................................................................. TRAFFIC-13
STREET TREE PLANTING/STAKING ............................................................................................................... TRAFFIC-14
NOT USED ............................................................................................................................................................ TRAFFIC-15
MAILBOX MOUNTING CURB TYPE LOCATION ........................................................................................... TRAFFIC-16
NEIGHBORHOOD DELIVERY AND COLLECTION BOX UNIT (N.D.C.B.U.) INSTALLATION ................ TRAFFIC-17
NEIGHBORHOOD DELIVERY AND COLLECTION BOX UNIT (N.D.C.B.U.) SINGLE UNIT ..................... TRAFFIC-18
NEIGHBORHOOD DELIVERY AND COLLECTION BOX UNIT (N.D.C.B.U.) MULTIPLE UNITS ............. TRAFFIC-19
POURED IN PLACE MONUMENT, TYPE ‘A’ MODIFIED ............................................................................... TRAFFIC-20
POURED IN PLACE MONUMENT, TYPE ‘B’ MODIFIED ............................................................................... TRAFFIC-21
MONUMENT CASE AND COVER ...................................................................................................................... TRAFFIC-22
SIDEWALK WITH LANDSCAPE STRIP ............................................................................................................ TRAFFIC-23
COMMERCIAL/INDUSTRIAL SIDEWALK WITHOUT PLANTER STRIP ..................................................... TRAFFIC-24
WHEELCHAIR RAMP WITH DOMES ................................................................................................................ TRAFFIC-25
SECTION II: STANDARD DETAILS TABLE OF CONTENTS
Revised 7/2014 .............................. City of Auburn Engineering Construction Standards......................... ii
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-2 Revisions Issued\Revision 5 - 07 2014\Section II Table Of Contents (7-14).docx
TRAFFIC (continued)
STANDARD DETAIL NAME STANDARD DETAIL NUMBER
ALTERNATE WHEELCHAIR RAMP WITH DOMES ....................................................................................... TRAFFIC-26
PRINCIPAL ARTERIAL ROADWAY SECTION ................................................................................................ TRAFFIC-27
MINOR ARTERIAL ROADWAY SECTION ....................................................................................................... TRAFFIC-28
RESIDENTIAL COLLECTOR ROADWAY SECTION ....................................................................................... TRAFFIC-29
NONRESIDENTIAL COLLECTOR ROADWAY SECTION ............................................................................. TRAFFIC-30
RURAL COLLECTOR ROADWAY SECTION ................................................................................................... TRAFFIC-31
LOCAL RESIDENTIAL ROADWAY SECTION ................................................................................................. TRAFFIC-32
LOCAL NONRESIDENTIAL ROADWAY SECTION ........................................................................................ TRAFFIC-33
RURAL RESIDENTIAL ROADWAY SECTION ................................................................................................. TRAFFIC-34
LANE-USE PAVEMENT MARKING DETAIL ................................................................................................... TRAFFIC-35
34’ WIDE ROADWAY, CROSSWALK AND STOP BAR DETAIL ................................................................... TRAFFIC-36
44’ WIDE ROADWAY, CROSSWALK AND STOP BAR DETAIL ................................................................... TRAFFIC-37
61’ WIDE ROADWAY, CROSSWALK AND STOP BAR DETAIL ................................................................... TRAFFIC-38
2 WAY LEFT TURN LANE TO LEFT TURN LANE .......................................................................................... TRAFFIC-39
PAVEMENT MARKINGS (2-Lane 2-Way Traffic, Left Turn Lane, 2-Way Left
Turn Lane, and Standard Lane Markings ................................................................................................ TRAFFIC-40
PAVEMENT MARKINGS (2-Way Left Turn Lane with Left Turn Pocket) ......................................................... TRAFFIC-41
PAVEMENT MARKINGS (Dual Left Turn Lanes and Dual Right Turn Lanes) .................................................. TRAFFIC-42
PAVEMENT MARKINGS (Raised Pavement Marker (RPM), Gore, Center,
Skip, and Turn Lane Stripe) .................................................................................................................... TRAFFIC-43
BICYCLE LANE MARKINGS (Right Turn Lane Drop) ...................................................................................... TRAFFIC-44
BICYCLE LANE MARKINGS (Right Turn Pocket) ............................................................................................. TRAFFIC-45
PEDESTRIAN PUSH BUTTON DETAIL............................................................................................................. TRAFFIC-46
PREEMPTION INDICATOR LIGHT ASSEMBLY .............................................................................................. TRAFFIC-47
LUMINAIRE AND CONDUIT LAYOUT ............................................................................................................ TRAFFIC-48
LUMINAIRE POLE ............................................................................................................................................... TRAFFIC-49
UNIFORM LUMINAIRE WIRING DETAIL ........................................................................................................ TRAFFIC-50
POWER SERVICE CABINET DETAIL ............................................................................................................... TRAFFIC-51
POWER SERVICE AND UPS CABINET DETAIL (Sheet 1 of 2) ....................................................................... TRAFFIC-52
POWER SERVICE AND UPS CABINET DETAIL (Sheet 2 of 2) ....................................................................... TRAFFIC-52a
TRAFFIC SIGNAL CONTROLLER AND UPS FOUNDATION DETAIL ......................................................... TRAFFIC-53
TELLECOMMUNICATION AND LUMINAIRE ELECTRICAL TRENCH DETAIL ........................................ TRAFFIC-54
TYPICAL SIGN POST INSTALLATION ............................................................................................................. TRAFFIC-55
MAST ARM MOUNTED, STREET NAME SIGN DETAIL ................................................................................ TRAFFIC-56
POST MOUNTED, STREET NAME SIGN DETAIL ........................................................................................... TRAFFIC-57
50’ WIDE ROADWAY CROSSWALK AND STOP BAR DETAIL .................................................................... TRAFFIC-58
STANDARD DETECTOR LOOP SPACING ........................................................................................................ TRAFFIC-59
REPAIR OF EXISTING CEMENT CONCRETE PANELS IN ROADWAY ....................................................... TRAFFIC-60
DOWNTOWN PEDESTRIAN LIGHTING STANDARD .................................................................................... TRAFFIC-61
DOWNTOWN PEDESTRIAN POLE MOUNT LIGHTING STANDARD .......................................................... TRAFFIC-61a
LOCAL RESIDENTIAL ORNAMENTAL STREET LIGHTING STANDARD .................................................. TRAFFIC-62
DOWNTOWN STREET LIGHTING STANDARD .............................................................................................. TRAFFIC-63
TYPICAL PLAN FOR TREE GRATE .................................................................................................................. TRAFFIC-64
PRIVATE ACCESS ROAD (SHARED DRIVEWAY) ......................................................................................... TRAFFIC-65
PRECAST CONCRETE DUAL FACED SLOPED MOUNTABLE CURB ......................................................... TRAFFIC-66
SANITARY SEWER
SIDE SEWER STUB .............................................................................................................................................. SEWER-01
PRIVATE SANITARY SIDE SEWER CLEANOUT ............................................................................................ SEWER-02
PUBLIC SANITARY OR STORM SEWER CLEANOUT ................................................................................... SEWER-03
24” DIA. MANHOLE FRAME AND COVER ...................................................................................................... SEWER-04
MANHOLE INSIDE DROP DETAIL.................................................................................................................... SEWER-05
SECTION II: STANDARD DETAILS TABLE OF CONTENTS
Revised 1/2015 .............................. City of Auburn Engineering Construction Standards........................ iii
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-2 Revisions Issued\Revision 6 - 1 2015\Section II Table Of Contents (1-15).docx
EXTRA SHALLOW MANHOLE DETAIL ........................................................................................................... SEWER-06
STANDARD DETAIL NAME STANDARD DETAIL NUMBER
STORM DRAINAGE
FLOW RESTRICTOR (TEE) ................................................................................................................................. STORM-01
MULTIPLE ORIFICE CONTROL STRUCTURE ................................................................................................ STORM-02
SMALL SITE, WATER QUALITY CONTROL STRUCTURE ........................................................................... STORM-03
GRADING/EROSION DISCHARGE CONTROL STRUCTURE ........................................................................ STORM-04
RESIDENTIAL INFILTRATION TRENCH SYSTEM FOR DOWN SPOUTS ................................................... STORM-05
RESIDENTIAL INFILTRATION DRY WELL DETAIL ..................................................................................... STORM-06
RESIDENTIAL FOOTING DRAIN DETAIL ....................................................................................................... STORM-07
HEADWALL WITH GRATE ................................................................................................................................ STORM-08
THROUGH-CURB INLET FRAME & GRATE WITH VERTICAL CURB INSTALLATION .......................... STORM-09
THROUGH-CURB INLET FRAME ...................................................................................................................... STORM-10
CURB & GUTTER REINFORCING DETAIL ...................................................................................................... STORM-11
RESIDENTIAL SIDEWALK DRAIN ................................................................................................................... STORM-12
WATER
WATER MAIN BLOCKING ................................................................................................................................. WATER-01
TYPICAL AIR & VACUUM RELIEF VALVE DETAIL ..................................................................................... WATER-02
2” PERMANENT BLOW OFF ASSEMBLY DETAIL ......................................................................................... WATER-03
TEMPORARY BLOW OFF DETAIL.................................................................................................................... WATER-04
DOUBLE DETECTOR CHECK VALVE ASSEMBLY AND VAULT (Page 1 of 2) .......................................... WATER-05
DOUBLE DETECTOR CHECK VALVE ASSEMBLY AND VAULT (Page 2 of 2) .......................................... WATER-05a
IRRIGATION FROM DOMESTIC SERVICE LINE WITH D.C.V.A. UP TO 2” ................................................ WATER-06
5 ¼” M.V.O. HYDRANT SETTING DETAIL ...................................................................................................... WATER-07
FIRE HYDRANT LOCATION IN CUT OR FILL WITH GUARD POSTS DETAIL .......................................... WATER-08
¾” TO 3” FIRE SPRINKLER LINES WITH DOMESTIC SERVICE LINE ........................................................ WATER-09
PRESSURE REDUCING VALVE STATION FOR 8” DIA. WATERLINE (Sheet 1 of 3) .................................. WATER-10
PRESSURE REDUCING VALVE STATION FOR 8” DIA. WATERLINE (Sheet 2 of 3) .................................. WATER-10a
PRESSURE REDUCING VALVE STATION FOR 8” DIA. WATERLINE (Sheet 3 of 3) .................................. WATER-10b
PRESSURE REDUCING VALVE STATION FOR 10” DIA. WATERLINE (Sheet 1 of 3) ................................ WATER-11
PRESSURE REDUCING VALVE STATION FOR 10” DIA. WATERLINE (Sheet 2 of 3) ................................ WATER-11a
PRESSURE REDUCING VALVE STATION FOR 10” DIA. WATERLINE (Sheet 3 of 3) ................................ WATER-11b
PRESSURE REDUCING VALVE STATION FOR 12” DIA WATERLINE (Sheet 1 of 3) ................................. WATER-12
PRESSURE REDUCING VALVE STATION FOR 12” DIA. WATERLINE (Sheet 2 of 3) ................................ WATER-12a
PRESSURE REDUCING VALVE STATION FOR 12” DIA. WATERLINE (Sheet 3 of 3) ................................ WATER-12b
¾” & 1” WATER METER AND SERVICE LINE INSTALLATION .................................................................. WATER-13
1 ½” & 2” WATER METER AND SERVICE LINE INSTALLATION ............................................................... WATER-14
NOT USED ............................................................................................................................................................. WATER-15
WATER METER LOCATION AND SERVICE LINE MATERIAL SCHEDULE .............................................. WATER-16
3” OR 4” WATER METER AND SERVICE LINE INSTALLATION (Sheet 1 of 2) .......................................... WATER-17
3” OR 4” WATER METER AND SERVICE LINE INSTALLATION (Sheet 2 of 2) .......................................... WATER-17a
VALVE WRENCH EXTENSION BOX ................................................................................................................ WATER-18
C.I. 18” VALVE BOX TOP AND VALVE BOX COVER .................................................................................... WATER-18a
5” C.I. SOIL PIPE VALVE BOX EXTENSION AND C.I. VALVE BOX BOTTOM .......................................... WATER-18b
NON-SINGLE FAMILY SERVICE LINES .......................................................................................................... WATER-19
TEMPORARY COMBINATION HYDRANT METER/REDUCED PRESSURE BACKFLOW ASSY ............. WATER-20
REDUCED PRESSURE BACKFLOW ASSEMBLY (OUTSIDE INSTALLATION) ......................................... WATER-21
REDUCED PRESSURE BACKFLOW ASSEMBLY (INSIDE INSTALLATION) ............................................. WATER-22
DOUBLE CHECK VALVE ASSEMBLY (OUTSIDE INSTALLATION) ........................................................... WATER-23
DOUBLE CHECK VALVE ASSEMBLY (INSIDE INSTALLATION) ............................................................... WATER-24
SECTION II: STANDARD DETAILS TABLE OF CONTENTS
Revised 7/2014 .............................. City of Auburn Engineering Construction Standards........................ iv
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WSDOT STANDARD PLANS
(COMMONLY USED BY CITY OF AUBURN AND NOT INCLUDED HEREIN)
STANDARD PLAN NAME STANDARD PLAN NUMBER
CEMENT CONCRETE PAVEMENT JOINTS ............................................................................................... A-40.10-00
CATCH BASIN TYPE 1 .................................................................................................................................. B-05.20-00
CATCH BASIN TYPE 1L ............................................................................................................................... B-05.40-00
CATCH BASIN TYPE 1P (For PARKING LOT) ........................................................................................... B-05.60-00
CATCH BASIN TYPE 2 .................................................................................................................................. B-10.20-00
CATCH BASIN TYPE 2 WITH BAFFLE TYPE FLOW RESTRICTOR ....................................................... B-10.60-00
MANHOLE TYPE 1 ........................................................................................................................................ B-15.20-00
MANHOLE TYPE 2 ........................................................................................................................................ B-15.40-00
MANHOLE TYPE 3 ........................................................................................................................................ B-15.60-00
CONCRETE INLET ......................................................................................................................................... B-25.60-00
RECTANGULAR FRAME (REVERSIBLE) ................................................................................................... B-30.50.00
RECTANGULAR SOLID METAL COVER .................................................................................................... B-30.20.01
RECTANGULAR VANED GRATE ................................................................................................................ B-30.30-00
RECTANGULAR HERRINGBONE GRATE ................................................................................................. B-30.50-00
MISCELLANEOUS DETAILS FOR DRAINAGE STRUCTURES ............................................................... B-30.90-01
CONCRETE THRUST BLOCK FOR CONVEX VERTICAL BENDS ......................................................... B-90.50-00
DROP CONNECTIONS FOR SANITARY SEWER USE .............................................................................. B-85.50-01
BEAM GUARDRAIL: TYPES 1 ~ 4 (W-Beam) .......................................................................................................... C-1
REINFORCED CONCRETE RETIANING WALL TYPE 1 AND 1SW ........................................................ D-10.10-01
REINFORCED CONCRETE RETAINING WALL TYPE 2 AND 2SW ........................................................ D-10.15-01
CEMENT CONCRETE CURBS ....................................................................................................................... F-10.12-00
EXTRUDED CURB .......................................................................................................................................... F-10.42-00
PRECAST CONCRETE SLOPED MOUNTABLE CURB .............................................................................. F-10.62-01
PRECAST CONCRETE DUAL FACED SLOPED MOUNTABLE CURB .................................................... F-10.64-02
SIGNAL STANDARD TYPE DESIGNATIONS AND TYPES PPB, PS, I, RM AND FB DETAILS ....................... J-7a
TYPE 3 INDUCTION LOOP ....................................................................................................................................... J-8c
LOCKING LID STANDARD JUNCTION BOX TYPES 1 & 2 ....................................................................... J-40.10-00
PULL BOX ......................................................................................................................................................... J-90.10-00
CABLE VAULT ................................................................................................................................................. J-90.20-00
ROAD CLOSURE, WITH DIVERSION ......................................................................................................... K-10.20-01
ROAD CLOSURE, WITH OFF-SITE DETOUR ............................................................................................. K-10.40-00
LANE CLOSURE, WITHOUT FLAGGERS ~ LOW VOLUME ROAD ........................................................ K-20.20-01
LANE CLOSURE, WITH FLAGGER CONTROL ......................................................................................... K-20.40-00
LANE CLOSURE, WITH PILOT CAR ........................................................................................................... K-20.60-00
LANE SHIFT, ONTO PASSING LANE .......................................................................................................... K-22.20-01
SINGLE LANE CLOSURE, WITH ENCROACHMENT ............................................................................... K-24.20-00
DOUBLE LANE CLOSURE, ON MULTILANE ROADWAY ...................................................................... K-24.40-01
SINGLE LANE CLOSURE, ON MULTILANE ROADWAY ........................................................................ K-24.60-00
SINGLE LANE CLOSURE, WITH TEMPORARY CONCRETE BARRIER ................................................ K-24.80-01
LANE SHIFT, ONTO TWO-WAY LEFT TURN LANE ................................................................................ K-26.20-00
LEFT AND CENTER LANE CLOSURE ~ TWO-WAY LEFT TURN LANE ............................................... K-26.40-01
INTERSECTION ~ LANE SHIFT ON THREE LANE TWO-WAY LEFT TURN LANE ............................. K-30.20-00
INTERSECTION ~ LANE SHIFT ON FIVE LANE TWO-WAY LEFT TURN LANE .................................. K-30.40.01
INTERSECTION ~ RIGHT LANE CLOSURE, FAR SIDE ............................................................................ K-32.20-00
INTERSECTION ~ LEFT LANE CLOSURE, FAR SIDE .............................................................................. K-32.40-00
INTERSECTION ~ MULTIPLE LANE CLOSURE........................................................................................ K-32.60-00
INTERSECTION ~ HALF ROAD CLOSURE WITH LANE SHIFT ............................................................. K-32.80-00
INTERSECTION ~ PEDESTRIAN DETOUR ................................................................................................ K-34.20-00
INTERSECTION ~ SHOULDER WORK ....................................................................................................... K-36.20-00
SHOULDER CLOSURE ~ HIGH SPEED ROADWAY (45 MPH OR HIGHER) .......................................... K-40.20-00
SHOULDER CLOSURE ~ LOW SPEED ROADWAY (40 MPH OR LESS) ................................................ K-40.40-00
SHOULDER CLOSURE ~ SHORT DURATION ........................................................................................... K-40.60-00
WORK BEYOND THE SHOULDER .............................................................................................................. K-40.80-00
EMERGENCY ~ PASSABLE HAZARD ........................................................................................................ K-55.20-00
SPEED ZONE, SUPPLEMENTAL SIGNING ~ CHIP SEAL PROJECT ....................................................... K-60.20-02
MOTORCYCLE, SUPPLEMENTAL SIGNING ............................................................................................. K-60.40-00
TEMPORARY CHANNELIZATION .............................................................................................................. K-70.20-00
SECTION II: STANDARD DETAILS TABLE OF CONTENTS
Revised 7/2014 .............................. City of Auburn Engineering Construction Standards......................... v
Ref.: H:\Engineering Standards Manuals\02 Construction Standards\02-2 Revisions Issued\Revision 5 - 07 2014\Section II Table Of Contents (7-14).docx
WSDOT STANDARD PLANS (continued)
(COMMONLY USED BY CITY OF AUBURN AND NOT INCLUDED HEREIN)
STANDARD PLAN NAME STANDARD PLAN NUMBER
CLASS A CONSTRUCTION SIGNING INSTALLATION ........................................................................... K-80.10-00
TYPE 3 BARRICADE ..................................................................................................................................... K-80.20-00
ALTERNATE TEMPORARY CONC. BARRIER (F-SHAPE) ....................................................................... K-80.30-00
TEMPORARY CONC. BARRIER ANCHORING .......................................................................................... K-80.35-00
TEMPORARY CONC. BARRIER ANCHORING ~ NARROW ..................................................................... K-80.37.00
CHAIN LINK FENCE, TYPES 3 and 4 ............................................................................................................ L-20.10-00
CHAIN LINK GATE......................................................................................................................................... L-30.10-00
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Appendices/Appendix_Covers.docx
City of Auburn
Comprehensive Water Plan
APPENDIX R
WATER FACILITIES EVALUATION STUDY
12-1360.405 Page 1 of 13 Water Facilities Evaluation
September 2014 City of Auburn
TECHNICAL MEMORANDUM No. 4
Date: September 30, 2014
Project: 12-1360.407
To: Robert Elwell, P.E.
Sewer Utility Engineer Susan Fenhaus, P.E.
Water Utility Engineer
From: Marshall Meyer, P.E.
Murray, Smith & Associates, Inc.
Re: City of Auburn Water Facilities Evaluation Study – Technical Memorandum
No. 4, Task 7 Facility Evaluation Analysis, and Task 8 Documentation and Data Integration
Purpose
Work performed in Tasks 7 and 8, and summarized in this technical memorandum, use the facility inspection data gathered in previous tasks to provide a prioritized list of condition
related improvements recommended for the City’s water system facilities. This technical
memorandum also includes a capital maintenance plan, estimated project costs associated
with the improvements specified, and recommendations for future condition assessments.
Introduction and Background
Murray, Smith and Associates, Inc. (MSA) is performing an evaluation of the City of Auburn
Utilities Department’s (City) water supply facilities. The scope of work for this study
includes the following tasks:
Task 1 – Data Gathering
Task 2 – Table Top Review and Initial Assessment
Task 3 – Evaluation Criteria/Rating Model and Inspection Work Plan Development
Task 4 – Assessment and Evaluation Workshop
DRAFT
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Task 5 – Facility Inspections
Task 6 – Second Tier Facility Inspections
Task 7 – Facility Evaluation Analysis
Task 8 – Documentation and Data Integration
Task 9 – Database Integration (Optional Task)
Project documentation includes the preparation of four Technical Memoranda (TM), with TM Nos. 1, 2 and 3 complete. A brief summary of each is presented as follows.
TM No. 1 includes documentation of the project start up meeting, data gathering work and a workshop with City water system operations staff intended to provide additional information
related to the City’s water system facilities. TM No. 1 documented information related to 97
water system facilities in the City and represented the Task 1 deliverable.
TM No. 2 documented preliminary facility assessment work performed including a comprehensive table top review and assessment of the information that was gathered and
compiled. TM No. 2 documents the assessment of this data to identify facilities for physical
inspection. This memorandum also documented the development of a rating model used to select City water system facilities for inspection. The model used eight (8) category scores
developed from a review of City data. Each facility was scored and compared to other
facilities and an inspection threshold score. Based on an initial analysis, 40 facilities were
identified for inspection. Following the workshop 40 of the City’s 97 water supply facilities
were selected for physical inspection and evaluation under Task 5.
TM No. 3 documented the results of the physical inspections of facilities. The 40 facilities
selected for inspection were grouped by the following types:
Pump Stations
Treatment Facilities
Reservoirs
Wells
Transmission Mains
Pressure Reducing Stations
Where appropriate, a structural engineer and/or electrical engineer inspected the facilities.
Figure 1 summarizes the progress of work as documented in each TM.
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Figure 1 | Technical Memorandum Flow Chart
Facility Inspections Summary
Table 1 presents a summary of the inspected facilities. Inspection observations are
summarized by facility type in the following section.
Remaining Design
Life Calculation
Table Criticality
Calculation
Table
Screening Table
Age Function Facility
Type Criticality Remaining
Design Life Documented
History Performance
and Reliability
History
Assign Scores to:
Type Function
Age
Documented History Performance / Reliability
History
Ranking Table
Input Fields
Category Weights
Inspection Threshold Score
Facility Inspection Selection Table
Assign Scores to: Number of ERU’s
Served
Available Redundant Supply
Consequence of Failure
Assign
Scores to:
Building
Pumps
Motors
Others
Life Cycle
Cost
Life Cycle Cost
Calculation Table
Field Inspection Worksheet Scores
Remaining Service
Life Curves
Improvement
Elements with Project
Cost Estimates
Prioritized Recommended Improvement
and Capital Maintenance Plan
Assign Values to:
Maintenance
Costs
Repair Costs
Energy Costs Others
Existing Data TM No. 1
TM No. 2
TM No. 3
TM No. 4
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Table 1 | Inspected Facilities
Pump Stations Transmission Mains
Academy Pump Station 1 Coal Creek Springs Transmission Main
Academy Pump Station 2 East Valley Highway Transmission
Main
Green River Pump Station Lea Hill Transmission Main
Wilderness Game Farm Park Pump Station Academy Transmission Main
Braunwood Pump Station
Treatment Facilities Pressure Reducing Stations
Fulmer Field Corrosion Control Treatment
Facility
105th Pl SE/SE 320th Pl Amberview
Apts South
Howard Road Corrosion Control Treatment Facility 105th Pl SE/SE 320th Pl Amberview Apts North
Coal Creek Springs Chlorination Lea Hill Carriage Square Apts Lower
West Hill Springs Chlorination Lea Hill Rd Carriage Square Apts
Middle
Braunwood Chlorination Lea Hill Rd Carriage Square Apts
Upper
Storage Facilities 110th Pl SE/SE 304th St
Reservoir 1 108th Ave SE/SE 304th St
Reservoir 2 104th Ave SE/SE 302nd Cobble Creek
Upper
Reservoir 8A 47th/Lakeland Hills Way
Reservoir 4A Mill Pond Lp/Mill Pond Dr
Reservoir 4B Mill Pond Dr/4900 Blk
Braunwood Reservoir Lakeland Hills Way/51st St
Wells Lakeland Hills Way/Mill Pond Dr
Well 2 Lea Hill Pump Station
Well 6
Well 4
Well 5
Well 5A
Braunwood Well
Pump Stations
Each pump station inspected contained multiple pumps, and four of the five pump stations
inspected had on-site emergency power generators. Most assets within the pump stations
showed an expected level of aging, but a common observation was an advanced level of exterior corrosion of the pipes and fittings. It is recommended that the corroded pipes and
fittings be rehabilitated in all five pump stations that were inspected.
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Pressure Reducing Stations
The pressure reducing stations inspected generally included multiple pressure reducing valves within each station. A common observation was flooding throughout the pressure
reducing stations as most facilities did not have a sump pump or vault drain. Consequently,
the pipes and valves were heavily corroded due to their intermittent submersion in water. All
of the inspected pressure reducing stations should have the control valves replaced, and 10 of
the 14 inspected stations should have a sump pump or vault drain installed.
Groundwater Wells The inspected groundwater wells were generally in fair condition. A common observation
was corrosion on the piping inside the well building. It is recommended that the exposed
piping for all of the six inspected wells be rehabilitated. Another common observation found
in most wells was aging motor control centers (MCCs). Four of the six wells inspected have
issues concerning the age and condition of the MCCs and that should be addressed.
Reservoirs The reservoirs inspected were generally in fair condition and common observations were
related to the tank’s structure. Of the six reservoirs inspected, four of the reservoirs have
failing anchoring systems. Some reservoir’s anchoring bolts are severely corroded and others do not appear to adhere to seismic codes. Rehabilitation of the foundation anchoring
systems is recommended. One of the inspected concrete reservoir’s exterior walls are in
extremely poor condition and delamination of the protective shotcrete layer is evident. The
exterior walls of this reservoir should be repaired with shotcrete as soon as possible, and the
underlying prestressing wire strand within the exterior walls should also be further inspected for signs of corrosion.
Treatment Facilities
The inspected treatment facilities were generally in fair condition. Four of the five inspected
treatment facilities will need exposed piping painted along with new pumps within the
coming years. Three of the five inspected facilities will also need new motors and a new
roof.
Second Tier Facility Inspections
A series of additional specialty inspections were performed on a few of the 40 inspected
water system facilities based on findings from the Task 5 inspection work. Specialty
inspections include transmission main condition assessment performed by Echologics and
reservoir structural assessments performed by Peterson Structural Engineers (PSE).
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Transmission Main Specialty Inspections
Based on the age, number of customers served, and material of the transmission mains additional inspections were performed to assess their condition. A leak detection and
condition assessment was performed on three transmission mains varying in size and
material. Sections of the mains were selected for assessments based on their representative
age, material and varying native soil conditions. The varying sections of mains and materials
may provide additional insight into the likely condition of other transmission mains within
the City’s water system. Inspections were performed on approximately one mile of each of
the three transmission mains: Lea Hill, Academy and Coal Creek Springs. In addition to
selection based on representative soil conditions, one section of the Coal Creek Springs transmission main that crosses the White River was selected based on its location. A copy of
the detailed assessment report is included in Appendix A.
Reservoir Structural Specialty Inspections
A strand inspection was performed by PSE on Reservoir 1 to determine the condition of the
exterior wall prestressing strands. A visual inspection and concrete sounding was performed
on the exterior shotcrete layer. The visual inspection is completed to identify efflorescence which indicates that water is likely under the shotcrete layer and in contact with the
prestressing strands. Concrete sounding is another non-destructive test performed to identify
areas of concern where delamination of the shotcrete layers is suspected. These preliminary inspections were performed to identify locations for destructive investigations and testing,
which includes removing small areas of the shotcrete layers to expose and visually inspect
the prestressing strands. A copy of the detailed assessment report is included in Appendix A.
Analysis of Findings
Based on facility inspection work completed, inspection scores were assigned for assets such
as pumps, motors, piping, etc. within the water facilities inspected. These inspection scores indicate the overall condition of the asset ranging in scores from 1 to 10. An inspection score
of 1 indicates the asset is in poor condition and should be replaced or rehabilitated as soon as
possible where a 10 indicates the asset is in very good condition.
During the field evaluations it was evident that there are notable deficiencies at each facility. Recommended improvements to address these deficiencies are discussed and should be
completed within a short-term timeline. The inspection score assigned to each asset along
with any observed deficiency provided a baseline for determining the schedule of needed
improvements and future maintenance planning.
Recommended Improvements
Recommended improvements for the 40 inspected facilities were assigned based on the conditions observed during the facility inspection work. The remaining 57 uninspected
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facilities were assigned recommendations based on their relation to inspected facilities,
specifically comparing age and structure type.
Where applicable, feasible improvement alternatives were included to address the noted
deficiency so the facility meets performance criteria. In most cases, improvement
alternatives were not feasible or cost effective and were not included as part of the
discussion. The recommended improvements for the 40 inspected water system facilities are
provided in Appendix B. Detailed information for the improvements are included in
Appendix D for the inspected facilities.
Improvement Scheduling
Based on projected end of useful life, available budgets and deficiencies noted, a schedule
for improvements was developed for each inspected facility. Based on City input,
improvements with estimated project costs of over $10,000 were considered “Capital
Improvements” and are summarized in Appendix B. Improvements that have an estimated
project cost of under $10,000 were considered “Maintenance Improvements” rather than
capital improvements to reflect the budget they will likely be funded through. Maintenance
Improvement projects are summarized in Appendix B. The projects were prioritized based on the importance of the facility to the water system and distributed to balance annual costs
from year to year. A summarized schedule of improvements is included in Appendix B.
Remaining Service Life Curve Development
Remaining service life is the number of years before the assets within a facility approaches
its end of useful life. Based on the physical inspections, curves were developed for the
following asset types: pump, motor, pipe, valve, general electrical equipment, and major electrical equipment. Given the facility inspection scores, for the 40 inspected facilities,
assigned in Technical Memorandum No. 3, a condition-based remaining service life curve
was created to determine the anticipated useful life remaining for each asset. The curves were created using the ratio of the actual life of the asset to its estimated design life, and then
was factored in accordance with its importance to the facility. The curve was interpolated
using data from the 40 inspected facilities.
Parabolic curves were developed based on guidelines from the Environmental Protection Agency (EPA) asset management manuals and customized to match up with the ten-point
scale used for the facility evaluation process. The curves are developed from the following
equation:
ValueOriginalLifeUsefulEst
DatetoLifeScoreLifemaining n _)__.
__(__Re
The generalized curves were created based on the underlying understanding that physical assets do not generally depreciate linearly with time. An estimated useful life span was
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assigned based on engineering experience with similar asset types. The “n” value for the
coefficient was determined based on EPA guidelines and observed conditions during the
inspections. Based on the observed condition of the City’s facilities, a value of 3 was used for the “n” coefficient.
These curves serve as templates for each asset group and generally represent composites of
the asset components included in a given group. This methodology predicts the decay of the
asset group, helping to estimate the timing of component rehabilitation or replacement
projects that then establishes the long-term maintenance schedule for each facility.
The remaining service life curves developed for each inspected facility are used as a model for assets within the 57 uninspected facilities of the same type. These assets were charted in
relation to their actual age and respective inspection score to estimate its remaining useful
life. The remaining service life curves for a given asset are shown in Figures 2A through 2F.
The condition depreciation curves were used to estimate the remaining useful service life for
each asset and are used as the basis for timing of the proposed improvements documented in
this technical memorandum.
An asset condition score of 2 was used as the minimum acceptable score for an asset and is
the trigger for determining the timing of refurbishment or replacement of the asset.
Figure 2A | Pump Condition Depreciation Curve
0.00
1.00
2.00
3.00
4.00
5.00
6.00
7.00
8.00
9.00
10.00
0 5 10 15 20 25 30 35 40 45
Sc
o
r
e
Age
Pump Score vs. Age
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Figure 2B | Motor Condition Depreciation Curve
Figure 2C | Pipe Condition Depreciation Curve
0
1
2
3
4
5
6
7
8
9
10
0 5 10 15 20 25 30 35 40 45
Sc
o
r
e
Age
Motor Score vs. Age
0
1
2
3
4
5
6
7
8
9
10
0 5 10 15 20 25 30 35 40 45
Sc
o
r
e
Age
Piping Score vs. Age
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Figure 2D | Valve Condition Depreciation Curve
Figure 2E | General Electrical Condition Depreciation Curve
0
1
2
3
4
5
6
7
8
9
10
0 5 10 15 20 25 30 35 40 45
Sc
o
r
e
Age
Valve Score vs. Age
0
1
2
3
4
5
6
7
8
9
10
0 5 10 15 20 25 30 35 40 45
Sc
o
r
e
Age
General Electrical vs. Age
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Figure 2F | Major Electrical Condition Depreciation Curve
Maintenance Planning
Maintenance planning includes the long-term projects associated with rehabilitating and
replacing certain assets upon completion of the short-term projects. This planning is based on remaining service life curves for each asset type, developed using raw data from the
inspected facilities, to determine the intervals in which assets should be rehabilitated and or
replaced. This long term maintenance planning was completed for all 97 water system
facilities. Maintenance activities are documented in Appendix B for the inspected facilities
and in Appendix C for the uninspected facilities. Detailed information for the improvements
are included in Appendix D for the inspected facilities.
General Maintenance Improvements
General maintenance improvements are recommended for each facility to create a schedule
of improvements based on the assets’ remaining useful life. The design life of an asset is
based on industry standards and set the baseline to determine the frequency of that asset’s
rehabilitation or replacement.
In conjunction with the above remaining service life curves, general maintenance
improvements are scheduled so that the asset is rehabilitated or replaced before complete
failure. A summary of the maintenance improvements for a given water system facility
along with the frequency of the improvement is provided in Tables 2A through 2E.
0
1
2
3
4
5
6
7
8
9
10
0 5 10 15 20 25 30 35 40 45
Sc
o
r
e
Age
Major Electrical vs. Age
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Table 2A | Summary of General Pump Station Maintenance Improvements
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Paint Structure 10-15
Replace Motor 35-40
Replace Pump 35-40
Replace MCCs/Starters 30-35
Replace Telemetry/Control Equipment 30-35
Table 2B | Summary of General Treatment Facility Maintenance Improvements
Improvement Type Frequency (years)
Replace Valves 30-40
Replace Piping 40-45
Paint equipment 10-15
Paint Structure 10-15
Replace Blower / Aerator 30-35
Paint/Coat Clearwell/Tanks/ Towers 20-30
Replace Motor 35-40
Replace Pump 35-40
Replace MCCs/Starters 30-35
Replace Telemetry/Control Equipment 30-35
Table 2C | Summary of General Reservoir Maintenance Improvements
Improvement Type Frequency (years)
Replace Valves 30-40
Replace Piping 40-45
Reservoir Coating/Rehabilitation 20-25
Touch Up Paint/Coat Reservoir 10-15
Replace Telemetry/Control Equipment 30-35
Table 2D | Summary of General PRV Maintenance Improvements
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
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Table 2E | Summary of General Well Maintenance Improvements
Improvement Type Frequency (years)
Paint Piping 10-15
Paint Structure 10-15
Replace Valves 30-40
Replace Piping 40-45
Replace Motor 35-40
Replace Pump 35-40
Replace MCCs/Starters 30-35
Replace Telemetry/Control Equipment 30-35
General Maintenance Costs
The recommended timing of the capital maintenance plan were based on the inspection
scores and estimated remaining useful life of the assets. The projects were prioritized based
on the importance of the facility to the water system and distributed to balance financial costs
year to year. A summarized schedule of improvements is included in Appendix B.
A summary of the 40 inspected water system facilities including applicable supplementary
investigations, recommended improvements and maintenance plan is included in Appendix
B. The summary of the 57 water system facilities that were not inspected do not include a
description of the recommended improvements, since they were not based on visual
inspections. A summary of the general maintenance improvements for the uninspected
facilities is provided in Appendix C.
Recommended Future Condition Assessment
Based on the observed facility conditions, it is recommended that the following regular
inspections be conducted.
Table 3 | Recommended Inspections
Asset Type Recommended Inspection
Frequency
(years)
Pump Perform pump test 5
Motor Check motor amp draw 5
Reservoir Inspect coating thickness 5
Reservoir Inspect reservoir interior 5
PRV Station Inspect for corrosion and signs of flooding 1
Structure Inspect for cracks in grout (where applicable) 1
Piping Inspect for general coating condition 3
APPENDIX A
SECOND TIER INSPECTION
REPORTS
Consulting Structural Engineers
Portland, Oregon Tacoma, Washington
www.psengineers.com
5319 SW Westgate Dr. Suite 215, Portland, OR 97221 Phone: 503-292-1635
708 Broadway Suite 100A, Tacoma, WA 98402 Phone: 253-830-2140
Marshall Meyer
Murray, Smith & Associates 11/4/13
1145 Broadway Plaza, Suite 1010 Tacoma, WA 98402 File: Pse\12-084-04
Re: City of Auburn Facilities Evaluation Study – Reservoir 1 Strand Inspection Report
Dear Marshall,
On October 24th Erik Peterson of Peterson Structural Engineers (PSE), David Bane of DN
Tanks, met with you and Chris Uber of your firm along with representatives of the City of
Auburn to investigate the prestressing strands in Reservoir 1 as recommended in our 9/9/2013
City of Auburn Facilities Evaluation Study – Visual Observations Report. The purpose of this investigation was to determine the condition of the prestressing strands in the reservoir
and determine what, if any, course of action needs to be taken by the City to repair or maintain
the reservoir in a safe and operational condition. Initial review of the structure found the
reservoir to currently be in stable condition but with deficiencies that could have a long term detrimental effect on the reservoir’s performance. Please note that this report is a further extension of our previous visual observations. To date no analytical load based analysis has
been performed on this structure.
INVESTIGATION METHODOLOGY
The reservoir investigation began with a thorough inspection of the exterior shotcrete layer.
The inspection was comprised of a visual review and concrete sounding. The visual
inspection was intended to identify the size and extent of cracks in the exterior surface. Where cracks were found inspectors looked to identify efflorescence (the mineral deposits left by water seeping from cracks) and staining. At this site, efflorescence meant that water was
likely under the shotcrete layer and in contact with the strands. Staining in the efflorescence
could be an indicator of corrosion in the prestressing strand as the water will carry the
corrosion to the surface as it effloresces. In Picture 1 efflorescence along with staining is
shown.
Sounding was also performed along the surface of the reservoir. Sounding is a non-
destructive inspection method that can be used to identify areas of concern. Sounding, in this
case, works by striking the surface of the reservoir with a steel hammer and listening to the
report. A loud high-tone report due to a hammer strike is consistent with solid concrete layers. A low, dull, thud sound is associated with potential areas of concern. For this inspection this could meant delamination of the shotcrete layers which would leave the reservoir open to
water intrusion and eventually corrosion of the prestressing strand.
City of Auburn Facilities Eval. Study – Res 1 Strand Report 11/4/2013
2
INSPECTION RESULTS
The review of Reservoir 1 found multiple locations of cracking all along the surface of the
reservoir. A majority of these cracks were minor in nature and are typical for a structure of this size and age and were not of concern to the investigators. Efflorescence was noted at approximately 14 larger crack sites around the reservoir. The efflorescence crack locations
ranged from 4 to 8 ft above the earthen berm which rings the reservoir. Only a couple of these
efflorescent sites showed staining. Sounding located the majority of delamination issues to
be near the middle of the exposed section of the reservoir (the 4 to 8 ft zone). The upper and lower portions of the applied shotcrete layer were found to be intact with one exception
discussed later.
From this review three sites were identified for destructive investigations. Destructive
investigation entails removing small areas of the shotcrete cover layer(s) to expose and visually inspect the prestressing strands. Inspection areas are then patched with a high strength patching material. Figure 1 depicts the location of the investigated sites. Picture 2
shows the reservoir access ladder along with the approximate north direction. Sites 1 and 2
(as shown in Pictures 3 and 4) were selected as they are locating along the middle (4 to 8 ft)
band of the reservoir where a majority of delamination issues, as identified by cracks, efflorescence, and sounding, were found. Site 3 (shown in Picture 5) was selected as one of
the few areas where sounding determined delamination might be occurring toward the top of
the reservoir.
Site 1 Destructive Investigation
Site 1 was located counter-clockwise 20 ft from the western orientation and positioned 8 ft
above the reservoir’s ring berm. Sounding of this site resulted in deep hollow sounds along a
large section of the reservoir’s face and primarily located at the intersection of four large
cracks. No efflorescence bloom or staining were present at the surface of these cracks. A 9” x 12” cut was made in the reservoir’s shotcrete layer. Although drawings available from
the period of the reservoirs construction indicated the shotcrete cover of the prestressing
strand was in the 1” range, the layer thickness was actually found to be nearer 2-3/4”. Figure
2 depicts the approximate layer thickness found during the investigation while the measured
depth at Site 1 is shown in Picture 6.
Opening up the shotcrete found a triple delamination between the various shotcrete layers and
surface moisture on the exterior of the core wall. Trace deposits of “bond breaker” were found
on the exterior surface of the core wall. Bond breaker is a form release agent that is used to facilitate the removal of the wood forms used during concrete construction. When not properly cleaned from the surface, these remnants can result in poor adherence of shotcrete,
which appears to have occurred at this inspection location.
The cracks noticed on the surface of the shotcrete were found to extend down to the core wall
but no further. This indicated cracking was localized in the shotcrete surface and not a result of a deeper defect propagating out from the interior of the reservoir. The water present on the
core wall was from rain drive and roof drainage (not tank contents) which had infiltrated the
City of Auburn Facilities Eval. Study – Res 1 Strand Report 11/4/2013
3
cracks and was seeping into the interior sections of the shotcrete layers to settle were the inner
shotcrete layer had delaminated from the core wall.
The exposed prestressing strand in this area was a 3/8” diameter galvanized strand spaced at 3-1/2” o.c. The shotcrete cover over the strand in this section was 2-3/8” thick and the concrete’s strength appeared to be strong for this era of construction as compared to similar
structures. Although moisture was present near the strand the galvanization had prevented
corrosion damage to the strands. However, water between the core wall and inner shotcrete
layer can still cause issues as the freeze-thaw cycle will cause cyclical expansion and contraction of the shotcrete causing further cracking and weakening.
Site 2 Destructive Investigation
Site 2 was located clockwise 18 ft from the southern orientation and positioned 5 ft above the Reservoir’s ring berm. Sounding of this site found an area of concern at the junction of a radial and transverse crack. At the junction of these cracks efflorescence and staining were
found.
A 6” x 5” cut was made in the reservoir and the shotcrete thickness in this area was found to be 2-1/2”. The measured size and depth of the cut is shown in Picture 7.
A more extensive triple delamination between shotcrete layers was found at Site 2 as
compared to Site 1. As the cut was made the various layers detached along the crack lines.
In Picture 8 the ½” thick finishing layer is shown. The outer shotcrete layer detached in a
similar fashion after further chiseling. In this area the delamination was such that moss was able to grow between the finishing and outer layers as shown in Picture 9.
The radial surface crack at the site was located directly above one of the strands and extended
down to the strand. The transverse crack appeared to terminate before reaching the core wall. No surface moisture or bond breaker was found on the exterior surface of the core wall and the bonding between the inner layer and the core wall was better in this area as compared to
Site 1. The prestressing strands in this area were spaced at 1-1/2” o.c. and showed no
corrosion. The shotcrete cover over the strand in this section was 2-1/8” thick.
While the strand in this area was also in good condition the cracking had allowed water infiltration. As an example of the problems of freeze-thaw, water near the exterior surface
layers have begun to push the various layers apart as evidenced by space which allowed for
moss growth. The separation of the layers weakens them and opens them up to further water
infiltration and cracking. Although the inner layer and the core wall were well adhered at this time the radial crack’s propagation to the core wall means that water has already begun to work its way into the inner layer.
Site 3 Destructive Investigation
Site 3 was located counter-clockwise 10 ft from the eastern orientation and positioned at the top of the reservoir wall. Sounding of this site located an area of concern for delamination.
City of Auburn Facilities Eval. Study – Res 1 Strand Report 11/4/2013
4
This was an anomaly as along the rest of the wall the top portion, when sounded, was found
to be in good condition.
An 8” x 15” cut was made in the shotcrete layer. Since there is no strand at the top of the reservoir wall the shotcrete begins about 6” below the top of the reservoir wall and gets thicker towards the base. In this section the shotcrete layer over the strand is 2” thick.
The investigation of this site found the delamination to be due to a grout port under the surface
of the shotcrete layer as shown in Picture 10. This was a localized failure and beyond the grout port the strand was found to be in good condition with the shotcrete layers well adhered.
No surface moisture was found on the exterior surface of the core wall. The prestressing
strand begins 14” below the top of the wall. No corrosion was found along the strand in this
area.
Site Clean-up
After the inspection was completed the holes were patched with Quikrete® Quick-Setting
Cement. This product is a non-shrink, fast setting cement, with no calcites which could harm
the strands or surrounding concrete. Picture 11 depicts the final patches.
RECOMMENDED COURSE OF REPAIR
The lack of prestressing strand corrosion in the three inspection sites indicates that this
primary element is in good condition. This is an important element of the service life of the reservoir and indicates a statically stable condition. However, the numerous shotcrete cracks
and delamination areas in the protective shotcrete layers will eventually compromise the
prestressing and lead to an unstable condition. The effects of rain and freeze-thaw events will
continue the process of delamination in the shotcrete therefore prompting a recommendation to repair and maintain the shotcrete.
In this structure, the best approach to mitigating and repairing the shotcrete condition is to
perform low pressure epoxy injection in the areas of cracking and delamination. Post injection
we recommend the application of a conventional, high quality elastomeric coating on both the
roof as well as the exposed area of the exterior wall. This coating will provide an extra layer of protection from external intrusion. It will also increase the life of the roof surface as rain
drive in our region is deleterious to the top surface of concrete roof slabs.
The expected cost of the amount of low pressure injection that will be required to seal the subject areas of the shotcrete could range between $50,000 and $100,000 (further study will be needed to develop a planning level estimate). This does not include the costs of coating.
Given that the analytical static and seismic capacity of the reservoir system have not yet been
studied or determined, for an investment of this magnitude, we recommend not implementing
such repairs until such time that a more comprehensive structural analysis is performed.
Understanding and accounting for the physical and seismic capacity of the whole reservoir system prior to implementing repairs is highly recommended. Should internal material
investigations discover additional concerns, or should analytical study determine a lack of
City of Auburn Facilities Eval. Study – Res 1 Strand Report 11/4/2013
5
capacity in the seismic resisting system, implementation of exterior repairs may cause
misdirection of appropriate funds for repairs.
The overall observed condition of the subject reservoir indicates that if the interior conditions and the analytical capacity are determined to be adequate, the aforementioned repairs being performed will provide the Owner an additional 30 to 50 years of life cycle. However, all
aspects of the health of the structure must be understood before this final determination can
be made.
Thank you, and please contact us if you have any questions.
Sincerely,
Elias Hahn, P.E., S.E.
Submitted via e-mail: Marshall.Meyer@msa-ep.com
City of Auburn Facilities Eval. Study – Res 1 Strand Report 11/4/2013
6
Figure 1. Schematic of Reservoir 1 with direction points relative to destructive test locations.
Figure 2. Cross-section of Reservoir 1 wall.
City of Auburn Facilities Eval. Study – Res 1 Strand Report 11/4/2013
7
Picture 1. Efflorescence and staining found on the surface of the Reservoir’s shotcrete layer.
Picture 2. Northern facing direction of Reservoir 1.
City of Auburn Facilities Eval. Study – Res 1 Strand Report 11/4/2013
8
Picture 3. Western facing direction of Reservoir 1 and investigation Site 1.
Picture 4. Southern facing direction of Reservoir 1and investigation Site 2.
City of Auburn Facilities Eval. Study – Res 1 Strand Report 11/4/2013
9
Picture 5. Eastern facing direction of Reservoir 1and investigation Site 3.
Picture 6. Site 1 destructive opening.
City of Auburn Facilities Eval. Study – Res 1 Strand Report 11/4/2013
10
Picture 7. Site 2 destructive opening.
Picture 8. Failure of shotcrete finishing layer along crack lines.
City of Auburn Facilities Eval. Study – Res 1 Strand Report 11/4/2013
11
Picture 9. Moss found between finishing and outer layer of shotcrete.
Picture 10. Site 3 destructive opening.
City of Auburn Facilities Eval. Study – Res 1 Strand Report 11/4/2013
12
Picture 11. Patched openings.
Echologics Reference No.: 42213137
Title: Leak Detection and Condition
Assessment Report
Client: Murray, Smith & Associates, Inc.
Date: July 16, 2014
CONFIDENTIAL 2 Echologics Ref. No.: 42213137
Executive Summary
Between March 3 and 7, 2014, Echologics, LLC (Echologics) provided leak detection and condition
assessment services for Murray, Smith & Associates, Inc. (MSA) on 2.8 miles of 14” to 24” ductile
iron and concrete composite pipe. The inspection techniques applied were leak detection using the
LeakFinderRT™ correlator, and average minimum wall thickness testing using the ePulse™
(condition assessment) method. This report presents the information gathered from these services
including the location of suspected leaks and the results of the condition assessment.
Echologics provides services that help water departments maximize revenue, return on assets,
and cost reduction by providing them with the information required to properly manage water
transmission and distribution systems. All of this information is gained through non-invasive
technology deployed non-intrusively so that the cost and risk of using other methods can be
avoided.
Echologics’ leak detection survey revealed a potential noise source near or close to the east bank
of the White River crossing. All evidence collected so far suggests that this is a leak. The character
of the noise source is consistent with underwater leaks previously discovered by Echologics.
The ePulse results indicate that the 14” Academy ductile iron main is in poor condition, showing an
average wall thickness loss of 30% or greater. The 20” and 16” Lea Hill ductile iron mains range in
condition between moderate and good. The Coal Creek Springs concrete composite main is in
consistent condition, based on the assumptions for concrete type and pressure class. Consistent
condition generally implies good condition.
CONFIDENTIAL 3 Echologics Ref. No.: 42213137
Table of Contents
Executive Summary .............................................................................................................................................................. 2
1.0 Project Background ................................................................................................................................................ 6
2.0 Results ........................................................................................................................................................................ 10
2.1 Leak Detection Result Details .................................................................................................................... 10
Probable Medium Leak on West Bank Of White River ............................................................................ 10
2.2 ePulse Condition assessment .................................................................................................................... 12
Ductile Iron Mains – Lea Hill and Academy .................................................................................................. 12
Concrete Composite Mains – Coal Creek Springs .................................................................................... 14
2.3 Limitations ............................................................................................................................................................. 18
Modulus of Elasticity ................................................................................................................................................. 18
Unknown Pipe Specifications ............................................................................................................................... 18
Innaccurate Sensor-to-sensor Distance .......................................................................................................... 18
Statistical Variation .................................................................................................................................................... 19
3.0 Discussion and Next Steps ............................................................................................................................... 20
Next Steps: Coal Creek Springs Leak .................................................................................................................. 21
Next Steps: ePulse ......................................................................................................................................................... 21
Next Steps: General ....................................................................................................................................................... 22
Appendix A – Detailed Results ...................................................................................................................................... 23
A.1 Site Details ................................................................................................................................................................. 23
Site 1: Lea Hill 20” Ductile Iron Main ................................................................................................................ 24
Site 2: Lea Hill 16” Ductile Iron Main ................................................................................................................ 26
Site 3: Academy 14” Ductile Iron Main ............................................................................................................ 27
Site 4: Coal Creek Springs 24” Concrete and Steel Main ...................................................................... 28
A.2 Leak Detection Result Details .......................................................................................................................... 30
CONFIDENTIAL 4 Echologics Ref. No.: 42213137
Probable Medium Leak on West Bank Of White River ............................................................................ 30
A.3 Pipe Property Details ............................................................................................................................................ 32
A.4 ePulse Condition Assessment Result Details .......................................................................................... 34
Site 1: Lea Hill 20” Ductile Iron Main ................................................................................................................ 37
Site 2: Lea Hill 16” Ductile Iron Main ................................................................................................................ 39
Site 3: Academy 14” Ductile Iron Main ............................................................................................................ 40
Site 4: Coal Creek Springs 24” Concrete Composite/Steel Main ....................................................... 42
Appendix B – Interpretation of Results ...................................................................................................................... 46
B.1 Leak Detection ......................................................................................................................................................... 46
Leak Noise Discovered (Leak) ............................................................................................................................. 46
Point of Interest (POI) ............................................................................................................................................... 46
No Leak Discovered .................................................................................................................................................. 46
B.2 ePulse Condition Assessment ......................................................................................................................... 47
Qualitative Condition Description Categories ............................................................................................... 47
Distribution of Degradation Within Segments .............................................................................................. 48
Condition Interpretation In Metallic Mains ...................................................................................................... 49
Condition Interpretation In Reinforced Concrete Mains .......................................................................... 53
Condition Interpretation In Asbestos Cement Mains ................................................................................ 54
Appendix C – Sensitivity Analyses and Considerations ................................................................................... 58
Distance Measurement ................................................................................................................................................ 58
Pipe Manufacturing Tolerances ............................................................................................................................... 58
Repair Clamps on Previous Leaks ......................................................................................................................... 58
Modulus of Elasticity ...................................................................................................................................................... 59
Unaccounted for Replacement of Pipe Sections during Repairs ............................................................ 59
Inadequate Correlation Signals ................................................................................................................................ 59
Appendix D – Detailed Methodology .......................................................................................................................... 61
CONFIDENTIAL 5 Echologics Ref. No.: 42213137
D.1 Leak Detection ......................................................................................................................................................... 61
D.2 ePulse Acoustic Average Wall Thickness or Stiffness Testing ....................................................... 62
Wave Velocity Equation .......................................................................................................................................... 62
Bulk Modulus of Water Calibration .................................................................................................................... 63
Appendix E – Case Study for Concrete Pipe ......................................................................................................... 64
E.1 Middlesex Case Study.......................................................................................................................................... 64
Appendix F – Glossary of Terms .................................................................................................................................. 67
Condition Assessment Specific Terms ............................................................................................................ 68
Leak Detection Specific Terms ............................................................................................................................ 68
CONFIDENTIAL 6 Echologics Ref. No.: 42213137
1.0 Project Background
Murray, Smith & Associates, Inc. (MSA) approached Echologics, LLC (Echologics) to gain
information on critical segments of ductile iron and concrete composite mains owned by the City
of Auburn (Auburn) in order to address their primary objectives:
1. Determine the condition of the water mains surveyed.
2. Locate any leaks on the water mains surveyed.
Four sites were chosen for survey due to their critical nature, as they supply a large percentage
of the city’s water supply. If one of these transmissions mains were to fail and lose pressure, a
large number of residents would be at risk of losing fresh water supply. In addition to this, failure
of these critical mains would incur significant water losses as well as significant repair costs.
To achieve these objectives, Echologics utilized its proprietary LeakFinderRT technology to
locate leaks and ePulse method to determine the current condition of the pipe walls. This report
provides detailed information on how these objectives have been met.
The project included 2.8 miles of 14” to 24” ductile iron, steel and concrete composite mains
spread over four sites as detailed in Table 1 and shown in Figure 1. Field tests began on March
3, 2014 and required five days to complete.
TABLE 1: SITES SURVEYED
Site Name Diameter Pipe Material Year of
Installation Segments
(inch)
Lea Hill 20 DI 1998 1-11
Lea Hill 16 DI 1998 12-14
Academy 14 DI 1980 15-21
Coal Creek Springs 24 Concrete/Steel 1964 22-33
CONFIDENTIAL 7 Echologics Ref. No.: 42213137
FIGURE 1: OVERVIEW MAP OF SITE LOCATIONS
The ePulse method combines acoustic data measured in the field with information about a
pipe’s construction to calculate its current structural wall thickness. Structural walls can consist
of multiple materials and represents the composite strength of the pipe wall. The pipe’s material,
diameter, and modulus of elasticity are critical variables in this calculation. The percentage loss
in structural wall thickness is calculated by comparison to the design thickness of the pipe wall.
Incorrect design thicknesses will result in incorrect percentage loss figures, but will not affect
ePulse structural wall thickness measurements. The pipe properties used in this project, which
were obtained from MSA or estimated based on available records of similar pipes tested by
Echologics, are presented in Tables 2 and 3. Echologics estimated the modulus of elasticity
based on project experience. The specification of concrete pipe at Coal Creek Springs was
unavailable, so the generic term concrete composite pipe is used in this report.
CONFIDENTIAL 8 Echologics Ref. No.: 42213137
TABLE 2: DUCTILE IRON PIPE PROPERTIES
Site Name Segments Pipe
Material
Thickness
Class
Year of
Installation
Internal
Diameter
Original DI
Wall
Thickness
Original
Lining
Thickness
Original
Equivalent
Thickness
(inch) (inch) (inch) (inch)
Lea Hill 20" 1-11 DI 52 1998 20 0.42 0.09 0.47
Lea Hill 16" 12-14 DI 52 1998 16 0.40 0.09 0.45
Academy 15-21 DI 52 1980 14 0.39 0.09 0.43
The equivalent thickness of the ductile iron mains is the combined thickness of the ductile iron
and cement lining, weighted based on the individual material’s elastic moduli.
Little information is known on the Coal Creek Springs concrete composite pipe. As such,
Echologics estimated several properties of the pipe based on previous project experience. Due
to the complexity of the design of concrete cylinder pipes, it is not possible to estimate the
original stiffness. Therefore, a percentage change from original condition is not provided.
The results for concrete pipe are calculated differently than metallic mains. Concrete pipe loses
wall stiffness as it ages, while metallic pipe loses wall thickness. The stiffness of concrete
composite pipes is a function of the entire pipe and all of its components (e.g. steel and
concrete). The ePulse result does not differentiate between degradation of metallic pipe
thickness and concrete pipe stiffness. Furthermore, it is not currently possible to determine
whether losses in stiffness are due to losses in the concrete or steel components of the pipe.
Stiffness is defined as the ability for the pipe wall to resist deformation in the response to an
applied force.
Unfortunately, nominal information about the original concrete composite pipe wall stiffness is
not readily available. The best way to assess concrete composite pipe is to look at the results
statistically and look at how the stiffness changes along the main. Important indicators are:
maximum, minimum, average and standard deviation of stiffness. It is also important to look at
the results relative to each other, where the stiffest segment of pipe was assumed to be in the
best condition, and all other segments were compared to that segment. Table 3 presents the
pipe properties of the concrete composite pipe, including the maximum stiffness found during
the ePulse assessment.
CONFIDENTIAL 9 Echologics Ref. No.: 42213137
TABLE 3: CONCRETE COMPOSITE PIPE PROPERTIES
Site Segments Pipe
Material
Pressure
Class
Year of
Installation
Internal
Diameter
Maximum
Stiffness
Measured
Maximum
Stiffness
Measured
(inch) (kpsi) (GPa)
Coal Creek Springs 22-28, 31-33 Concrete PC 150 1964 24 6618.3 45.6
Segment 29 and 30 consist partially or completely of steel pipe of unknown specifications. As
such, the specifications for these segments are not shown.
CONFIDENTIAL 10 Echologics Ref. No.: 42213137
2.0 Results
2.1 LEAK DETECTION RESULT DETAILS
PROBABLE MEDIUM LEAK AT 272’ +/- 10’ EAST OF AIR VALVE ON WEST BANK OF
WHITE RIVER
Site Reference Name: Coal Creek Springs
Leak Size: Medium
Location on network: 272’ east of air valve on west bank of White River
Location on street: White River Crossing
Location notes: In White River, on the east bank
The accuracy of the location of this probable leak is dependent upon the accuracy of the overall
distance measured between the two sensor connection points. If a more accurate distance can
be provided for this crossing, a more accurate location of the probable leak can be determined.
FIGURE 2: OVERVIEW OF LEAK SITE
Air Valve
Blow-off Valve
Probable Leak
Location
Pothole 2
Pothole 1
N
CONFIDENTIAL 11 Echologics Ref. No.: 42213137
Echologics’ leak detection survey revealed a noise source near or close to the east bank of the
White River crossing. All evidence collected suggests that this noise is a leak. The character of
noise source is consistent with underwater leaks previously discovered by Echologics on other
similar sites. However, it should be noted that there is a possibility that this may not be a leak
and is noise caused by turbulent flow from the river. It is also important for the client to
understand the type of failure (joint, split, or pinhole) before repairs begin.
Therefore, the recommendations provided in this report are focused on confirming that the noise
source is due to leakage, and determining what type of failure it is. The recommendations are
as follows:
1. Use flow loggers to confirm and quantify leakage: Insert flow loggers on both sides of the
river to determine how much water is being lost.
2. Use internal CCTV: Insert a camera through the air valve to identify the presence and
location of the leak. It may also be possible to identify the type of failure.
3. Use divers for external inspection: Divers may be used to inspect the exterior of the pipe
surface. They can identify failures and the presence of water flow.
CONFIDENTIAL 12 Echologics Ref. No.: 42213137
2.2 EPULSE CONDITION ASSESSMENT
The ePulseTM results presented below show the percentage loss of wall thickness in comparison
to the nominal (design) thickness for the ductile iron mains, whereas the structural stiffness is
presented for the concrete mains. The remaining service life cannot be provided for the mains
assessed in this project, as the technology is currently only available on asbestos cement (AC)
and cast iron (CI) pipes.
DUCTILE IRON MAINS – LEA HILL AND ACADEMY
Table 4 shows the ePulse measurements of the average minimum structural thickness of the
ductile iron mains. The results are also presented as a percentage change in wall thickness in
comparison to the assumed nominal (design) thickness. Please see Appendix A.4 for more
details of all mains assessed.
TABLE 4: DUCTILE IRON EPULSE CONDITION ASSESSMENT RESULTS
Segment
# Site Name Distance Internal
Diameter
Pipe
Material
Original Wall
Thickness2
ePulse
Measured
Thickness2
% Change
from
Nominal1
# (ft) (in) (in) (in) %
1 Lea Hill 20" 358 20 DI 0.47 0.41 -13%
2 Lea Hill 20" 237 20 DI 0.47 0.44 -7%
3 Lea Hill 20" 937 20 DI 0.47 0.42 -10%
4 Lea Hill 20" 208 20 DI 0.47 0.37 -20%
5 Lea Hill 20" 467 20 DI 0.47 0.42 -10%
6 Lea Hill 20" 301 20 DI 0.47 0.44 -5%
7 Lea Hill 20" 404 20 DI 0.47 0.41 -13%
8 Lea Hill 20" 342 20 DI 0.47 0.43 -9%
9 Lea Hill 20" 298 20 DI 0.47 0.38 -19%
10 Lea Hill 20" 300 20 DI 0.47 0.40 -14%
11 Lea Hill 20" 248 20 DI 0.47 0.39 -17%
12 Lea Hill 16" 472 16 DI 0.45 0.41 -7%
13 Lea Hill 16" 394 16 DI 0.45 0.45 0%
14 Lea Hill 16" 415 16 DI 0.45 0.38 -14%
15 Academy 14" 565 14 DI 0.43 0.31 -30%
16 Academy 14" 495 14 DI 0.43 0.29 -34%
17 Academy 14" 528 14 DI 0.43 0.30 -30%
18 Academy 14" 599 14 DI 0.43 0.29 -33%
19 Academy 14" 600 14 DI 0.43 0.29 -32%
CONFIDENTIAL 13 Echologics Ref. No.: 42213137
Segment
# Site Name Distance Internal
Diameter
Pipe
Material
Original Wall
Thickness2
ePulse
Measured
Thickness2
% Change
from
Nominal1
# (ft) (in) (in) (in) %
20 Academy 14" 608 14 DI 0.43 0.29 -33%
21 Academy 14" 690 14 DI 0.43 0.30 -31%
Note 1: Refer to Table B.2-1 for color code descriptions.
Note 2: May be an Equivalent Thickness as described in Section 1.
The pipes inspected showed varying levels of degradation. Overall, the newer Lea Hill mains
were found to be in better condition than the older Academy main. Figure 3 summarizes the
condition of the ductile iron pipes surveyed, as indicated by pipe wall thickness loss, broken
down by site.
FIGURE 3: DUCTILE IRON THICKNESS LOSS COMPARISON BY SITE
Echologics assumed thickness class 52 for all ductile iron mains, based on available record
information. The percentage change in thickness may not be representative of the pipe wall
loss, as it is dependent on the nominal thickness. However, the remaining thickness has been
measured independently of the nominal thickness.
0%
10%
20%
30%
40%
50%
60%
70%
80%
90%
100%
Lea Hill 20"Lea Hill 16"Academy 14"DI Overall
DI Thickness Loss Comparison by Site
Good
Moderate
Poor
CONFIDENTIAL 14 Echologics Ref. No.: 42213137
LEA HILL 20” DUCTILE IRON MAIN, SEGMENTS 1-11
The 20” ductile iron main appears to be in moderate to good condition, with remaining structural
wall thickness ranging from 0.37” to 0.44”. New lined 20” DI of thickness class 52 has an original
wall thickness of 0.47”.
LEA HILL 16” DUCTILE IRON MAIN, SEGMENTS 12-14
The 16” ductile iron main appears to be in moderate to good condition, with remaining structural
wall thickness ranging from 0.38” to 0.45”. New lined 16” DI of thickness class 52 has an original
wall thickness of 0.45”.
ACADEMY 14” DUCTILE IRON MAIN, SEGMENTS 15-21
The 14” ductile iron main appears to be in poor condition, with remaining structural wall
thickness ranging from 0.29” to 0.31”. New lined 14” DI of class 52 has an original wall thickness
of 0.43”. This main had the most consistent results in terms of remaining thickness.
It is important to note that since some of the nominal thicknesses were assumed, the
percentage change in thickness may not be representative of the pipe wall loss. The relevant
number is the remaining thickness. This value is measured independently of the nominal
thickness.
CONCRETE COMPOSITE MAINS – COAL CREEK SPRINGS
Echologics tested 12 sections of concrete composite pipe, for a total length of 5,204’. Results
are shown as the average minimum wall stiffness in each section and are expressed in
kilo-pounds per square inch (kpsi) and gigapascals (GPa) in Table 5. The results are also
presented as a percentage change in stiffness in comparison to the stiffest segment (segment
25). The rank column orders pipe sections from best condition (1) to most degraded (10).
Please refer to Appendix A for detailed pipe wall condition assessment results.
TABLE 5: CONCRETE COMPOSITE EPULSE CONDITION ASSESSMENT RESULTS
Segment
# Site Name Distance Internal
Diameter Pipe Material
ePulse
Measured
Stiffness
ePulse
Measured
Stiffness
% Change
from Stiffest
Segment3
Rank
# (ft) (in) (kpsi) (GPa) %
22 Coal Creek Springs 945 24 Concrete 6065.9 41.8 -8% 4
23 Coal Creek Springs 275 24 Concrete 6341.9 43.7 -4% 3
24 Coal Creek Springs 321 24 Concrete 6504.5 44.8 -2% 2
CONFIDENTIAL 15 Echologics Ref. No.: 42213137
Segment
# Site Name Distance Internal
Diameter Pipe Material
ePulse
Measured
Stiffness
ePulse
Measured
Stiffness
% Change
from Stiffest
Segment3
Rank
# (ft) (in) (kpsi) (GPa) %
25 Coal Creek Springs 350 24 Concrete 6618.3 45.6 0% 1
26 Coal Creek Springs 261 24 Concrete 6026.6 41.6 -9% 5
27 Coal Creek Springs 410 24 Concrete 5814.2 40.1 -12% 8
28 Coal Creek Springs 328 24 Concrete 5893.9 40.6 -11% 7
294 Coal Creek Springs 501 24 Steel N/A N/A N/A N/A
305 Coal Creek Springs 675 24 Steel/Concrete N/A N/A N/A N/A
31 Coal Creek Springs 304 24 Concrete 5123.4 35.3 -23% 10
32 Coal Creek Springs 529 24 Concrete 6007.0 41.4 -9% 6
33 Coal Creek Springs 305 24 Concrete 5566.2 38.4 -16% 9
Note 3: Refer to Table B.2-1 for color code descriptions.
Note 4: An accurate distance was unattainable.
Note 5: Result was unattainable due to inconsistent pipe properties.
The results for the Coal Creek Springs main have been ranked from 1 through 10, based on
relative best (1) to worst conditions (10). The results suggest that the main has the highest
stiffness between segment 22 to 28 (west of the White River), with an average stiffness of
6,181 kpsi, and no sections with less than 5,800 kpsi. Segment 31 has the lowest measured
stiffness of 5,123 kpsi. Segments 27, 28, 31, and 33 are below the overall average stiffness of
5,996 kpsi listed in Table 4 below. Segments 24 and 25 appear have the highest stiffness
overall.
TABLE 4: OTHER PARAMETERS
Parameter Segment # Value (kpsi)
Minimum Stiffness 31 5123.4
Maximum Stiffness 25 6618.3
Mean Stiffness N/A 5996.2
Standard Deviation N/A 442.3
Figure 4 is a graph depicting the range of stiffness measurements (x-axis) versus the number of
occurrences (y-axis). The shape of the graph suggests a normal distribution of pipe stiffness
along the main.
CONFIDENTIAL 16 Echologics Ref. No.: 42213137
FIGURE 4: DISTRIBUTION OF STIFFNESS MEASUREMENTS
Figure 5 is a graph with the x-axis indicating the segment number (segment 22 corresponds to
the most northwest segment at the RV park) and the y-axis indicating the measured stiffness in
kpsi. The image provides a representation of how the stiffness varies along the main.
While error was not calculable on this assessment, past experience on a 48” pre-stressed
concrete cylinder pipe (PCCP) has indicated an estimated error of 17% of the measured
stiffness. This estimation includes signal processing and mathematical errors, which are within
Echologics control. It does not include uncontrollable errors such as pipe layout discrepancies
or pipe specification errors. This uncontrollable error has been displayed in Figure 5 using error
bars, and has not been calculated in the measured stiffness results shown in Table 5.
0
1
2
3
4
5
>5400 5400-5800 5800-6200 6200-6600 >6000
Fr
e
q
u
e
n
c
y
(
#
o
f
o
c
c
u
r
e
n
c
e
s
)
Stiffness (1,000 psi)
Stiffness Distribution
CONFIDENTIAL 17 Echologics Ref. No.: 42213137
FIGURE 5: MEASURED STIFFNESS ALONG THE PIPE
Lower stiffness measurements can be attributed to broken pre-stressing wires, as well as
cracking or de-lamination of the cement lining in combination with corrosion of the steel cylinder.
Due to the terrain between the sensor points, accurate distances were not attainable for
segments 22, 25, 29, and 30. When possible, estimates have been made, based on as-built
drawings, sub-foot accurate global positioning system (GPS), surveying measurements and
distances measured on site using a measuring wheel and/or a laser rangefinder. The stiffness
results can be recalculated using updated distances if they become available.
The condition of segments 29 and 30 could not be determined, as an accurate lining thickness
was not attainable. However, leak detection was still performed on these segments.
Results for segment 30 could not be obtained, as it consisted of two distinct pipe materials:
concrete and steel.
4000
4500
5000
5500
6000
6500
7000
7500
8000
22 23 24 25 26 27 28 29 30 31 32 33
St
i
f
f
n
e
s
s
(
1
,
0
0
0
p
s
i
)
Segment #
Measured Stiffness
CONFIDENTIAL 18 Echologics Ref. No.: 42213137
2.3 LIMITATIONS
There are physical limitations that will impact the accuracy of the final results presented in this
report. There are also limitations in what types of decisions an asset manager may make using
the data presented in this report. This section discusses those limitations and how they may
affect the final result or how an asset manager may use the information. These limitations will
apply to all segments in a site. If any of the information below becomes available for a site, all
results within that site may shift slightly, but will maintain their relative position to other
segments in that site.
MODULUS OF ELASTICITY
The modulus of elasticity of the pipe material is one of the factors in the calculation of the
current pipe wall thickness. While Echologics has significant experience estimating the modulus
of elasticity based on the material, age, and region of manufacture, we can improve the
accuracy of the results by testing the actual modulus of elasticity of an exhumed sample of the
pipe wall.
UNKNOWN PIPE SPECIFICATIONS
Actual design wall thicknesses (for ductile iron mains) were not available for comparison to
ePulse measurements. Although reasonable assumptions have been made for original wall
thickness, the percentage loss in wall thickness can be improved if actual design wall thickness
specifications can be provided. MSA may wish to exhume a pipe coupon to verify these
assumptions. For example, if segment 1 was thickness class 53 instead of class 52, the
equivalent nominal thickness would be 0.50” instead of 0.47”, changing the percent change from
nominal from -13% to -19%.
General pipe properties (for concrete composite mains) were not available to properly classify
the Coal Creek Springs main. Although reasonable assumptions have been made, further
recommendations regarding the remediation of the pipe can be suggested if actual pipe
properties can be provided. MSA may wish to exhume a pipe coupon to verify these
assumptions.
INNACCURATE SENSOR-TO-SENSOR DISTANCE
An accurate distance measurement is crucial for an accurate assessment. In general, a 1%
error in distance measurement can result to more than a 2% error in final percentage of wall
CONFIDENTIAL 19 Echologics Ref. No.: 42213137
thickness lost. Echologics have made reasonable calculations of segment length using a
measuring wheel, laser rangefinder, sub-foot GPS units, and available maps. However, the
uncertainty in these measurements, though minimal, can limit the accuracy of the data. Further
confirmation of the exact length of pipe segment length would improve the accuracy of these
results.
STATISTICAL VARIATION
The values generated by ePulse testing are averaged for a segment of pipe with a length that
ranges between 150’ and 500’. This leads to the possibility that small lengths within the
segment could have severe degradation that will not be shown in the final result. Therefore, it is
important for the reader of this report to understand that the value presented describes the
general condition of the pipe and may not show future potential point failures.
The stiffness or thickness of some segments could not be measured and therefore have a “N/A”
in the results column. This was because of one or more of the following reasons:
There is more than one type of pipe in the segment (i.e. different diameters, different
materials, etc.);
It is not possible to get an accurate distance measurement.
CONFIDENTIAL 20 Echologics Ref. No.: 42213137
3.0 Discussion and Next Steps
Echologics has provided information to MSA on leak detection and pipe wall condition of
2.8 miles of 14” to 24” ductile iron and concrete composite mains. A summary report was also
supplied to the client upon request regarding the probable leak on the Coal Creek Springs main.
The highlights of the Leak Detection Service are as follows:
Probable leak discovered on Coal Creek Springs main at the river crossing
The highlights of the Condition Assessment Service are as follows:
Lea Hill 16” & 20” ductile iron main is in moderate to good condition
Academy 14” ductile iron main is in poor condition
Coal Creek Springs 24” concrete composite main has little variation in its stiffness
As in other studies, such as the Middlesex case study presented in Appendix E, the relationship
between ePulse measurements and overall pipe condition has been confirmed. To date, the
following relationships have been discovered for concrete composite pipe:
1. Low stiffness correlates well with broken wires
2. Low stiffness correlates well with wires with loss of tension
3. Low stiffness correlates well with locations of previous main breaks
The ePulse technology cannot differentiate between different degradation mechanisms within
the composite pipe wall, it can only measure the overall structural stiffness. If more information
regarding pipe specifications becomes available, Echologics can revise the analysis and provide
more recommendations.
This report is intended to be used as a guide only. All forms of non-destructive testing involve an
inherent level of uncertainty. Such testing is dependent on input parameters, and outputs can be
significantly affected by variation from assumed parameters. This report includes certain
suggestions and recommendations made by Echologics which are based on, among others, (i)
the findings included in the report, (ii) its experience and (iii) an understanding of the client’s
particular requirements. Echologics acknowledges that the client may use this report to consider
potential opportunities for pipeline replacement or rehabilitation; however, Echologics disclaims
any liability that may arise in connection with decisions based on these suggestions or
recommendations or their implementation.
CONFIDENTIAL 21 Echologics Ref. No.: 42213137
NEXT STEPS: COAL CREEK SPRINGS LEAK
While the Coal Creek Springs noise source is considered a probable leak, it should be noted
that this could be noise caused by turbulent flow from the river. It still needs to be determined if
this pipe is exposed on the river bottom due to erosion. Once turbulent flow from the river has
been ruled out as the noise source, one or more of the following methods are recommended to
confirm the presence and location of the leak:
1. Use flow loggers to confirm and quantify leakage: Insert flow loggers on both sides of the
river to determine how much water is being lost.
2. Use internal CCTV: Insert a camera through the air valve to identify the presence and
location of the leak. It may also be possible to identify the type of failure.
3. Use divers for external inspection: Divers may be used to inspect the exterior of the pipe
surface. They can identify failures and the presence of water flow.
Following this testing, a catastrophic failure analysis is recommended. This will help MSA to
determine the consequences of a catastrophic failure on the Coal Creek Springs main.
NEXT STEPS: EPULSE
The ePulse results can be recalculated to reflect new information if it becomes available.
Specifically, this refers to nominal pipe specifications.
In regards to the concrete composite main, it is very important for the client to first know the
original pipe class and specification, prior to any decision on asset management, further
assessment or rehabilitation. Concrete mains vary widely in design specifications. Each
specification (AWWA C301 through 303) is unique and has its own unique failure mechanisms.
Therefore prior to any next steps it is recommended that further investigation be conducted on
the main to determine the original pipe design specifications.
Verification of the condition of concrete composite mains can be accomplished by a thorough
analysis conducted by Simpson Gumpertz & Hedger (SGH). SGH has significant experience
with complex concrete composite pipe analysis and can provide more precise information on the
level of risk of failure. This approach will include physical testing of the lowest measured pipe
segments, identification of the pipe specification and the use of electromagnetic technology to
identify broken wires, chemical analysis of the mortar coating, and mechanical testing of the
wires and steel cylinder. With this information, the city can more accurately confirm the level of
risk of failure.
CONFIDENTIAL 22 Echologics Ref. No.: 42213137
NEXT STEPS: GENERAL
Echologics’ condition assessment results are an effective and valuable component of the asset
management process for prioritization of pipeline repair and rehabilitation. Each water network
will have its own dominant degradation mechanism, as well as unique local considerations.
Comparing Echologics’ results with some of the following datasets will allow MSA and Auburn to
direct their rehabilitation efforts in a cost effective manner.
1. Soil Corrosivity. This comparison will help determine if external corrosion due to
aggressive soil is a significant degradation mechanism for these mains. For example, if
corrosive soils are discovered and the main is in poor condition, the degradation is likely
related to soil conditions.
2. Water Aggressiveness. This comparison will reveal whether or not the water is a
mechanism for uniform degradation. For example, aggressive water would suggest that
some of the degradation is caused from the inside of the pipe; this can be assumed to cause
similar degradation rates for similar types of main.
3. Break History. Collating condition assessment results and break history help identify
sections of main that are at increased risk of failure. These factors are not necessarily
related, as it is possible for pipes to have high break rates for reasons other than pipe wall
degradation.
4. Consequence of Failure. Combining condition assessment results with consequence of
failure analysis is used to generate a risk assessment.
Please do not hesitate to contact us should you have any questions or comments regarding this
report.
CONFIDENTIAL 23 Echologics Ref. No.: 42213137
Appendix A – Detailed Results
This section provides a detailed presentation of the project scope, as well as the data collected
and results obtained during the project. Information presented in the main body of the report
may be repeated here, to allow this appendix to be used as a stand-alone document.
A.1 SITE DETAILS
This project was divided into four sites. An overview map of both sites is shown in Figure A.1-1
below, followed by detailed maps on each of the sites.
FIGURE A.1-1: OVERVIEW MAP OF SITE LOCATIONS
Lea Hill 16” & 20”
Academy
Coal Creek Springs N
CONFIDENTIAL 24 Echologics Ref. No.: 42213137
SITE 1: LEA HILL 20” DUCTILE IRON MAIN
FIGURE A.1-2: LEA HILL 20” DUCTILE IRON MAIN
FIGURE A.1-3: LEA HILL 20” DUCTILE IRON MAIN
N
N
N
N
CONFIDENTIAL 25 Echologics Ref. No.: 42213137
FIGURE A.1-3: LEA HILL 20” DUCTILE IRON MAIN
Segment 8
Segment 9
Segment 10 Segment 11
N
CONFIDENTIAL 26 Echologics Ref. No.: 42213137
SITE 2: LEA HILL 16” DUCTILE IRON MAIN
FIGURE A.1-4: LEA HILL 16” DUCTILE IRON MAIN
N
CONFIDENTIAL 27 Echologics Ref. No.: 42213137
SITE 3: ACADEMY 14” DUCTILE IRON MAIN
FIGURE A.1-5: ACADEMY 14” DUCTILE IRON MAIN
FIGURE A.1-6: ACADEMY 14” DUCTILE IRON MAIN
CONFIDENTIAL 28 Echologics Ref. No.: 42213137
SITE 4: COAL CREEK SPRINGS 24” CONCRETE AND STEEL MAIN
FIGURE A.1-7: COAL CREEK SPRINGS 24” CONCRETE COMPOSITE MAIN
CONFIDENTIAL 29 Echologics Ref. No.: 42213137
FIGURE A.1-8: COAL CREEK SPRINGS 24” CONCRETE COMPOSITE AND STEEL MAIN
FIGURE A.1-9: COAL CREEK SPRINGS 24” CONCRETE COMPOSITE MAIN
CONFIDENTIAL 30 Echologics Ref. No.: 42213137
A.2 LEAK DETECTION RESULT DETAILS
PROBABLE MEDIUM LEAK AT 272’ +/- 10’ EAST OF AIR VALVE ON WEST BANK OF
WHITE RIVER
Site Reference Name: Coal Creek Springs
Leak Size: Medium
Location on network: 272’ east of air valve on west bank of White River
Location on street: White River Crossing
Location notes: In White River, on the east bank
The accuracy of the location of this probable leak is dependent upon the accuracy of the overall
distance measured between the two sensor connection points. If a more accurate distance can
be provided for this crossing, a more accurate location of the probable leak can be determined.
FIGURE 6: OVERVIEW OF LEAK SITE
Echologics’ leak detection survey revealed a noise source near or close to the east bank of the
White River crossing. All evidence collected suggests that this noise is a leak. The character of
noise source is consistent with underwater leaks previously discovered by Echologics on other
Air Valve
Blow-off Valve
Probable Leak
Location
Pothole 2
Pothole 1
N
CONFIDENTIAL 31 Echologics Ref. No.: 42213137
similar sites. However, it should be noted that there is a possibility that this may not be a leak
and is noise caused by turbulent flow from the river. It is also important for the client to
understand the type of failure (joint, split, or pinhole) before repairs begin.
Therefore, the recommendations provided in this report are focused on confirming that the noise
source is due to leakage, and determining what type of failure it is. The recommendations are
as follows:
1. Use flow loggers to confirm and quantify leakage: Insert flow loggers on both sides of the
river to determine how much water is being lost.
2. Use internal CCTV: Insert a camera through the air valve to identify the presence and
location of the leak. It may also be possible to identify the type of failure.
3. Use divers for external inspection: Divers may be used to inspect the exterior of the pipe
surface. They can identify failures and the presence of water flow.
CONFIDENTIAL 32 Echologics Ref. No.: 42213137
A.3 PIPE PROPERTY DETAILS
The pipe properties used in this project, which were obtained from MSA, estimated or assumed,
are presented in Tables A.3-1 and A.3-2. Echologics estimated the modulus of elasticity based
on project experience.
TABLE A.3-1: DUCTILE IRON PIPE PROPERTIES
Site Name Segments Pipe
Material
Thickness
Class
Year of
Installation
Internal
Diameter
Nominal Wall
Thickness
Lining
Thickness
Equivalent
Thickness
(inch) (inch) (inch) (inch)
Lea Hill 20" 1-11 DI 52 1998 20 0.42 0.09 0.47
Lea Hill 16" 12-14 DI 52 1998 16 0.40 0.09 0.45
Academy 15-21 DI 52 1980 14 0.39 0.09 0.43
The equivalent thickness is the combined thickness of the ductile iron and cement lining,
weighted based on the individual material’s elastic moduli.
Little information is known on the Coal Creek Springs concrete composite pipe. As such,
Echologics estimated several properties of the pipe based on previous project experience. Due
to the complexity of the design of concrete cylinder pipes, it is not possible to estimate the
nominal stiffness. Therefore, a percentage change from original condition is not provided.
The results for concrete pipe are displayed differently than metallic mains. Concrete pipe loses
wall stiffness as it ages, while metallic pipe loses wall thickness. The stiffness of concrete
composite pipes is a function of the entire pipe and all of its components, and the ePulse result
does not differentiate between degradation modes. Furthermore, it is not currently possible to
determine whether losses in stiffness are due to losses in the concrete or steel components of
the pipe. Stiffness is defined as the ability for the pipe wall to resist deformation in the response
to an applied force.
Unfortunately nominal information about concrete pipe wall stiffness is not readily available.
Therefore best way to assess concrete cylinder pipe is to look at the results statistically and look
at how the stiffness changes along the main. Important indicators are: maximum, minimum,
average and standard deviation of stiffness. It is also important to look at the results relative to
each other, where the stiffest section was assumed to be in the best condition, and all other
CONFIDENTIAL 33 Echologics Ref. No.: 42213137
sections were compared to that section. Table A.3-2 presents the pipe properties of the
concrete composite pipe, including the maximum stiffness found during the ePulse assessment.
TABLE A.3-2: CONCRETE COMPOSITE PIPE PROPERTIES
Site Segments Pipe
Material
Pressure
Class
Year of
Installation
Internal
Diameter
Maximum
Stiffness
Measured
Maximum
Stiffness
Measured
(inch) (kpsi) (GPa)
Coal Creek Springs 22-28, 31-33 Concrete PC 150 1964 24 6618.3 45.6
Segments 29 and 30 consist partially or completely of steel pipe of unknown specifications. As
such, the specifications for these segments are not shown.
CONFIDENTIAL 34 Echologics Ref. NO.: 42213137
A.4 EPULSE CONDITION ASSESSMENT RESULT DETAILS
Tables A.4-1 and A.4-2 below present the full results of the ePulse testing for the ductile iron and concrete composite mains
respectively. Detailed results follow for all sites and segments.
TABLE A.4-1: EPULSE DUCTILE IRON PIPE WALL CONDITION ASSESSMENT RESULT DETAILS
Segment
# Site Name Segment
Length
Pipe
Material
Year of
Installation
Water
Temperature
Thickness
Class
Original DI
Wall
Thickness1
ePulse
Measured
Wall
Thickness1
% Change
from
Nominal2
(ft) (°C) (in) (in) %
1 Lea Hill 20" 358 DI 1998 8 52 0.47 0.41 -13%
2 Lea Hill 20" 237 DI 1998 8 52 0.47 0.44 -7%
3 Lea Hill 20" 937 DI 1998 8 52 0.47 0.42 -10%
4 Lea Hill 20" 208 DI 1998 9 52 0.47 0.37 -20%
5 Lea Hill 20" 467 DI 1998 9 52 0.47 0.42 -10%
6 Lea Hill 20" 301 DI 1998 9 52 0.47 0.44 -5%
7 Lea Hill 20" 404 DI 1998 9 52 0.47 0.41 -13%
8 Lea Hill 20" 342 DI 1998 9 52 0.47 0.43 -9%
9 Lea Hill 20" 298 DI 1998 9 52 0.47 0.38 -19%
10 Lea Hill 20" 300 DI 1998 9 52 0.47 0.40 -14%
11 Lea Hill 20" 248 DI 1998 8 52 0.47 0.39 -17%
12 Lea Hill 16" 472 DI 1998 8 52 0.45 0.41 -7%
13 Lea Hill 16" 394 DI 1998 8 52 0.45 0.45 0%
14 Lea Hill 16" 415 DI 1998 8 52 0.45 0.38 -14%
15 Academy 14” 565 DI 1980 9 52 0.43 0.31 -30%
16 Academy 14” 495 DI 1980 9 52 0.43 0.29 -34%
17 Academy 14” 528 DI 1980 9 52 0.43 0.30 -30%
CONFIDENTIAL 35 Echologics Ref. NO.: 42213137
Segment
# Site Name Segment
Length
Pipe
Material
Year of
Installation
Water
Temperature
Thickness
Class
Original DI
Wall
Thickness1
ePulse
Measured
Wall
Thickness1
% Change
from
Nominal2
(ft) (°C) (in) (in) %
18 Academy 14” 599 DI 1980 9 52 0.43 0.29 -33%
19 Academy 14” 600 DI 1980 9 52 0.43 0.29 -32%
20 Academy 14” 608 DI 1980 9 52 0.43 0.29 -33%
21 Academy 14” 690 DI 1980 9 52 0.43 0.30 -31%
Note 1: May be an Equivalent Thickness as described in Section 1.
Note 2: Refer to Table B.2-1 for color code descriptions.
TABLE A.4-2: EPULSE CONCRETE COMPOSITE PIPE WALL CONDITION ASSESSMENT RESULT DETAILS
Segment
# Site Name Segment
Length
Pipe
Material
Year of
Installation
Water
Temperature
Pressure
Class
ePulse
Measured
Wall Stiffness
ePulse
Measured
Wall Stiffness
% Change
from Stiffest
Segment3
Rank
(ft) (°C) (kpsi) (GPa) %
22 Coal Creek Springs 945 Concrete
Composite 1964 9 PC 150 6065.9 41.8 -8% 4
23 Coal Creek Springs 275 Concrete
Composite 1964 9 PC 150 6341.9 43.7 -4% 3
24 Coal Creek Springs 321 Concrete
Composite 1964 9 PC 150 6504.5 44.8 -2% 2
25 Coal Creek Springs 350 Concrete
Composite 1964 9 PC 150 6618.3 45.6 0% 1
26 Coal Creek Springs 261 Concrete
Composite 1964 9 PC 150 6026.6 41.6 -9% 5
27 Coal Creek Springs 410 Concrete
Composite 1964 9 PC 150 5814.2 40.1 -12% 8
CONFIDENTIAL 36 Echologics Ref. NO.: 42213137
Segment
# Site Name Segment
Length
Pipe
Material
Year of
Installation
Water
Temperature
Pressure
Class
ePulse
Measured
Wall Stiffness
ePulse
Measured
Wall Stiffness
% Change
from Stiffest
Segment3
Rank
28 Coal Creek Springs 328 Concrete
Composite 1964 9 PC 150 5893.9 40.6 -11% 7
294 Coal Creek Springs 501 Steel 1964 9 N/A N/A N/A N/A N/A
305 Coal Creek Springs 675
Steel /
Concrete
Composite
1964 9 N/A N/A N/A N/A N/A
31 Coal Creek Springs 304 Concrete
Composite 1964 9 PC 150 5123.4 35.3 -23% 10
32 Coal Creek Springs 529 Concrete
Composite 1964 9 PC 150 6007.0 41.4 -9% 6
33 Coal Creek Springs 305 Concrete
Composite 1964 9 PC 150 5566.2 38.4 -16% 9
Note 3: Refer to Table B.2-1 for color code descriptions.
Note 4: An accurate distance was unattainable.
Note 5: Result was unattainable due to inconsistent pipe properties.
CONFIDENTIAL 37 Echologics Ref. NO.: 42213137
SITE 1: LEA HILL 20” DUCTILE IRON MAIN
FIGURE A.4-1: LEA HILL 20” DUCTILE IRON MAIN
FIGURE A.4-2: LEA HILL 20” DUCTILE IRON MAIN
N
Segment 8
Segment 9
Segment 10 Segment 11
N
CONFIDENTIAL 38 Echologics Ref. NO.: 42213137
No leaks were found on the Lea Hill 20” ductile iron main.
TABLE A.4-3: LEA HILL 20” EPULSE RESULT DETAILS
Segment
#
Segment
Length
Pipe
Material
Year of
Installation
Water
Temperature
Thickness
Class
Original DI
Wall
Thickness1
ePulse
Measured
Wall
Thickness1
% Change
from
Nominal2
(ft) (°C) (in) (in) %
1 358 DI 1998 8 52 0.47 0.41 -13%
2 237 DI 1998 8 52 0.47 0.44 -7%
3 937 DI 1998 8 52 0.47 0.42 -10%
4 208 DI 1998 9 52 0.47 0.37 -20%
5 467 DI 1998 9 52 0.47 0.42 -10%
6 301 DI 1998 9 52 0.47 0.44 -5%
7 404 DI 1998 9 52 0.47 0.41 -13%
8 342 DI 1998 9 52 0.47 0.43 -9%
9 298 DI 1998 9 52 0.47 0.38 -19%
10 300 DI 1998 9 52 0.47 0.40 -14%
11 248 DI 1998 8 52 0.47 0.39 -17%
Note 1: May be an Equivalent Thickness as described in Section 1.
Note 2: Refer to Table B.2-1 for color code descriptions.
The ePulse results show that the 20” ductile iron main appears to be in moderate to good
condition, with remaining structural wall thickness ranging from 0.37” to 0.44”.
CONFIDENTIAL 39 Echologics Ref. NO.: 42213137
SITE 2: LEA HILL 16” DUCTILE IRON MAIN
FIGURE A.4-3: LEA HILL 16” DUCTILE IRON MAIN
No leaks were found on the Lea Hill 16” ductile iron main.
TABLE A.4-4: LEA HILL 16” EPULSE RESULT DETAILS
Segment
#
Segment
Length
Pipe
Material
Year of
Installation
Water
Temperature
Thickness
Class
Original DI
Wall
Thickness1
ePulse
Measured
Wall
Thickness1
% Change
from
Nominal2
(ft) (°C) (in) (in) %
12 472 DI 1998 8 52 0.45 0.41 -7%
13 394 DI 1998 8 52 0.45 0.45 0%
14 415 DI 1998 8 52 0.45 0.38 -14%
Note 1: May be an Equivalent Thickness as described in Section 1.
Note 2: Refer to Table B.2-1 for color code descriptions.
The ePulse results show that the 16” ductile iron main appears to be in moderate to good
condition, with remaining structural wall thickness ranging from 0.38 to 0.45 inches.
N
CONFIDENTIAL 40 Echologics Ref. NO.: 42213137
SITE 3: ACADEMY 14” DUCTILE IRON MAIN
FIGURE A.4-4: ACADEMY 14” DUCTILE IRON MAIN
FIGURE A.4-5: ACADEMY 14” DUCTILE IRON MAIN
No indication of leaks were found on the Academy 14” ductile iron main.
CONFIDENTIAL 41 Echologics Ref. NO.: 42213137
TABLE A.4-5: ACADEMY EPULSE RESULT DETAILS
Segment
# Distance Pipe
Material
Year of
Installation Temperature Pressure
Class
Nominal
Wall
Thickness1
ePulse
Measured
Thickness1
% Change
from
Nominal2
(ft) (°C) (in) (in) %
15 565 DI 1980 9 PC 52 0.43 0.31 -30%
16 495 DI 1980 9 PC 52 0.43 0.29 -34%
17 528 DI 1980 9 PC 52 0.43 0.30 -30%
18 599 DI 1980 9 PC 52 0.43 0.29 -33%
19 600 DI 1980 9 PC 52 0.43 0.29 -32%
20 608 DI 1980 9 PC 52 0.43 0.29 -33%
21 690 DI 1980 9 PC 52 0.43 0.3 -31%
Note 1: May be an Equivalent Thickness as described in Section 1.
Note 2: Refer to Table B.2-1 for color code descriptions.
The ePulse results show that the 14” ductile iron main appears to be in poor condition, with
remaining structural wall thickness ranging from 0.29” to 0.31”. This main had the most
consistent results.
CONFIDENTIAL 42 Echologics Ref. NO.: 42213137
SITE 4: COAL CREEK SPRINGS 24” CONCRETE COMPOSITE/STEEL MAIN
FIGURE A.4-6: COAL CREEK SPRINGS 24” CONCRETE COMPOSITE MAIN
N
CONFIDENTIAL 43 Echologics Ref. NO.: 42213137
FIGURE A.4-7: COAL CREEK SPRINGS 24” CONCRETE COMPOSITE AND STEEL MAIN
FIGURE A.4-8: COAL CREEK SPRINGS 24” CONCRETE COMPOSITE MAIN
N
CONFIDENTIAL 44 Echologics Ref. NO.: 42213137
Echologics’ leak detection survey revealed a noise source near or close to the east bank of the
White River crossing. Although this is considered a leak, it should be noted that this could be
noise caused by turbulent flow from the river. It still needs to be determined if this pipe is
exposed on the river bottom due to erosion. For further discussion, refer to Appendix A.2.
TABLE A.4-6: COAL CREEK SPRINGS EPULSE RESULT DETAILS
Segment # Segment
Length Pipe Material Year of
Installation
Water
Temperature
Pressure
Class
ePulse
Measured
Stiffness
ePulse
Measured
Stiffness
% Change
from
Stiffest
Segment3
Rank
(ft) (°C) (kpsi) (GPa) %
22 945 Concrete
Composite 1964 9 PC 150 6065.9 41.8 -8% 4
23 275 Concrete
Composite 1964 9 PC 150 6341.9 43.7 -4% 3
24 321 Concrete
Composite 1964 9 PC 150 6504.5 44.8 -2% 2
25 350 Concrete
Composite 1964 9 PC 150 6618.3 45.6 0% 1
26 261 Concrete
Composite 1964 9 PC 150 6026.6 41.6 -9% 5
27 410 Concrete
Composite 1964 9 PC 150 5814.2 40.1 -12% 8
28 328 Concrete
Composite 1964 9 PC 150 5893.9 40.6 -11% 7
294 501 Steel 1964 9 N/A N/A N/A N/A N/A
305 675
Steel /
Concrete
Composite
1964 9 N/A N/A N/A N/A N/A
31 304 Concrete
Composite 1964 9 PC 150 5123.4 35.3 -23% 10
32 529 Concrete
Composite 1964 9 PC 150 6007.0 41.4 -9% 6
33 305 Concrete
Composite 1964 9 PC 150 5566.2 38.4 -16% 9
Note 3: Refer to Table B.2-1 for color code descriptions.
Note 4: An accurate distance was unattainable.
Note 5: Result was unattainable due to inconsistent pipe properties.
The results for the Coal Creek Springs main have been ranked from 1 through 10, based on
relative best (1) to worst (10) conditions. The results suggest that the segments further
CONFIDENTIAL 45 Echologics Ref. NO.: 42213137
northwest along the main are in better condition. However, there is little variance in the condition
along the main on the west side of White River (segments 22-28). Segments 24 and 25 appear
to be in the best condition overall.
Lower stiffness measurements can be attributed to broken pre-stressing wires, as well as
cracking or de-lamination of the cement lining in combination with corrosion of the steel cylinder.
Due to the terrain between the sensor points, accurate distances were not attainable for
segments 22, 25, 29, and 30. When possible, estimates have been made, based on as-built
drawings, sub-foot GPS and surveying measurements and distances measured on site using a
measuring wheel and/or a laser rangefinder. The stiffness results can be recalculated using
updated distances if they become available.
The condition of segments 29 and 30 could not be determined, as an accurate lining thickness
was not attainable. However, leak detection was still performed on these segments.
Results for segment 30 could not be obtained, as it consisted of two distinct pipe materials:
concrete and steel.
CONFIDENTIAL 46 Echologics Ref. NO.: 42213137
Appendix B – Interpretation of Results
B.1 LEAK DETECTION
There are three possible results for each leak detection test on a Segment:
Leak Noise Discovered (Leak)
Point of Interest (POI)
No Leak Discovered.
Within all Echologics reports, if no mention is made of leaks on a given Segment, it may be
assumed that the result of the test was “No Leak Discovered”.
LEAK NOISE DISCOVERED (LEAK)
Several criteria must be met for audio recordings in order to provide a positive leak detection
result. A positive comparison of the sound patterns and frequencies detected at both sensors
(correlation), similar noise detected at both sensors (coherence), confirmation at the leak
location through the use of surface mounted microphones to listen to the leak noise through the
ground (ground sounding), and/or visual confirmation of the leak. Alternatively, a leaking hydrant
or valve is characterized by high frequency noise transmitted to the sensor of the respective
channel and can be confirmed through sounding.
POINT OF INTEREST (POI)
A Point of Interest (POI) designation indicates that some, but not all, of the criteria for a positive
leak detection result are met. This could mean that a strong correlation is observed but
coherence is poor, or that there is no confirmation of leak noise through ground sounding the
point of the leak. Although this does not indicate a conclusive leak, it is recommended that the
client perform a secondary investigation to confirm the presence and location of the leak, as
there is evidence of some form of noise inside the pipe.
NO LEAK DISCOVERED
When a negative correlation is matched with poor coherence, it is concluded that no leak was
detected. This indicates that the LeakFinderRT system is not identifying a noise source of any
CONFIDENTIAL 47 Echologics Ref. NO.: 42213137
sort, and that there is no other evidence of leakage. Where possible, leak simulations are
performed to confirm the absence of leaks and to ensure equipment functionality.
B.2 EPULSE CONDITION ASSESSMENT
The ePulse condition assessment measures the current average minimum structural thickness
(for asbestos cement or metallic mains) or current average structural stiffness (for reinforced
concrete or plastic mains). Where the original nominal thickness (or stiffness) is available,
results are also presented as a percentage loss, and as a category indicating a qualitative
description of the expected condition of the main.
QUALITATIVE CONDITION DESCRIPTION CATEGORIES
The color-coding and descriptions in Table B.2-1 are used for the results presented in all ePulse
condition assessment reports.
TABLE B.2-1: COLOR CODING AND WALL THICKNESS LOSS QUALITATIVE DESCRIPTIONS
Change in
Wall
Thickness
Description Color
Code
Description
Asbestos Cement
Mains Metallic Mains Concrete
Composite Mains
Less than
10% Good Green
Minor levels of
degradation and/or
isolated areas with
minor loss of
structural thickness
Minor levels of
uniform corrosion or
some localized
areas with pitting
corrosion.
Minor levels of
uniform interior or
exterior concrete
degradation or
localized areas with
severe degradation.
Minor possibility of
corrosion of steel
cylinder or
reinforcement.
10% to
30% Moderate Yellow
Considerate levels
degradation and
loss of structural
thickness. Moderate
levels of cement
leeched away from
asbestos matrix.
Considerate levels
of uniform surface
or internal corrosion
and/or localized
areas of pitting
corrosion.
Considerate levels of
degradation and loss
of wall stiffness.
Some corrosion of
steel cylinder and
reinforcement.
CONFIDENTIAL 48 Echologics Ref. NO.: 42213137
Change in
Wall
Thickness
Description Color
Code
Description
Asbestos Cement
Mains Metallic Mains Concrete
Composite Mains
Greater
than 30% Poor Red
Significant
degradation and
loss of structural
thickness.
Substantial levels of
cement leeched
away from asbestos
matrix.
Significant uniform
corrosion and/or
numerous areas of
localized pitting
corrosion.
Significant
degradation and loss
of wall stiffness and
corrosion of steel
cylinder and
reinforcement.
These descriptions are based on Echologics’ experience with validation of our results through
exhumation of samples of pipe that we have tested. Following the table, more detail is provided
as to the expected condition of different types of main in each condition category, along with
examples of validation of the ePulse method on each type of main.
DISTRIBUTION OF DEGRADATION WITHIN SEGMENTS
Each ePulse result represents an average pipe wall condition within a Segment between
two sensor attachment points. Pipe wall conditions may vary within a Segment, and the
condition at any one point within the segment may not reflect the average conditions within
that Segment.
The ePulse method tests the average structural thickness of the pipe, which is not the same as
the average thickness of the pipe. The ePulse assessment measures a pipe’s hoop stiffness: its
resistance to axi-symmetric expansion under the tiny pressure variations caused by sound
waves. Material properties are then used to calculate the pipe wall thickness which would
provide exactly this hoop stiffness, which is referred to as the average structural thickness. To
obtain this same value mechanically, you would need to divide a pipe into hoops, measure the
thinnest section of structural material (i.e. graphite, tuberculation product, or asbestos cement
with the calcium leached out would not be counted) around the circumference of each hoop,
and then average these.
For example, any of the following descriptions will hold true for a pipe with a loss of 25%:
1. Circumferentially uniform loss of 25% along the entire Segment.
2. Circumferentially uniform loss of 50% along half of the Segment, but 0% loss along the
other half of the Segment.
CONFIDENTIAL 49 Echologics Ref. NO.: 42213137
3. Loss of 25% at the crown of the pipe along the entire Segment, but 0% loss along any
other point in the circumference along the entire Segment.
These descriptions hold true for asbestos cement, metallic and reinforced concrete mains.
CONDITION INTERPRETATION IN METALLIC MAINS
Metallic pipes are prone to corrosion, both locally, or generalized along the pipe length.
Localized pitting can be caused by highly corrosive soils, stray currents or slightly acidic water.
Examples of various levels of corrosion are presented in Figure B.2-5 below.
Most of the degradation is often caused by a combination of internal corrosion, soil
aggressiveness and coating defects on the surface of the main. If no coating was present upon
installation, then the degradation would be due to soil aggressiveness alone.
For cement mortar lined pipes, areas with higher losses may indicate the lining has been
degraded to the point that the water column is now in contact with the metal, locally accelerating
the degradation rate. This may also suggest that the soil loading conditions were such that the
pipe experienced an over-deflection during its lifetime, causing damage to the interior lining.
When considering the water aggressiveness as a mechanism for corrosion, it can be assumed
that the degradation is relatively uniform across the length of the main. If pipes are unlined
(bare), internal degradation may be attributed to a combination of localized pitting, and the
formation of tuberculation that can also be accompanied by the formation graphitic corrosion
(leaching of iron from the metal matrix).
Localized corrosion is most likely due to isolated mechanisms such as Direct Current corrosion,
or localized aggressive soil conditions. For cement lined pipes, areas with higher losses may
indicate the lining has been degraded to the point that the water column is now in contact with
the metal, locally accelerating the degradation rate.
6INCH CI PIPE WITH 4.2% MEASURED LOSS
CONFIDENTIAL 50 Echologics Ref. NO.: 42213137
FIGURE B.2-5: EXAMPLES OF DIFFERENT LEVELS OF CORROSION IN METALLIC PIPE
Case Study: Validation of ePulse Results on Unlined Metallic Pipes in Hamilton, Canada
A pilot study was undertaken within the City of Hamilton to test Echologics’ condition
assessment technology which relates the structural condition of the pipe to the acoustic wave
speed observed. The model factored in the bulk modulus of the water and the dynamic young’s
modulus of the pipe. Spun cast iron and pit cast iron samples were taken from 8 separate sites
within the city of Hamilton’s water distribution system. The age of the pipes ranged from 45 to
145 years old and was assessed by Correng, a third party materials engineering firm.
The analysis performed by Correng included an assessment of the average thickness,
maximum pit depth, average pit depth, surface area pitted, and average metal loss. Figure B.2-6
below shows the upper and lower bound measurements observed on each sample, as well as
the values calculated with Echologics’ method.
6 INCH CI PIPE WITH 4.2% MEASURED LOSS 6 INCH CI PIPE WITH 47% MEASURED LOSS
6 INCH CI PIPE WITH 10% MEASURED LOSS 18 INCH CI PIPE WITH 18.5% MEASURED LOSS
CONFIDENTIAL 51 Echologics Ref. NO.: 42213137
FIGURE B.2-6: COMPARISON OF THICKNESS MEASURED WITH CALIPERS AND WITH ECHOLOGICS'
METHOD
It can be observed that the measurements performed by Echologics successfully predicted the
condition of the pipe, within the variation observed by Correng, for seven out of the eight
samples taken. All the data collected is subject to the sources of error outlined in Appendix C,
and as such a perfect success rate cannot always be ensured.
Case Study: Validation of ePulse Results on Lined Metallic Mains in Columbus, Ohio
Echologics conducted a pilot condition assessment survey for Malcolm Pirnie/Arcadis on select
sections of distribution pipes in Columbus, Ohio to demonstrate and validate the abilities of the
Echologics condition assessment method. In total ten samples were taken for the purpose of
comparison. Two of the samples were excluded from the comparison. The first sample excluded
was due to it being taken from a section of pipe where a leak was detected, preventing
Echologics from accurately assessing the condition of the pipe. The second sample was
excluded because it was later determined that it was taken from an area where Echologics had
not perform an assessment.
The percentage loss values presented by CTL are calculated by subtracting the deepest
corrosion pit from the average measured wall thickness the percent loss is then calculating the
0
5
10
15
20
25
1 2 3 4 5 6 7 8
Measured
Thickness
(mm)
Sample Number
Measured Thickness
Correng
Lower Bound
Measuremen
t
Correng
Upper Bound
Measuremen
t
Echologics
Measuremen
t
CONFIDENTIAL 52 Echologics Ref. NO.: 42213137
percent loss with respect to the original wall thickness. These values were chosen for the
purpose of comparison because they represent the points in the pipe which would influence the
overall hydrostatic and crush strength of the pipe since they are the thinnest.
Figure B.2-7 below shows the results of the eight tested sections that were not disqualified. One
can observe that for seven of the eight sites the condition of the pipe was characterized
accurately. The results of the assessment performed by Echologics generally appear to be
offset when compared to the results presented by CTL. This may be attributed to variation in the
bulk modulus of the water, deviations from expected pipe properties, or an intrinsic discrepancy
due to the different measurement methods.
FIGURE B.2-7: RESULTS FROM CTL AND ECHOLOGICS
The results presented by Echologics for Sample 1 and Sample 5 show an appreciable deviation
from the results of the analysis performed by CTL. Echologics results indicate the pipe in
Sample 1 to be in moderate condition while the results of the analysis performed by CTL
indicate the pipe to be in poor condition.
One can see from Figure B.2-7, the ePulse method offered by Echologics is able to accurately
characterize the condition of water mains given both the nominal properties and layout of the
pipe are known with adequate certainty.
-40%
-20%
0%
20%
40%
60%
80%
1 2 3 4 5 6 7 8
Percentage
Loss
Sample Number
Results from CTL and Echologics
CTL
Results
Echologic
s Results
CONFIDENTIAL 53 Echologics Ref. NO.: 42213137
CONDITION INTERPRETATION IN REINFORCED CONCRETE MAINS
The ePulse method provides a result that is an average of remaining composite stiffness across
the length spanned between the two sensor points, minimized around the circumference. The
stiffness is a function of the entire pipe and all of its components, and the result does not
differentiate between degradation modes. Furthermore, it is not currently possible to determine
whether losses in stiffness are due to losses in the concrete or steel components of the pipe.
Several different degradation patterns exist, including pockets of severe degradation as well as
minor levels of uniform degradation of the interior lining. If the interior concrete core is
compromised, the uncoated steel cylinder is much more susceptible to rapid degradation. If the
exterior cement mortar coating is compromised and the reinforcing spirals are exposed, the
spirals will be more likely to suffer from corrosion.
CONFIDENTIAL 54 Echologics Ref. NO.: 42213137
CONDITION INTERPRETATION IN ASBESTOS CEMENT MAINS
As asbestos cement pipes age and degrade, they will not lose actual thickness, but will lose
structural thickness as the calcium leaches out of the asbestos cement matrix. This portion of
the asbestos cement will become soft, and will no longer bear a structural load, and therefore
does not contribute to the structural thickness. The ePulse method measures the remaining
structural thickness (also known as the effective thickness), as illustrated in Figure B.2-1, rather
than the actual physical wall thickness (which will generally remain at the nominal thickness).
FIGURE B.2-1: STRUCTURAL THICKNESS IN ASBESTOS CEMENT PIPE
Case Study: Sweetwater Authority
Echologics and MEI-Charlton (MEIC) were engaged by the Sweetwater Authority to assess the
condition of asbestos cement mains in Chula Vista, California. Seven samples were taken and
the mains surveyed ranged from 6 inch to 12 inch in diameter and pressure class 150.
Each firm used its own methods to assess the condition of the water mains. Echologics
employed acoustic based proprietary condition assessment technology and mathematical
formulas to model the critical loads, while MEI-Charlton Inc. examined the extent of cement
leaching in the pipe samples using a phenolphthalein indicator. MEI-Charlton Inc. also
determined the critical loads of the pipe by utilizing V-shaped three-edge bearing test and
hydrostatic strength test in accordance with ASTM C296 and ASTM C500. The results of
CONFIDENTIAL 55 Echologics Ref. NO.: 42213137
Echologics thickness measurements and the thickness of the phenolphthalein tests are
summarized below in Figure B.2-2.
Overall, the ePulse results closely matched the average thicknesses shown by the coupon
samples. In all cases, the ePulse results are slightly thinner than those shown in the couple
samples. This is attributed to two main factors:
1) The coupon sample measurements may not have accurately captured the minimum
circumferential thickness.
2) While the phenolphthalein test provides a clear line of “structural” versus “non-structural”
material, it is in fact possible to have partial leaching within the “structural” material. The
ePulse method would capture this, whereas die testing of samples would not.
FIGURE B.2-2: VALIDATION OF EPULSE RESULTS ON ASBESTOS CEMENT PIPE
In order to compare the different methods of thickness measurements the minimum thicknesses
provided for MEIC and the thicknesses measured by Echologics were used to estimate the
burst pressure of the pipe. The same assumptions and material properties were used in both
calculations, only the thicknesses were varied. The results of these calculations, along with the
results of the burst strength test are presented below in Figure B.2-3.
0
5
10
15
20
25
30
1 2 3 4 5 6 7
Th
i
c
k
n
e
s
s
(
m
m
)
Sample Number
Thickness Comparison
Echologics
Thickness
MEIC
Thickness
CONFIDENTIAL 56 Echologics Ref. NO.: 42213137
FIGURE B.2-3: COMPARISON OF DIFFERENT METHODS OF DETERMINING EFFECTIVE THICKNESS
WITH RESPECT TO BURST STRENGTH
It can be seen from Figure B.2-3 that both the thickness measured by Echologics and the
thickness measured by MEIC were able to characterize the condition of the water mains. It is
worth noting that the ePulse method was notably more accurate when the measured burst
strengths were low (samples 3, 4, and 7), which highlights the predictive power of the method.
The measured thicknesses were also compared against the crush strength of the samples. The
results are shown below in Figure B.2-4. One can observe that both data sets have similar
distributions. Further study is still required to accurately predict the critical crush strength of
pipes given the thickness, loading conditions and material properties.
0
100
200
300
400
500
600
700
800
900
1 2 3 4 5 6 7
Bu
r
s
t
S
t
r
e
n
g
t
h
(
p
s
i
)
Sample Number
Burst Strength of Pipe Samples
Measured
Burst
Strength
Predicted
Burst
Strength
(Echologics
Thickness)
Predicted
Burst
Strength
(MEIC
Thickness)
CONFIDENTIAL 57 Echologics Ref. NO.: 42213137
FIGURE B.2-4: MEASURED CRUSH STRENGTH VS. CRUSH STRENGTH
0
2000
4000
6000
8000
10000
12000
0 5 10 15 20 25 30
Cr
u
s
h
S
t
r
e
n
g
t
h
(l
b
s
/
f
t
)
Thickness (mm)
Measured Thickness vs. Crush Strength
Echologics
Measured
Thickness vs.
Crush Strength
CONFIDENTIAL 58 Echologics Ref. NO.: 42213137
Appendix C – Sensitivity Analyses and Considerations
Echologics is constantly committed to reducing error throughout the assessments. There are
factors that may introduce error into the analysis. These errors may be caused by one or more
of the following: inaccurate distance measurements, variance in manufacturing tolerances,
variance in the modulus of elasticity the material, unknown pipe repairs, or inadequate
correlation signals.
DISTANCE MEASUREMENT
An accurate distance measurement is crucial for an accurate assessment. In general, a 1%
error in distance measurement can result to more than a 2% error in final percentage of wall
thickness lost. For this reason, our preference is to use potholes or in-line valves, as these
provide the most accurate distance measure, since it is a point-to-point measurement. As the
number of bends and/or elevation changes between the sensor connection points increases, so
does the potential error in the distance measurement.
PIPE MANUFACTURING TOLERANCES
Small differences in nominal specifications will occur between pipes due to differences in
manufacturers and tolerances. These differences commonly range from between 5% and 10%
depending on the manufacturer and the material. Furthermore, a contractor may have installed
a pipe that exceeds the minimum specifications. Under these circumstances the measurements
may show a pipe with a wall thickness that is greater than expected. This is particularly true of
older pipes as they tolerances were not adhered to as strictly.
The material properties used for calculations are selected using conservative estimates. This
provides for a worst-case scenario analysis.
REPAIR CLAMPS ON PREVIOUS LEAKS
Acoustic waves are primarily water borne. As such, a small number of repair clamps will have
an insignificant effect on the test results, since the acoustic wave will bypass the clamps.
CONFIDENTIAL 59 Echologics Ref. NO.: 42213137
MODULUS OF ELASTICITY
A change in elastic modulus of 10% will cause a change in the calculated thickness by
approximately 10%. The elastic modulus is known for common materials used in the
manufacturing of pressure pipe, but this value can vary between manufacturers. It is dependent
on the manufacturing process and the quality of the material. The material properties used for
calculations are selected using conservative estimates. This provides for a worst-case scenario
analysis.
UNACCOUNTED FOR REPLACEMENT OF PIPE SECTIONS DURING
REPAIRS
Acoustic waves propagate differently depending upon the pipe material. This effect remains true
for unaccounted for short pipe replacements with different materials, and can result in significant
error. For example, a new six metre long (~20 feet) ductile iron repair in a 100 metre long (~328
feet) cast iron pipe section of average condition, will produce a small error of +3.5% in
measured wall thickness. However, the same repair made with PVC pipe would produce an
error of -41% in measured wall thickness.
Preferably, pipe sections selected for testing should be free of repaired sections. However, if
this condition does not exist, the impact of the repaired pipe section can be accounted for,
provided accurate information is available for the age, location, length, material type, and class
of the repair pipe section.
INADEQUATE CORRELATION SIGNALS
Inadequate correlation signals, though uncommon, can sometimes occur in the field. The
following are some of the conditions that may cause an inadequate correlation:
1) The presence of plastic repairs in metallic pipes which can cause poor propagation of
sound.
2) Loose or worn components in fittings used for the measurements, such as valve or
hydrant stems.
3) Large air pockets in the pipe which heavily attenuate acoustic signals.
CONFIDENTIAL 60 Echologics Ref. NO.: 42213137
4) Heavily tuberculated pipe, particularly old cast iron or unlined ductile iron pipes, which
can attenuate the acoustic signals to such an extent that a correlation is of very low
quality. For more information, please see Appendix D – Detailed Methodology.
CONFIDENTIAL 61 Echologics Ref. NO.: 42213137
Appendix D – Detailed Methodology
D.1 LEAK DETECTION
The leak detection methodology employed is known as the cross-correlation method. A
correlator listens passively for noise created by a leak and if one is detected, uses the time
delay between the two sensors to determine the position of the leak. The following procedure
was used to conduct the leak detection survey:
1. For each location surveyed, the distance between the sensors was measured. An
accurate measurement of the distance between sensors is required to ensure reliable
results. The distance was determined using a measuring wheel, a laser range finder or
drawings provided to Echologics.
2. Sensors were mounted either directly on the pipe or were connected to the water column
with Hydrophones.
3. A correlation measurement was performed without introducing noise (known as a
background recording), and the signal was saved to the computer so that further
analysis could be performed off-site. A preliminary analysis is performed on-site to
determine if any leaks are present.
CONFIDENTIAL 62 Echologics Ref. NO.: 42213137
D.2 EPULSE ACOUSTIC AVERAGE WALL THICKNESS OR STIFFNESS
TESTING
A section of pipe is the length bracketed by two contact points on the main. An out-of-bracket
noise source is located outside of that segment. A known noise source may be used to
determine the acoustic wave velocity in a section of pipe. Knowing the distance between the
sensors, the acoustic wave velocity (v) will be given by v = d/t, where d is the length of pipe
between the sensors, and t is the time taken for the acoustic signal to propagate between the
two sensors.
The following procedure is followed to conduct a pipe integrity data collection survey:
1. A leak detection survey is performed on the length of pipe to check for the presence of
existing leaks. (Described in previous section)
2. A noise source is created “out-of-bracket”. A variety of different noise sources can be
used including an existing leak noise, blow-off noise, pump noise, impulse noise, running
a fire hydrant, and tapping on a fire hydrant or directly on the pipe.
3. A new correlation measurement is performed and stored as a wave file for further
analysis and confirmation off-site. Data is analysed further to obtain an optimum
correlation, ensuring an accurate velocity measurement.
WAVE VELOCITY EQUATION
The general form of the acoustic pipe integrity testing equation is shown below:
√
[ ( ) ( )]
EQUATION 1: WAVE VELOCITY - THICKNESS MODEL
v : measured velocity
v0 : propagation velocity in an infinite body of water
Di : pipe internal diameter
Kl : bulk modulus of the liquid
E : elastic modulus of the pipe wall
tr : residual thickness of the pipe
CONFIDENTIAL 63 Echologics Ref. NO.: 42213137
BULK MODULUS OF WATER CALIBRATION
Different water sources often produce a different bulk modulus of water. The bulk
modulus essentially represents the water’s inherent resistance to compression, and is
impacted by factors like water temperature, dissolved salts and entrained air.
Echologics field specialists calibrate the bulk modulus at each water company’s water
source. This requires performing a single test on a stretch of pipe with a known pipe
wall condition. In practice, this generally means performing an additional test on a new
section of pipe that has been installed within the past few years.
CONFIDENTIAL 64 Echologics Ref. NO.: 42213137
Appendix E – Case Study for Concrete Pipe
E.1 MIDDLESEX CASE STUDY
CUSTOMER
Middlesex Water Company (MWC)
PIPE MATERIAL
Pre-Stressed Concrete Cylinder Pipe (PCCP)
PIPE DIAMETER
20”
SITUATION
Evaluation of LeakFinderRT’s ability to accurately detect leaks and assess the
condition of PCCP water mains.
TECHOLOGY
LeakFinderRT™ Leak Noise Correlator
ePulse Testing Service
BACKGROUND
Middlesex Water Company (MWC) provides water and wastewater services to a
population of over 450,000 in New Jersey, Delaware and Maryland. As part of its
continued approach to strengthen its water and wastewater infrastructure, MWC’s
RENEW Program is aimed at rehabilitating its aging water mains, valves and fire
hydrants to help ensure the continual delivery of quality water at adequate pressures to
customers throughout its service area.
MWC was evaluating technologies it could use to accurately and efficiently assess
aging water mains comprised of pre-stressed concrete cylinder pipe (PCCP) in its
service area. One of the primary technologies included in this evaluation was
Echologics’ proprietary, advanced acoustic-based leak detection and ePulse system,
LeakFinderRT™.
CONFIDENTIAL 65 Echologics Ref. NO.: 42213137
ACTION
MWC owned a 20-inch diameter PCCP water main that was located in Fords, New
Jersey, between Industrial Avenue and King Georges Post Road. MWC contracted
Echologics to assess the structural stiffness of this particular main, while the main was
still in service. The structural stiffness is a good measure of the water main’s ability to
counteract internal pressures. MWC was searching for more cost-effective techniques
to analyze their PCCP mains. MWC also asked CDM Smith Inc. to perform a forensics
analysis on the same water main once it was removed from service. The goal was to
validate Echologics ability to survey large networks of PCCP water mains, and prioritize
pipe segments based on their current structural stiffness.
Echologics used LeakFinderRT to non-invasively survey 343 feet of the 20” PCCP
water main in three sections, while the main was still in service. To conduct the survey,
two surface mounted sensors were attached directly to the crown of the pipe when
testing each section. The leak detection and acoustic pipe condition assessment
method used is based on the “cross correlation method.” This method detects leaks and
assesses the main’s condition by taking a correlation measurement prior to introducing
a noise in the main. Noise is introduced by flowing water from fire hydrants, or
physically tapping on appurtenances such as valves. The acoustic wave velocity of
noise in a section of a main is calculated by dividing the distance between the sensors
by the time it takes for the sound wave to travel from one sensor to the other.
By accurately measuring the acoustic wave velocity, it is possible to calculate the
average structural stiffness of the section of pipe between the two sensors. For metallic
and asbestos cement pipes, average structural stiffness is used to calculate remaining
pipe wall thickness. However, for composite pipe such as PCCP, the same assumptions
used to calculate remaining pipe wall stiffness in single material mains cannot be made.
When assessing pipes of composite materials, all of the components and geometric
properties contribute to the structural stiffness of the pipe to some degree. For this
reason, structural stiffness is a more effective metric for describing the integrity of
composite pipes than wall thickness when the stiffnesses of each material cannot be
individually identified.
CONFIDENTIAL 66 Echologics Ref. NO.: 42213137
RESULTS
According to Echologics’ findings, no leaks were present along the three sections of the
main. However, the survey indicated that the first section of the main was in
“considerably worse condition” than the second and third sections. The structural
integrity of the third section was the best among the three sections, and was arbitrarily
assumed to be 95% of its original composite stiffness for comparative purposes. A pipe
with a lower remaining composite stiffness tends to indicate a pipe in worse condition
than a pipe with a higher remaining composite stiffness. Reduced structural stiffness
may be the result of a loss in tension on the stressing cable from a break or yielding
loss of interior or exterior concrete, which can indicate that the main’s steel cylinder has
been compromised.
After Echologics tested the main, it was removed from service and CDM Smith hired
Simpson Gumpertz & Heger (SGH) to conduct its own assessment of the pipe’s
condition. SGH excavated the pipe, and performed a series of forensics test including
destructive testing. SGH stripped the main of its mortar coating by cutting all pre-
stressing wires longitudinally along the pipe. The extent of “popping” of the mortar
coating and pre-stressing wires was noted; the pre-stressing wires were inspected for
breakage, splices and signs of corrosion, and the steel cylinder was inspected for signs
of corrosion.
The results of SGH’s assessment strongly correlated with Echologics’ findings. SGH
verified that the first section of the main had a much lower stiffness than the two other
sections, indicating that it had the lowest level of structural integrity.
The strong degree of correlation between the two tests validated the reliability of
LeakFinderRT as a technology that MWC could use to accurately and non-invasively
detect leaks and measure the structural integrity of PCCP water mains throughout other
parts of its water system, without requiring the mains to be taken out of service.
CONFIDENTIAL 67 Echologics Ref. NO.: 42213137
Appendix F – Glossary of Terms
SENSOR - Vibration measurement device. Sensors are mounted on pipes and pipe fittings to
capture acoustic signals in the pipe.
COHERENCE - The measure of similar frequencies between
ACOUSTIC WAVE SPEED – The velocity of the sound as it propagates in the pipe. The water
hammer travels this speed through the pipe and water.
ACOUSTIC WAVE – Sound that travels through the pipe and water. This is similar to water
hammer.
IN-BRACKET – A noise source that is between the two sensors deployed by Echologics.
OUT-OF-BRACKET – A noise source that is beyond on of the sensors deployed by Echologics.
BLUE STATION / WHITE STATION – The color of the transmitters that broadcast the signals
measured by the sensors.
SITE – A neighborhood or area that is surveyed.
SEGMENT, OR PIPE SEGMENT – A section of pipe surveyed in one measurement. The
length of the segment is the distance between two sensors.
GPS – Global Positioning System
GIS – Geographic Information System
PCCP – Pre-Stressed Concrete Cylinder Pipe: Pipe wall construction comprising of a concrete
core, a steel cylinder and pre-stressed high tension wires.
BWP – Bar Wrapped Pipe: Pipe wall construction comprising of a concrete core, a steel cylinder
and reinforcing steel bars.
SCI – Spun Cast Iron: Pipe wall construction comprising of spun cast iron.
PCI – Pit Cast Iron: Pipe wall construction comprising of pit cast iron.
DI – Ductile Iron: Pipe wall construction comprising of ductile iron.
AC – Asbestos Cement: Pipe wall construction comprising of asbestos cement.
STEEL: Pipe wall construction comprising of steel.
CONFIDENTIAL 68 Echologics Ref. NO.: 42213137
CL – Concrete lined: Indicates whether or not a specific pipe type has some form of concrete
lining. This abbreviation will typically follow a pipe type abbreviation Ex: DICL for ductile iron
concrete lined.
CONDITION ASSESSMENT SPECIFIC TERMS
EPULSE (PIPE INTEGRITY TESTING): A test performed by measuring the acoustic wave
speed along a pipe. The result is either presented as average minimum wall thickness or
average minimum wall stiffness along the test section.
AWT - Average Wall Thickness
AWS - Average Wall Stiffness
LEAK DETECTION SPECIFIC TERMS
POI – Point of Interest indicates that there is evidence of some form of noise on the pipe that
will need further investigation to confirm if the noise is produced by a leak.
NO LEAK DISCOVERED – a negative correlation is matched with poor coherence concluding
that no leak was detected.
CORRELATION - The process of comparing two acoustic signals for similarity. LeakFinder
uses correlation to judge the time delay between two signals. This allows LeakFinder to gauge
the location of leaks and the acoustic wave speed of the pipe.
APPENDIX B
CAPITAL MAINTENANCE PLAN –
INSPECTED FACILITIES
DRAFT
Inspected Facility Name 2015 2016 2017 2018 2019 2020
Academy Pump Station 1 -$ 1,030,000$ -$ -$ -$ -$
Academy Pump Station 2 -$ -$ -$ -$ -$ -$
Green River Pump Station -$ -$ -$ -$ -$ -$
Wilderness Game Farm Park PS 149,000$ -$ -$ 93,000$ -$ -$
Braunwood Pump Station 86,000$ -$ 39,000$ -$ -$
Fulmer Field Corrosion Control -$ -$ 310,000$ -$ -$ -$
Howard Road Corrosion Control -$ -$ -$ -$ -$ -$
Coal Creek Springs Chlorination 1,395,000$ -$ -$ -$ -$ -$
West Hill Springs Chlorination -$ -$ 118,000$ -$ -$ -$
Braunwood Chlorination -$ -$ -$ -$ -$ -$
Reservoir 1 132,000$ -$ -$ -$ -$ -$
Reservoir 2 -$ -$ -$ -$ -$ -$
Reservoir 8A -$ -$ 41,000$ -$ -$ -$
Reservoir 4A -$ 715,000$ -$ -$ -$ -$
Reservoir 4B -$ -$ 558,000$ -$ -$ -$
Braunwood Reservoir 139,000$ -$ -$ -$ -$
Well 2 -$ -$ -$ -$ -$ -$
Well 6 -$ -$ -$ -$ -$ -$
Well 4 -$ -$ -$ -$ -$ -$
Well 5 -$ 600,000$ -$ -$ -$ -$
Well 5A -$ 140,000$ -$ -$ -$ -$
Braunwood Well 21,000$ -$ -$ -$ -$
Coal Creek Springs Transmission Main 1,300,000$ -$ -$ -$ -$ -$
East Valley Highway Transmission Main -$ -$ -$ -$ -$ -$
Lea Hill Transmission Main -$ -$ -$ -$ -$ -$
Academy Transmission Main -$ -$ -$ -$ -$ 2,865,000$
105th Pl SE/SE 320th Pl Amberview Apts South -$ 41,000$ -$ -$ -$ -$
105th Pl SE/SE 320th Pl Amberview Apts North -$ 41,000$ -$ -$ -$ -$
Lea Hill Carriage Square Apts Lower -$ 53,000$ -$ -$ -$ -$
Lea Hill Rd Carriage Square Apts Middle -$ -$ -$ -$ -$ -$
Lea Hill Rd Carriage Square Apts Upper -$ -$ -$ -$ -$ -$
110th Pl SE/SE 304th St -$ 27,000$ -$ -$ -$ -$
108th Ave SE/SE 304th St -$ -$ -$ -$ -$ -$
104th Ave SE/SE 302nd Cobble Creek Upper -$ 32,000$ -$ -$ -$ -$
47th/Lakeland Hills Way -$ -$ -$ -$ -$ -$
Mill Pond Lp/Mill Pond Dr -$ -$ -$ -$ -$ -$
Mill Pond Dr/4900 Blk -$ -$ -$ -$ -$ -$
Lakeland Hills Way/51st St -$ -$ -$ -$ -$ -$
Lakeland Hills Way/Mill Pond Dr -$ -$ -$ -$ -$ -$
Lea Hill Pump Station -$ -$ -$ 33,000$ -$ -$
Total 2,976,000$ 2,925,000$ 1,027,000$ 165,000$ -$ 2,865,000$
Prioritized CIP Summary
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DRAFT
Inspected Facility Name 2015 2016 2017 2018 2019 2020
Academy Pump Station 1 5,000$ -$ -$ -$ 6,000$ -$
Academy Pump Station 2 3,000$ -$ -$ -$ 6,000$ -$
Green River Pump Station 1,500$ -$ -$ -$ 6,000$ -$
Wilderness Game Farm Park PS 7,000$ -$ -$ 14,500$ -$ -$
Braunwood Pump Station 2,000$ -$ -$ 11,500$ -$ -$
Fulmer Field Corrosion Control 16,500$ -$ -$ 5,000$ -$ -$
Howard Road Corrosion Control -$ -$ -$ 3,000$ -$ -$
Coal Creek Springs Chlorination 14,500$ -$ -$ -$ -$ -$
West Hill Springs Chlorination -$ -$ 5,000$ -$ -$ -$
Braunwood Chlorination -$ -$ -$ -$ -$ -$
Reservoir 1 10,500$ -$ -$ -$ -$ -$
Reservoir 2 -$ -$ -$ -$ -$ -$
Reservoir 8A 500$ -$ -$ -$ -$ -$
Reservoir 4A -$ -$ -$ -$ -$ -$
Reservoir 4B 2,000$ -$ -$ -$ -$ -$
Braunwood Reservoir 11,500$ -$ -$ -$ -$ -$
Well 2 500$ -$ -$ -$ 6,000$ -$
Well 6 14,000$ -$ -$ -$ -$ -$
Well 4 14,000$ -$ -$ -$ -$ -$
Well 5 -$ -$ 6,000$ -$ -$ -$
Well 5A 19,000$ -$ -$ 8,500$ -$ -$
Braunwood Well -$ -$ -$ -$ 6,000$ -$
Coal Creek Springs Transmission Main -$ -$ -$ -$ -$ -$
East Valley Highway Transmission Main -$ -$ -$ -$ -$ -$
Lea Hill Transmission Main -$ -$ -$ -$ -$ -$
Academy Transmission Main -$ -$ -$ -$ -$ -$
105th Pl SE/SE 320th Pl Amberview Apts South -$ 22,000$ -$ -$ -$ -$
105th Pl SE/SE 320th Pl Amberview Apts North 14,000$ -$ -$ -$ -$ -$
Lea Hill Carriage Square Apts Lower 19,000$ -$ -$ -$ -$ -$
106th Pl SE/Lea Hill Rd Carriage Square Apts Middle 16,000$ -$ -$ -$ -$ -$
107th Pl SE Lea Hill Rd Carriage Square Apts Upper -$ 14,500$ -$ -$ -$ -$
110th Pl SE/SE 304th St -$ -$ -$ -$ -$ 4,000$
108th Ave SE/SE 304th St 6,500$ -$ -$ -$ -$ -$
104th Ave SE/SE 302nd Cobble Creek Upper 31,500$ -$ -$ -$ -$ -$
47th/Lakeland Hills Way -$ 5,000$ -$ -$ -$ -$
Mill Pond Dr/Mill Pond Lp 3,500$ -$ -$ -$ 4,000$ -$
Mill Pond Dr/4900 Blk 3,500$ -$ -$ -$ 4,000$ -$
Lakeland Hills Way/51st St 1,000$ -$ -$ -$ -$ -$
Lakeland Hills Way/Mill Pond Dr 3,500$ -$ -$ -$ 4,000$ -$
Lea Hill Pump Station 9,000$ -$ -$ -$ -$ -$
Sub-Total 229,000$ 41,500$ 11,000$ 42,500$ 42,000$ 4,000$
Maintenance Plan Summary
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APPENDIX B
Academy Pump Station 1
Academy Pump Station 1 was inspected during the field evaluations and the following
recommended improvements to address observed deficiencies are summarized in the table
below. These recommended improvements are based on results of the inspections, condition of the equipment and the estimated remaining life of the equipment as described elsewhere in
this technical memorandum. Where improvements are identified because of a code
deficiency, “N/A” is listed for the year of refurbishment or replacement.
Recommended Improvements
Improvement Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Option 1: Improve CMU
Walls-Update to be Reinforced
CMU walls appear to not
be reinforced - seismic concern N/A $96,000
Option 1: Replace CB
Enclosure Enclosure is corroded 2016 $26,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
Alternative improvements, where applicable include: Rewinding the motors. Given the age and condition of the pump station, complete replacement of the facility may also be a viable
alternative.
Improvement Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Option 2: Construct New
Pump Station
Address structural issues
and anticipated equipment
replacements N/A $1,030,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
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The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
New Pump 500 gpm
General Age and Condition
Decay 2022 $40,000
New Pump 300 gpm General Age and Condition Decay 2022 $56,000
New Motor 50 HP, Starters and Cables General Age and Condition Decay 2023 $60,000
New Motor 30 HP, Starters and Cables General Age and Condition Decay 2023 $57,000
Replace Broken
Window
Window was broken at time of
inspection 2015 $1,500
New Floor Drain
Floor drain cover was rusted
and broken 2015 $1,000
Relocate Conduit in
front of Load Center
Conduit location is a clearance
issue and makes operations
and maintenance tasks difficult 2016 $500
Replace T12 Interior
Light Fixture (4 Light
Fixtures)
Not functioning during site
visit 2015 $2,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
Maintenance Plan
Several recurring maintenance activities/improvements were identified for Academy Pump
Station 1. The maintenance improvement, estimated project cost and frequency are
summarized in the table below.
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Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $6,000 10-15
Replace Valves $27,500 30-40
Replace Piping $15,000 40-45
Paint Structure $5,000 10-15
Replace Motors $37,000 35-40
Replace Pumps $96,000 35-40
Replace MCCs/Starters $80,000 30-35
Replace Telemetry Control Equipment $25,000 30-35
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity equipment and include replacement of all assets of that type within the facility.
Academy Pump Station 2
Academy Pump Station 2 was inspected during the field evaluations and the following recommended improvements to address observed deficiencies are summarized in the table
below. These recommended improvements are based on results of the inspections, condition
of the equipment and the estimated remaining life of the equipment as described elsewhere in
this technical memorandum.
Recommended Improvements
Improvements that generally include replacing existing equipment or repairs with an estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
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Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). Alternative improvements, where applicable include: Rewinding the motor.
Maintenance Plan
Several recurring maintenance activities/improvements were identified for Academy Pump
Station 2 and the maintenance improvement, project cost and frequency are summarized in
the table below.
Improvement Type
Estimated Project
Cost(1)
Frequency
(years)
Paint Piping $6,000 10-15
Replace Valves $37,500 30-40
Replace Piping $15,000 40-45
Paint Structure $5,000 10-15
Replace Motor $54,000 35-40
Replace Pump $77,000 35-40
Replace MCCs/Starters $120,000 30-35
Replace Telemetry Control Equipment $25,000 30-35
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity equipment and include replacement of all assets of that type within the facility.
Improvement Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
New 12" Isolation
Butterfly Valve
General Age and
Condition Decay 2023 $6,500
Replace T12 Interior Light Fixture (6 Light Fixtures)
Not functioning during site visit 2015 $3,000
(2) New Pumps 750 gpm General Age and Condition Decay 2022 $77,000
(2) New Motors 75 HP,
Starters and Cables
General Age and Condition
Decay 2023 $174,000
(2) New 3" Deep Well
Pump Control Valve
General Age and Condition
Decay 2023 $20,000
(2) New 4" Pressure Relief Valve General Age and Condition Decay 2023 $11,000
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Green River Pump Station
Green River Pump Station was inspected during the field evaluations and the following recommended improvements to address observed deficiencies are summarized in the table
below. These recommended improvements are based on results of the inspections, condition
of the equipment and the estimated remaining life of the equipment as described elsewhere in
this technical memorandum.
Recommended Improvements
Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Check thermostat and
heater to make sure they
are functioning properly
Not functioning during site
visit 2015 $1,000
Replace T8 Interior Light
Fixture
Not functioning during site
visit 2015 $500
(4) New Pump 1170 gpm General Age and Condition Decay 2024 $266,000
(4) New Motor 150 HP, Starters and Cables General Age and Condition Decay 2023 $464,000
(4) New 10" Pump Control Valve General Age and Condition Decay 2023 $96,000
(4) New 12" Isolation
Gate Valve
General Age and Condition
Decay 2023 $14,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
Alternative improvements, where applicable include: Rewinding the motor.
Maintenance Plan
Several recurring maintenance activities/improvements were identified for Green River
Pump Station and the maintenance improvement, project cost and frequency are summarized
in the table below.
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Improvement Type
Estimated Project
Cost(1)
Frequency
(years)
Paint Piping $6,000 10-15
Replace Valves $110,000 30-40
Replace Piping $15,000 40-45
Paint Structure $5,000 10-15
Replace Motor $164,000 35-40
Replace Pump $266,000 35-40
Replace MCCs/Starters $300,000 30-35
Replace Telemetry Control Equipment $10,000 30-35
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity equipment and include replacement of all assets of that type within the facility.
Wilderness Game Farm Park Pump Station
Wilderness Game Farm Park Pump Station was inspected during the field evaluations and
the following recommended improvements to address observed deficiencies are summarized
in the table below. These recommended improvements are based on results of the
inspections, condition of the equipment and the estimated remaining life of the equipment as described elsewhere in this technical memorandum. Where improvements are identified
because of a code deficiency, “N/A” is listed for the year of refurbishment or replacement.
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Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment or
Replacement
Estimated Project
Cost(1)
Option 1: New Wood Door Door was damaged at time of inspection 2015 $2,000
Option 1: New Comp Stick Framed Roof
(Reroofing)
Roof was in poor condition at time of
inspection 2015 $1,000
Option 1: New Exhaust
Inlet/Louver for Pump
Station
Damaged at time of
inspection 2015 $1,000
Option 1: Install Fencing Facility is not fenced N/A $18,000
Option 1: Foundation Improvement (Anchor
Building to Foundation)
Structure not anchored to foundation, appears
to have shifted 2015 $9,000
Option 1: New Wood Walls Wood walls are in poor condition 2015 $13,000
Option 1: Move Panelboard to Improve
Accessibility When
Vault Open
Access is not possible
when vault is open 2015 $14,000
Option 1: Provide Back-
Up Power Capabilities
No back-up power
capabilities are
provided N/A $60,000
Option 1: Rehabilitate
Aging MCC
General Age and
Condition Decay 2016 $17,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts.
As an alternative, a new structure could be constructed to address many of the deficiencies
identified. This option is summarized in the table below.
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Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
Option 2: Install Fencing Facility is not fenced N/A $18,000
Option 2: Foundation
Improvement (Anchor
Building to Foundation)
Structure not anchored to
foundation, appears to have
shifted 2015 $9,000
Option 2: New Pump
Station Building (Existing Foundation Retained)
Replace structure to
address anchoring and foundation concerns 2015 $31,000
Option 2: Move Panelboard to Improve Accessibility When Vault
Open
Access is not possible
when vault is open 2016 $14,000
Option 2: Provide Back-Up Power Capabilities No back-up power capabilities are provided N/A $60,000
Option 2: Rehabilitate Aging MCC General Age and Condition Decay 2016 $17,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts.
Alternative improvements, where applicable include: Rewinding the motor. Given the age
and condition for the pump station, complete replacement of the facility may also be a viable
alternative. The two alternatives are summarized above as Option 1 and Option 2.
Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are summarized in the table below.
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Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
New Pump 50 gpm, New Motor 5 HP, Starters & Cables General Age and Condition Decay 2028 $18,000
New Pump 1000 gpm General Age and Condition Decay 2028 $23,000
New Motor 50 HP, Starters and Cables General Age and Condition Decay 2018 $52,000
New 2" Pump Check Valve General Age and Condition Decay 2018 $4,000
New 6" Pump Check
Valve
General Age and Condition
Decay 2018 $8,000
New 3" Isolation Gate
Valve
General Age and Condition
Decay 2018 $2,500
Paint Pipe
General Age and Condition
Decay 2015 $6,000
Install Access Ladder in
Vault
No ladder in vault
currently 2015 $1,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
Maintenance Plan
Several recurring maintenance activities/improvements were identified for Wilderness Game
Farm Park pump station. The maintenance improvement, project cost and frequency are
summarized in the table below.
Improvement Type
Estimated Project
Cost(1) Frequency (years)
Paint Piping $6,000 10-15
Replace Valves $14,500 30-40
Replace Piping $15,000 40-45
Paint Structure $5,000 10-15
Replace Motor $20,000 35-40
Replace Pump $32,000 35-40
Replace MCCs/Starters $50,000 30-35
Replace Telemetry Control Equipment $1,000 30-35
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity equipment and include replacement of all assets of that type within the facility.
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Braunwood Pump Station
Braunwood Pump Station was inspected during the field evaluations and the following recommended improvements to address observed deficiencies are summarized in the table
below. These recommended improvements are based on results of the inspections, condition
of the equipment and the estimated remaining life of the equipment as described elsewhere in
this technical memorandum. Where improvements are identified because of a code
deficiency, “N/A” is listed for the year of refurbishment or replacement.
Recommended Improvements
Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment or
Replacement
Estimated
Project Cost(1)
New Pump 115 gpm
General Age and Condition
Decay 2019 $9,000
New Motor 7.5 HP
General Age and Condition
Decay 2018 $18,000
(3) New 2" Pump Check
Valve
General Age and Condition
Decay 2018 $12,000
Extend pressure relief
down to the ground
Pressure relief valve
discharges to side of
transfer switch, potential
safety issue N/A $2,000
New Comp Stick Framed
Roof (Reroofing)
Roof was in poor condition
at time of inspection 2015 $2,000
Rehabilitate Exterior
CMU Walls
Walls appear to be
unreinforced CMU N/A $86,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
Alternative improvements, where applicable include: Rewinding the motor.
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Maintenance Plan
Several recurring maintenance activities/improvements were identified for Braunwood Pump Station. The maintenance improvement, project cost and frequency are summarized in the
table below.
Improvement Type
Estimated Project
Cost(1) Frequency (years)
Paint Piping $6,000 10-15
Replace Valves $17,500 30-40
Replace Piping $6,000 40-45
Paint Structure $5,000 10-15
Replace Motor $8,000 35-40
Replace Pump $9,000 35-40
Replace MCCs/Starters $10,000 30-35
Replace Telemetry Control Equipment $1,500 30-35
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Estimated project costs include refurbishment or replacement with same size and capacity equipment and include replacement of all assets of that type within the facility.
Fulmer Field Corrosion Control
Fulmer Field Corrosion Control was inspected during the field evaluations and the following recommended improvements to address observed deficiencies are summarized in the table
below. These recommended improvements are based on results of the inspections, condition
of the equipment and the estimated remaining life of the equipment as described elsewhere in
this technical memorandum. Where improvements are identified because of a code
deficiency, “N/A” is listed for the year of refurbishment or replacement.
Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Repair Leaking Acoustic
Deck/HSS Steel Framing Roof Observed leak in roof 2015 $50,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
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Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity. The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
New Pump 3,200 gpm
General Age and Condition
Decay 2017 $50,000
New Motor 300 HP,
Starters and Cables
General Age and Condition
Decay 2017 $210,000
Investigate Anchoring
System on Pumps, etc.
Inspection indicates
anchoring may be
inadequate 2015 $5,000
Investigate Unstable Power Conditions
Operators report unstable
power that causes false alarms N/A $5,000
Replace T8 Lamps in Interior Strip Fixtures Not functioning during site visit 2015 $500
Replace Emergency
Lights in Chemical Room
Not functioning during site
visit 2015 $1,500
Install 24" Flow Meter
Replace existing flow
meter with new flow meter already at site, reconnect to existing telemetry sytem N/A $4,500
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). Alternative improvements, where applicable include: Rewinding the motor.
Maintenance Plan
Several recurring maintenance activities/improvements were identified for Fulmer Field
Corrosion Control Treatment Facility. The maintenance improvement, project cost and
frequency are summarized in the table below.
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Improvement Type
Estimated Project
Cost(1) Frequency (years)
Replace Valves $21,000 30-40
Replace Piping $6,000 40-45
Paint equipment $5,000 10-15
Refurbish Blower / Aerator $100,000 30
Refurbish Clearwell/Tanks/ Towers $15,000 15
Replace Motor $60,000 35-40
Replace Pump $50,000 35-40
Replace MCCs/Starters $150,000 30-35
Replace Telemetry/Control Equipment $10,000 30-35
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity equipment and include replacement of all assets of that type within the facility.
Howard Road Corrosion Control
Howard Road Corrosion Control was inspected during the field evaluations and the
following recommended improvements to address observed deficiencies are summarized in
the table below. These recommended improvements are based on results of the inspections,
condition of the equipment and the estimated remaining life of the equipment as described
elsewhere in this technical memorandum. Where improvements are identified because of a
code deficiency, “N/A” is listed for the year of refurbishment or replacement.
Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Install Lateral Bracing on
FRP Strippers
No horizontal bracing,
potential seismic risk N/A $20,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
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Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
New Pump 1800 gpm
General Age and Condition
Decay 2022 $44,000
New Motor 200 HP,
Starters and Cables
General Age and Condition
Decay 2022 $133,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%).
Alternative improvements, where applicable include: Rewinding the motor.
Maintenance Plan
Several recurring maintenance activities/improvements were identified for Howard Road
Corrosion Control Treatment Facility. The maintenance improvement, project cost and
frequency are summarized in the table below.
Improvement Type
Estimated Project
Cost(1) Frequency (years)
Replace Valves $12,000 30-40
Replace Piping $1,000 40-45
Paint equipment $1,000 10-15
Refurbish Blower / Aerator $100,000 30
Refurbish Clearwell/Tanks/ Towers $100,000 15
Replace Motor $33,000 35-40
Replace Pump $44,000 35-40
Replace MCCs/Starters $100,000 30-35
Replace Telemetry/Control Equipment $10,000 30-35
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity equipment and include replacement of all assets of that type within the facility.
Coal Creek Springs Chlorination
Coal Creek Springs Chlorination was inspected during the field evaluations and the
following recommended improvements to address observed deficiencies are summarized in
the table below. These recommended improvements are based on results of the inspections,
condition of the equipment and the estimated remaining life of the equipment as described
elsewhere in this technical memorandum.
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Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Investigate increasing size of Chlorine system,
appears to be undersized
Chlorine cylinders appear
to sweat during operation 2015 $10,000
Replace Conduits Below Panel-Corroded Conduits are heavily corroded 2015 $14,000
Monitor Foundation Settlement Differential settling observed in foundation 2015 $1,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
New Steel Door Door is heavily corroded 2017 $1,000
Rehabilitate Weathered
Concrete Slab Roof
General Age and Condition
Decay 2017 $7,000
Rehabilitate CMU Block
Walls-Minor Cracking
Minor cracks observed
during inspection 2015 $6,500
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
Alternative improvements, where applicable include: Rewinding the motor. Given the age and condition of the treatment facility, complete replacement of the facility may also be a
viable alternative.
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Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Option 2: Replace Facility
Differential settling observed in foundation, other structural deficiencies 2015 $1,395,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts.
Maintenance Plan
Several recurring maintenance activities/improvements were identified for Coal Creek
Springs Chlorination Treatment Facility. The maintenance improvement, project cost and
frequency are summarized in the table below.
Improvement Type
Estimated Project
Cost(1) Frequency (years)
Replace Valves $500 30-40
Replace Piping $6,000 40-45
Paint equipment $1,000 10-15
Refurbish Clearwell/Tanks/ Towers $25,000 15
Replace Pump and Motor $3,000 35-40
Replace MCCs/Starters $3,500 30-35
Replace Telemetry/Control Equipment $5,000 30-35
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity
West Hill Springs Chlorination
West Hill Springs Chlorination was inspected during the field evaluations and the following recommended improvements to address observed deficiencies are summarized in the table
below. These recommended improvements are based on results of the inspections, condition
of the equipment and the estimated remaining life of the equipment as described elsewhere in
this technical memorandum. Where improvements are identified because of a code
deficiency, “N/A” is listed for the year of refurbishment or replacement.
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Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Option 1: New Fascia Boards Observed damage during inspection 2017 $1,000
Option 1: Anchor Wall to Foundation Structure is not anchored to foundation 2017 $20,000
Option 1: New Wood Frame, 3-tap Composite
Roof
Observed damage during
inspection 2019 $2,000
Option 1: Improve Wood Frame Exterior Observed damage during inspection 2019 $3,000
Option 1: Monitor 6" Concrete Stem Wall
Foundation
Structure not anchored to
foundation 2019 $5,000
Option 1: Install Fencing
Fence is close to structure, impedes maintenance and
access N/A $18,000
Option 1: Install New
Vault-Has Large Crack Large crack in vault wall 2019 $60,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Replace Gas Room
Exhaust Fan
Not functioning during site
visit 2015 $2,500
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
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Alternative improvements, where applicable include: Rewinding the motor. Given the age
and condition of the treatment facility, complete replacement of the facility may also be a
viable alternative.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Option 2: New Treatment
Facility Building
Replace structure to repair
damage and address
structural deficiencies 2017 $40,000
Option 2: Install Fencing
Fence is close to structure,
impedes maintenance and
access N/A $18,000
Option 2: Install New
Vault-Has Large Crack Large crack in vault wall 2019 $60,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
Maintenance Plan
Several recurring maintenance activities/improvements were identified for West Hill Springs
Chlorination Treatment Facility. The maintenance improvement, project cost and frequency are summarized in the table below.
Improvement Type
Estimated Project
Cost(1) Frequency (years)
Replace Valves $1,000 30-40
Replace Piping $2,000 40-45
Paint equipment $1,000 10-15
Refurbish Clearwell/Tanks/ Towers $25,000 15
Replace Chlorine Pump $3,000 35-40
Replace MCCs $3,500 30-35
Replace Telemetry/Control Equipment $5,000 30-35
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Estimated project costs include refurbishment or replacement with same size and capacity equipment and
include replacement of all assets of that type within the facility.
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Reservoir 1
Reservoir 1 was inspected during the field evaluations and the following recommended improvements to address observed deficiencies are summarized in the table below. These
recommended improvements are based on results of the inspections, condition of the
equipment and the estimated remaining life of the equipment as described elsewhere in this
technical memorandum.
Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment or
Replacement
Estimated
Project
Cost(1)
Repair Shotcrete
Delamination on Exterior
Tank
Inspection shows
delamination of shotcrete layers, no corrosion of
prestressing strands
observed. 2019 $132,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Replace Shield Near Top
of Reservoir
Damage/bent shield
observed during inspection. 2015 $8,500
Install Hatch Alarm No alarm found during inspection. 2015 $2,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). The recommended improvements do not have feasible alternatives to address deficiencies
and maintain recommended service levels.
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Maintenance Plan
Several recurring maintenance activities/improvements were identified for Reservoir 1. The maintenance improvement, project cost and frequency are summarized in the table below.
Improvement Type
Estimated Project
Cost(1) Frequency (years)
Replace Valves $1,000 30-40
Replace Piping $8,000 40-45
Reservoir Coating/Rehabilitation $948,000 20
Replace Telemetry/Control Equipment $5,000 30-35
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Estimated project costs include refurbishment or replacement with same size and capacity equipment and include replacement of all assets of that type within the facility.
Reservoir 8A
Reservoir 8A was inspected during the field evaluations and the following recommended
improvements to address observed deficiencies are summarized in the table below. These
recommended improvements are based on results of the inspections, condition of the
equipment and the estimated remaining life of the equipment as described elsewhere in this technical memorandum.
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Recommended Improvement
Improvement
Description Deficiency
Year of
Refurbishment or
Replacement
Estimated
Project Cost(1)
Repair Gaps in Roof
Roof plate interior is not
seal welded, rust staining
observed during inspection. 2017 $20,000
Repair Corroded
Reservoir Anchor Nuts
Anchor nuts severely
corroded during inspection. 2017 $11,000
Steel Reservoir Exterior Epoxy Coating General Age and Condition Decay 2022 $150,000
Spot Coating repair near tank base
Localized coating damage
observed near bottom of tank during inspection 2015 $10,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Replace Lock on Reservoir Hatch Not functioning during site visit 2015 $500
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
The recommended improvement does not have feasible alternatives to address deficiencies
and maintain recommended service levels.
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Maintenance Plan
Several recurring maintenance activities/improvements were identified for Reservoir 8A. The maintenance improvement, project cost and frequency are summarized in the table
below.
Improvement Type
Estimated Project
Cost(1) Frequency (years)
Replace Valves $1,000 30-40
Replace Piping $8,000 40-45
Reservoir Coating/Rehabilitation $216,000 20
Replace Telemetry/Control Equipment $5,000 30-35
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Estimated project costs include refurbishment or replacement with same size and capacity equipment and
include replacement of all assets of that type within the facility.
Well 2
Well 2 was inspected during the field evaluations and the observed deficiencies were all
classified as maintenance projects since the costs were under $10,000. A discussion of the
maintenance plan and specialty maintenance projects based on observed deficiencies during
the site visit are provided in the tables below.
Recommended Improvement
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
Replace T12 Interior
Light Fixture
General Age and Condition
Decay 2015 $500
Repair 800 ETI CB-MCC
Not functioning during site
visit 2024 $500
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
Maintenance Plan
Several recurring maintenance activities/improvements were identified for Well 2. The
maintenance improvement, project cost and frequency are summarized in the table below.
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Improvement Type
Estimated Project
Cost(1) Frequency (years)
Paint Piping $6,000 10-15
Replace Valves $20,000 30-40
Replace Piping $12,000 40-45
Replace Motor $36,000 35-40
Replace Pump $35,000 35-40
Replace MCCs/Starters $75,000 30-35
Replace Telemetry/Control Equipment $2,500 30-35
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity equipment and include replacement of all assets of that type within the facility.
Well 6
Well 6 was inspected during the field evaluations and the observed deficiencies were all
classified as maintenance projects since the costs were under $10,000. A discussion of the
maintenance plan and specialty maintenance projects based on observed deficiencies during
the site visit are provided in the tables below.
Recommended Improvement
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
Check anchor bolts on
pump for Well 6 - may be undersized
Anchorage may be
inadequate based on inspection 2015 $5,000
Replace T12 Interior
Light Fixture
General Age and Condition
Decay 2015 $3,000
Repair 600 ETI CB
Starter
Not functioning during site
visit 2024 $500
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%).
Maintenance Plan
Several recurring maintenance activities/improvements were identified for Well 6. The maintenance improvement, project cost and frequency are summarized in the table below.
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Improvement Type
Estimated Project
Cost(1) Frequency (years)
Paint Piping $6,000 10-15
Replace Valves $13,000 30-40
Replace Piping $12,000 40-45
Replace Motor $33,000 35-40
Replace Pump $44,000 35-40
Replace MCCs/Starters $100,000 30-35
Replace Telemetry/Control Equipment $2,500 30-35
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity equipment and include replacement of all assets of that type within the facility.
Well 4
Well 4 was inspected during the field evaluations and the following recommended
improvements to address observed deficiencies are summarized in the table below. These
recommended improvements are based on results of the inspections, condition of the
equipment and the estimated remaining life of the equipment as described elsewhere in this
technical memorandum.
Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Repair 120 V
panelboard MCC
Need for repair identified
during inspection 2015 $1,000
Monitor settlement and foundation issues
Settlement and foundation
issues identified, not
impediments to the operation
or use of the structure for its intended purpose N/A $7,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
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reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Replace Roof Arch
Shingles
Damage observed during
inspection 2015 $6,500
Replace J Box in Meter
Vault
Heavily corroded at time of
inspection 2015 $500
Repair 120 V
panelboard MCC
Need for repair identified
during inspection 2015 $1,000
New 12" Pump Check
Valve
General Age and Condition
Decay 2021 $26,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). The recommended improvement does not have feasible alternatives to address deficiencies
and maintain recommended service levels.
Maintenance Plan
Several recurring maintenance activities/improvements were identified for Well 4. The
maintenance improvement, project cost and frequency are summarized in the table below.
Improvement Type
Estimated Project
Cost(1) Frequency (years)
Paint Piping $6,000 10-15
Replace Valves $17,500 30-40
Replace Piping $12,000 40-45
Replace Motor $90,000 35-40
Replace Pump $98,000 35-40
Replace MCCs/Starters $150,000 30-35
Replace Telemetry/Control Equipment $10,000 30-35
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Estimated project costs include refurbishment or replacement with same size and capacity equipment and
include replacement of all assets of that type within the facility.
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Well 5
Well 5 was inspected during the field evaluations and the following recommended improvements to address observed deficiencies are summarized in the table below. These
recommended improvements are based on results of the inspections, condition of the
equipment and the estimated remaining life of the equipment as described elsewhere in this
technical memorandum. Where improvements are identified because of a code deficiency,
“N/A” is listed for the year of refurbishment or replacement.
Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Option 1: Relocate
Electrical and Telemetry
panels to provide adequate
clearances
Clearances in front of
panels do not meet code N/A $27,000
Option 1: Repair Siemens
Sirus Starter Fused Disc
SW-MCC
Poor condition observed
during inspection 2015 $34,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
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Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
New 8" Pump Check
Valve
General Age and Condition
Decay 2021 $13,000
New 6" Deep Well Pump
Control Valve
General Age and Condition
Decay 2021 $14,000
New 2 1/2" Pressure
Relief Valve
General Age and Condition
Decay 2021 $11,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
Given the age and condition of the pump station, complete replacement of the facility may be a viable alternative
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Option 2: New Facility
Building foundation shows
significant differential
settlement, Building is small and laid out such that
operation and maintenance
tasks are difficult 2015 $600,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
Maintenance Plan
Several recurring maintenance activities/improvements were identified for Well 5. The
maintenance improvement, project cost and frequency are summarized in the table below.
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Improvement Type
Estimated Project
Cost(1) Frequency (years)
Paint Piping $6,000 10-15
Replace Valves $41,000 30-40
Replace Piping $12,000 40-45
Replace Motor $32,000 35-40
Replace Pump $32,000 35-40
Replace MCCs/Starters $100,000 30-35
Replace Telemetry/Control Equipment $10,000 30-35
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity equipment and include replacement of all assets of that type within the facility.
Well 5A
Well 5A was inspected during the field evaluations and the following recommended
improvements to address observed deficiencies are shown in the table below. These
recommended improvements are based on results of the inspections, condition of the
equipment and the estimated remaining life of the equipment as described elsewhere in this technical memorandum.
Recommended Improvements
Improvement Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Repair Roof Anchorage
Roof anchoring appears to
be inadequate based on
inspection 2015 $18,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
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Improvement Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Replace Chlorine Injection
Saddle
Heavily corroded at time of
inspection 2015 $5,000
Add dehumidifier to
chlorine solution room to limit corrosion
Surface corrosion on
equipment appears to be caused by moisture N/A $5,000
Investigate whether or not vault has proper drainage
Vault appears to not have a
drain, shows signs of flooding and contains electrical equipment N/A $2,000
Replace Phase Loss
Indicator on SQ D
SDSA3650 Surge Arrester
Not functioning during site
visit 2015 $1,000
New Pump 250 gpm
General Age and Condition
Decay 2019 $38,000
New Motor 60 HP, Starters and Cables General Age and Condition Decay 2018 $84,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). Alternative improvements, where applicable include: Rewinding the motor.
Maintenance Plan
Several recurring maintenance activities/improvements were identified for Well 5A. The maintenance improvement, project cost and frequency are summarized in the table below.
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Improvement Type
Estimated Project
Cost(1) Frequency (years)
Paint Piping $6,000 10-15
Replace Valves $10,000 30-40
Replace Piping $12,000 40-45
Replace Motor $39,000 35-40
Replace Pump $38,000 35-40
Replace MCCs/Starters $45,000 30-35
Replace Telemetry/Control Equipment $10,000 30-35
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity
Braunwood Well
Braunwood was inspected during the field evaluations and the following recommended
improvements to address observed deficiencies are shown in the table below. These
recommended improvements are based on results of the inspections, condition of the
equipment and the estimated remaining life of the equipment as described elsewhere in this
technical memorandum.
Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
Move Well Pump Control
Box to be Accessible
Pump control box not
accessible 2015 to 2016 $21,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts.
Maintenance Plan
Several recurring maintenance activities/improvements were identified for Braunwood Well.
The maintenance improvement, project cost and frequency are summarized in the table
below.
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Improvement Type
Estimated Project
Cost(1) Frequency (years)
Paint Piping $6,000 10-15
Replace Valves $2,500 30-40
Replace Piping $12,000 40-45
Replace Motor $12,000 35-40
Replace Pump $11,000 35-40
Replace MCCs/Starters $10,000 30-35
Replace Telemetry/Control Equipment $1,500 30-35
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity
Coal Creek Springs Transmission Main
Coal Creek Springs transmission main was selected to undergo a condition assessment and
leak detection inspection performed by Echologics. The segment of Coal Creek Springs
transmission main that was inspected is made up of 24-inch concrete composite pipe. The
location chosen for inspection was the segment located in the White River crossing. Upon
investigation, there is a possible leak near or close to the east bank of the White River
crossing. Since the potential leak is in the river, it is possible the noise suggesting a leak is
actually turbulent flow form the river. Thus it is recommended to have follow up
investigations to determine whether or not there is a leak.
Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
Install new river crossing Evidence of leak near river crossing 2015 $1,300,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
Alternatively, the existing main could be lined with either HDPE or CIPP.
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Lea Hill Transmission Main
Lea Hill transmission main was selected to undergo a condition assessment and leak detection inspection performed by Echologics. The segment of Lea Hill transmission main
that was inspected is made up of 16-inch and 20-inch ductile iron pipe. The location chosen
for inspection was based on corrosive soil properties surrounding the pipe. Based on the
evaluation, the transmission main is in moderate to good condition and the remaining
structural wall thickness is moderately similar to the original wall thickness. Thus from this
evaluation, there are no recommended improvements for this transmission main.
Academy Transmission Main
Academy transmission main was selected to undergo a condition assessment and leak
detection inspection performed by Echologics. The segment of Academy transmission main
that was inspected is made up of 14-inch ductile iron pipe. The location chosen for
inspection was based on corrosive soil properties surrounding the pipe. Based on the
evaluation, the transmission main is in poor condition. Thus the following recommended
improvements are provided in the table bleow.
Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
Replace Approximately
11,300 LF of 14" DI
Transmission Main
Transmission main in poor
condition 2020 $2,865,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts. Alternatively, the existing main could be lined with either HDPE or CIPP.
105th Pl SE/SE 320th Pl Amberview Apts South PRV Station
105th Pl SE/SE 320th Pl Amberview Apts South PRV Station was inspected during the field
evaluations and the following recommended improvements to address observed deficiencies
are summarized in the table below. These recommended improvements are based on results
of the inspections, condition of the equipment and the estimated remaining life of the
equipment as described elsewhere in this technical memorandum. Where improvements are identified because of a code deficiency, “N/A” is listed for the year of refurbishment or
replacement.
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Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
New 8" Pressure Relief Valve General Age and Condition Decay 2016 $18,000
Add pressure relief
assembly
Does not meet code
requirements? N/A $-
Add drain - flooded
Does not meet code
requirements, suggest
connecting a drain to the exist reservoir drains N/A $-
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts.
Maintenance Plan
Several recurring maintenance activities/improvements were identified for this PRV station.
The maintenance improvement, project cost and frequency are summarized in the table
below.
Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $6,000 10-15
Replace Valves $32,000 30-40
Replace Piping $8,000 40-45
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity
105th Pl SE/SE 320th Pl Amberview Apts North PRV Station
105th Pl SE/SE 320th Pl Amberview Apts North PRV Station was inspected during the field
evaluations and the following recommended improvements to address observed deficiencies
are summarized in the table below. These recommended improvements are based on results of the inspections, condition of the equipment and the estimated remaining life of the
equipment as described elsewhere in this technical memorandum. Where improvements are
identified because of a code deficiency, “N/A” is listed for the year of refurbishment or
replacement.
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Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
New 8" Pressure Relief
Valve
General Age and Condition
Decay 2015 $18,000
Add pressure relief
assembly
Does not meet code
requirements? N/A $9,000
Add drain - flooded
Does not meet code requirements, suggest drain
to daylight in wooded area N/A $14,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts. 3. Add drain improvement assumes 60 linear feet of 6-inch diameter PVC pipe, creating drain pipe
penetration in vault floor and placing CDF below vault floor at penetration.
Maintenance Plan
Several recurring maintenance activities/improvements were identified for this PRV station.
The maintenance improvement, project cost and frequency are summarized in the table
below.
Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $6,000 10-15
Replace Valves $24,000 30-40
Replace Piping $8,000 40-45
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Estimated project costs include refurbishment or replacement with same size and capacity
Lea Hill Carriage Square Apts Lower PRV Station
Lea Hill Carriage Square Apts Lower PRV Station was inspected during the field evaluations
and the following recommended improvements to address observed deficiencies are
summarized in the table below. These recommended improvements are based on results of
the inspections, condition of the equipment and the estimated remaining life of the equipment
as described elsewhere in this technical memorandum. Where improvements are identified
because of a code deficiency, “N/A” is listed for the year of refurbishment or replacement.
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Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
New 8" Pressure Relief
Valve
General Age and Condition
Decay 2015 $18,000
Add drain - flooded
Does not meet code
requirements, suggest drain to daylight across Lea Hill Road N/A $14,000
Diversion of Storm Pipe ? 2015 $21,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
3. Add drain improvement assumes 60 linear feet of 6-inch diameter PVC pipe, creating drain pipe penetration in vault floor and placing CDF below vault floor at penetration.
Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
Install Ladder in Vault No access to vault 2015 $2,500
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
Maintenance Plan
Several recurring maintenance activities/improvements were identified for this PRV station.
The maintenance improvement, project cost and frequency are summarized in the table below.
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Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $6,000 10-15
Replace Valves $27,000 30-40
Replace Piping $8,000 40-45
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Estimated project costs include refurbishment or replacement with same size and capacity
106th Pl SE/Lea Hill Rd Carriage Square Apts Middle PRV Station
106th Pl SE/Lea Hill Rd Carriage Square Apts Middle PRV Station was inspected during the
field evaluations and the following recommended improvements to address observed
deficiencies are summarized in the table below. These recommended improvements are
based on results of the inspections, condition of the equipment and the estimated remaining
life of the equipment as described elsewhere in this technical memorandum. Where
improvements are identified because of a code deficiency, “N/A” is listed for the year of
refurbishment or replacement.
Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
New 8" Pressure Relief
Valve
General Age and Condition
Decay 2016 $18,000
Add drain - flooded
Does not meet code
requirements, suggest drain
to daylight across Lea Hill Road N/A $14,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts.
3. Add drain improvement assumes 60 linear feet of 6-inch diameter PVC pipe, creating drain pipe penetration in vault floor and placing CDF below vault floor at penetration.
Maintenance Plan
Several recurring maintenance activities/improvements were identified for this PRV station.
The maintenance improvement, project cost and frequency are summarized in the table
below.
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Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $6,000 10-15
Replace Valves $26,000 30-40
Replace Piping $8,000 40-45
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Estimated project costs include refurbishment or replacement with same size and capacity
107th Pl SE Lea Hill Rd Carriage Square Apts Upper PRV Station
107th Pl SE Lea Hill Rd Carriage Square Apts Upper PRV Station was inspected during the
field evaluations and the following recommended improvements to address observed
deficiencies are summarized in the table below. These recommended improvements are
based on results of the inspections, condition of the equipment and the estimated remaining
life of the equipment as described elsewhere in this technical memorandum. Where
improvements are identified because of a code deficiency, “N/A” is listed for the year of
refurbishment or replacement.
Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
New 6" Pressure Relief Valve General Age and Condition Decay 2016 $13,000
Add drain - flooded
Does not meet code requirements, suggest drain
to daylight across Lea Hill
Road N/A $14,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts. 3. Add drain improvement assumes 60 linear feet of 6-inch diameter PVC pipe, creating drain pipe penetration in vault floor and placing CDF below vault floor at penetration.
Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
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Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
Install Ladder in Vault No access to vault 2015 $2,500
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
Maintenance Plan
Several recurring maintenance activities/improvements were identified for this PRV station.
The maintenance improvement, project cost and frequency are summarized in the table
below.
Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $6,000 10-15
Replace Valves $25,000 30-40
Replace Piping $8,000 40-45
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity
110th Pl SE/SE 304th St PRV Station
110th Pl SE/SE 304th St PRV Station was inspected during the field evaluations and the
following recommended improvements to address observed deficiencies are summarized in
the table below. These recommended improvements are based on results of the inspections,
condition of the equipment and the estimated remaining life of the equipment as described
elsewhere in this technical memorandum. Where improvements are identified because of a code deficiency, “N/A” is listed for the year of refurbishment or replacement.
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Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
New 6" Pressure Relief Valve General Age and Condition Decay 2016 $13,000
Add drain - flooded
Does not meet code
requirements, suggest drain to daylight in existing drainage ditch N/A $14,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts. 3. Add drain improvement assumes 60 linear feet of 6-inch diameter PVC pipe, creating drain pipe
penetration in vault floor and placing CDF below vault floor at penetration. Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Replace Pressure Gauge General Age and Condition Decay 2016 $1,500
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%).
Maintenance Plan
Several recurring maintenance activities/improvements were identified for this PRV station.
The maintenance improvement, project cost and frequency are summarized in the table
below.
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Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $2,000 10-15
Replace Valves $13,000 30-40
Replace Piping $4,000 40-45
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity
3.
108th Ave SE/SE 304th St PRV Station
108th Ave SE/SE 304th St PRV Station was inspected during the field evaluations and the
following recommended improvements to address observed deficiencies are summarized in
the table below. These recommended improvements are based on results of the inspections, condition of the equipment and the estimated remaining life of the equipment as described
elsewhere in this technical memorandum. Where improvements are identified because of a
code deficiency, “N/A” is listed for the year of refurbishment or replacement.
Recommended Improvements
Improvement Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
New 6" Pressure Relief
Valve
General Age and
Condition Decay 2021 $13,000
Add drain - flooded
Does not meet code requirements, suggest drain to daylight N/A $14,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts. 3. Add drain improvement assumes 60 linear feet of 6-inch diameter PVC pipe, creating drain pipe
penetration in vault floor and placing CDF below vault floor at penetration. Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
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Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
Replace Pressure Gauge General Age and Condition Decay 2015 $1,500
Clear Debris Debris found in vault 2015 $1,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
Maintenance Plan
Several recurring maintenance activities/improvements were identified for this PRV station.
The maintenance improvement, project cost and frequency are summarized in the table
below.
Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $4,000 10-15
Replace Valves $15,000 30-40
Replace Piping $8,000 40-45
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Estimated project costs include refurbishment or replacement with same size and capacity
104th Ave SE/SE 302nd Cobble Creek Upper PRV Station
104th Ave SE/SE 302nd Cobble Creek Upper PRV Station was inspected during the field
evaluations and the following recommended improvements to address observed deficiencies
are summarized in the table below. These recommended improvements are based on results
of the inspections, condition of the equipment and the estimated remaining life of the
equipment as described elsewhere in this technical memorandum. Where improvements are
identified because of a code deficiency, “N/A” is listed for the year of refurbishment or
replacement.
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Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
New 8" Pressure Relief
Valve
General Age and Condition
Decay 2015 $18,000
Add drain - flooded
Does not meet code requirements, suggest
hydraulic sump pump N/A $14,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts. 3. Add drain improvement assumes 60 linear feet of 6-inch diameter PVC pipe, creating drain pipe
penetration in vault floor and placing CDF below vault floor at penetration. Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity. The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Replace Pressure Gauge
General Age and Condition
Decay 2015 $1,500
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%).
Maintenance Plan
Several recurring maintenance activities/improvements were identified for this PRV station.
The maintenance improvement, project cost and frequency are summarized in the table
below.
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Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $4,000 10-15
Replace Valves $40,000 30-40
Replace Piping $8,000 40-45
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Estimated project costs include refurbishment or replacement with same size and capacity
47th/Lakeland Hills Way PRV Station
47th/Lakeland Hills Way PRV Station was inspected during the field evaluations and the
following recommended improvements to address observed deficiencies are summarized in
the table below. These recommended improvements are based on results of the inspections,
condition of the equipment and the estimated remaining life of the equipment as described
elsewhere in this technical memorandum. Where improvements are identified because of a
code deficiency, “N/A” is listed for the year of refurbishment or replacement.
Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
New 4" Pressure Relief
Valve
General Age and Condition
Decay 2021 $11,000
New 8" Pressure Relief
Valve
General Age and Condition
Decay 2021 $18,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
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Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
Clear Debris Debris found in vault 2015 $1,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%).
Maintenance Plan
Several recurring maintenance activities/improvements were identified for this PRV station.
The maintenance improvement, project cost and frequency are summarized in the table
below.
Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $4,000 10-15
Replace Valves $51,500 30-40
Replace Piping $8,000 40-45
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity
Mill Pond Dr/Mill Pond Lp PRV Station
Mill Pond Dr/Mill Pond Lp PRV Station was inspected during the field evaluations and the following recommended improvements to address observed deficiencies are summarized in
the table below. These recommended improvements are based on results of the inspections,
condition of the equipment and the estimated remaining life of the equipment as described elsewhere in this technical memorandum. Where improvements are identified because of a
code deficiency, “N/A” is listed for the year of refurbishment or replacement.
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Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
New 3" Pressure Relief
Valve
General Age and Condition
Decay 2023 $19,000
New 10" Pressure Relief
Valve
General Age and Condition
Decay 2023 $23,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
Regrout at Manhole Lid General Age and Condition Decay 2015 $3,500
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
Maintenance Plan
Several recurring maintenance activities/improvements were identified for this PRV station.
The maintenance improvement, project cost and frequency are summarized in the table
below.
Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $4,000 10-15
Replace Valves $57,000 30-40
Replace Piping $8,000 40-45
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity
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Mill Pond Dr/4900 Blk PRV Station
Mill Pond Dr/4900 Blk PRV Station was inspected during the field evaluations and the following recommended improvements to address observed deficiencies are summarized in
the table below. These recommended improvements are based on results of the inspections,
condition of the equipment and the estimated remaining life of the equipment as described
elsewhere in this technical memorandum. Where improvements are identified because of a
code deficiency, “N/A” is listed for the year of refurbishment or replacement.
Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
New 3" Pressure Relief Valve General Age and Condition Decay 2030 $37,000
New 10" Pressure Relief
Valve
General Age and Condition
Decay 2030 $23,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
Regrout at Manhole Lid
General Age and Condition
Decay 2015 $3,500
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
Maintenance Plan
Several recurring maintenance activities/improvements were identified for this PRV station.
The maintenance improvement, project cost and frequency are summarized in the table
below.
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Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $4,000 10-15
Replace Valves $71,000 30-40
Replace Piping $8,000 40-45
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Estimated project costs include refurbishment or replacement with same size and capacity.
Lakeland Hills Way/51st St PRV Station
Lakeland Hills Way/51st St PRV Station was inspected during the field evaluations and the
following recommended improvements to address observed deficiencies are summarized in
the table below. These recommended improvements are based on results of the inspections,
condition of the equipment and the estimated remaining life of the equipment as described
elsewhere in this technical memorandum. Where improvements are identified because of a
code deficiency, “N/A” is listed for the year of refurbishment or replacement.
Recommended Improvements
Improvement Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
New 3" Pressure Relief
Valve
General Age and
Condition Decay 2030 $37,000
New 10" Pressure Relief
Valve
General Age and
Condition Decay 2030 $23,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
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Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
Fix leaking on 3" valve (1/2 gpm) Valve leaking at approximately 1/2 gpm 2015 $500
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%).
Maintenance Plan
Several recurring maintenance activities/improvements were identified for this PRV station.
The maintenance improvement, project cost and frequency are summarized in the table
below.
Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $4,000 10-15
Replace Valves $70,500 30-40
Replace Piping $8,000 40-45
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Estimated project costs include refurbishment or replacement with same size and capacity
Lakeland Hills Way/Mill Pond Dr PRV Station
Lakeland Hills Way/Mill Pond Dr PRV Station was inspected during the field evaluations and
the following recommended improvements to address observed deficiencies are summarized
in the table below. These recommended improvements are based on results of the
inspections, condition of the equipment and the estimated remaining life of the equipment as described elsewhere in this technical memorandum. Where improvements are identified
because of a code deficiency, “N/A” is listed for the year of refurbishment or replacement.
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Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
New 2 1/2" Pressure
Relief Valve
General Age and Condition
Decay 2021 $11,000
New 3" Pressure Relief
Valve
General Age and Condition
Decay 2021 $19,000
New 10" Pressure Relief
Valve
General Age and Condition
Decay 2021 $23,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(30%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Improvements are anticipated to require engineering design, or other professional services in addition to
City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an
estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity. The ELA costs associated with these maintenance projects are estimated at 15 percent to
reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
Replace Pressure Gauge
General Age and Condition
Decay 2015 $1,500
Replace Manhole Lid
General Age and Condition
Decay 2015 $2,000
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%).
Maintenance Plan
Several recurring maintenance activities/improvements were identified for this PRV station.
The maintenance improvement, project cost and frequency are summarized in the table
below.
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Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $4,000 10-15
Replace Valves $64,000 30-40
Replace Piping $8,000 40-45
Note: 1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs
(15%), contractor overhead and profit allowance (21%) and contingency (35%). 2. Estimated project costs include refurbishment or replacement with same size and capacity
Lea Hill Pump Station PRV Station
PRV Station was inspected during the field evaluations and the following recommended
improvements to address observed deficiencies are summarized in the table below. These
recommended improvements are based on results of the inspections, condition of the
equipment and the estimated remaining life of the equipment as described elsewhere in this
technical memorandum. Where improvements are identified because of a code deficiency,
“N/A” is listed for the year of refurbishment or replacement.
Recommended Improvements
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project
Cost(1)
New 12" Pressure Relief
Valve
General Age and Condition
Decay 2018 $33,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (30%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Improvements are anticipated to require engineering design, or other professional services in addition to City staff efforts.
Improvements that generally include replacing existing equipment or repairs with an estimated project cost less than $10,000 are summarized below. The estimated project cost
assumes replacing the existing equipment and does not include change in size or capacity.
The ELA costs associated with these maintenance projects are estimated at 15 percent to reflect City staff costs with minimal professional services costs. These projects and costs are
summarized in the table below.
Improvement
Description Deficiency
Year of
Refurbishment
or Replacement
Estimated
Project Cost(1)
Regrout at Pipe Inlet
General Age and Condition
Decay 2015 $5,000
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
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Maintenance Plan
Several recurring maintenance activities/improvements were identified for this PRV station. The maintenance improvement, project cost and frequency are summarized in the table
below.
Improvement Type Estimated Project Cost(1) Frequency (years)
Paint Piping $4,000 10-15
Replace Valves $33,000 30-40
Replace Piping $8,000 40-45
Note:
1. Estimated project costs include labor and materials, ELA (Engineering, Legal and Administrative) costs (15%), contractor overhead and profit allowance (21%) and contingency (35%).
2. Estimated project costs include refurbishment or replacement with same size and capacity
DRAFT
APPENDIX C
CAPITAL MAINTENANCE PLAN –
UNINSPECTED FACILITIES
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Lea Hill Intertie Pump Station Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1999.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Paint Structure 10-15
Replace Motors 35-40
Replace Pumps 35-40
Replace MCCs/Starters 30-35
Replace Telemetry Control Equipment 30-35
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Lea Hill Pump Station Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1965.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Paint Structure 10-15
Replace Motors 35-40
Replace Pumps 35-40
Replace MCCs/Starters 30-35
Replace Telemetry Control Equipment 30-35
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
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Terrace View Pump Station Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2009.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Paint Structure 10-15
Replace Motors 35-40
Replace Pumps 35-40
Replace MCCs/Starters 30-35
Replace Telemetry Control Equipment 30-35
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Lakeland Hills Pump Station Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1989.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Paint Structure 10-15
Replace Motors 35-40
Replace Pumps 35-40
Replace MCCs/Starters 30-35
Replace Telemetry Control Equipment 30-35
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
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Academy East Pump Station Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2012.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Paint Structure 10-15
Replace Motors 35-40
Replace Pumps 35-40
Replace MCCs/Starters 30-35
Replace Telemetry Control Equipment 30-35
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
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Well 5A Chlorination Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1992.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Replace Valves 30-40
Replace Piping 40-45
Paint equipment 10-15
Paint Structure 10-15
Replace Blower / Aerator 30-35
Paint/Coat Clearwell/Tanks/ Towers 20-30
Replace Motor 35-40
Replace Pump 35-40
Replace MCCs/Starters 30-35
Replace Telemetry/Control Equipment 30-35
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Lea Hill Intertie Chlorination Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1998. This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Replace Valves 30-40
Replace Piping 40-45
Paint equipment 10-15
Paint Structure 10-15
Replace Blower / Aerator 30-35
Paint/Coat Clearwell/Tanks/ Towers 20-30
Replace Motor 35-40
Replace Pump 35-40
Replace MCCs/Starters 30-35
Replace Telemetry/Control Equipment 30-35
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
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Terrace View Chlorination Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1998.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Replace Valves 30-40
Replace Piping 40-45
Paint equipment 10-15
Paint Structure 10-15
Replace Blower / Aerator 30-35
Paint/Coat Clearwell/Tanks/ Towers 20-30
Replace Motor 35-40
Replace Pump 35-40
Replace MCCs/Starters 30-35
Replace Telemetry/Control Equipment 30-35
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Well 4 Chlorination Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1985.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Replace Valves 30-40
Replace Piping 40-45
Paint equipment 10-15
Paint Structure 10-15
Replace Blower / Aerator 30-35
Paint/Coat Clearwell/Tanks/ Towers 20-30
Replace Motor 35-40
Replace Pump 35-40
Replace MCCs/Starters 30-35
Replace Telemetry/Control Equipment 30-35
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
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Well 5B Treatment Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1980.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Replace Valves 30-40
Replace Piping 40-45
Paint equipment 10-15
Paint Structure 10-15
Replace Blower / Aerator 30-35
Paint/Coat Clearwell/Tanks/ Towers 20-30
Replace Motor 35-40
Replace Pump 35-40
Replace MCCs/Starters 30-35
Replace Telemetry/Control Equipment 30-35
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
DRAFT
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September 2014 Appendix C City of Auburn
K:\TAC_Projects\12\1360 - Auburn Facilities Evaluation\407\Memos\Tech Memo #4\APPENDIX\Appendix C - Project Sheets for Uninspected Facilities.docx
Reservoir 8B Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1980.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Replace Valves 30-40
Replace Piping 40-45
Reservoir Coating/Rehabilitation 20-25
Touch Up Paint/Coat Reservoir 10-15
Replace Telemetry/Control Equipment 30-35
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Reservoir 5 Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project cost and frequency are summarized in the table below. This facility was constructed in 1981.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Replace Valves 30-40
Replace Piping 40-45
Reservoir Coating/Rehabilitation 20-25
Touch Up Paint/Coat Reservoir 10-15
Replace Telemetry/Control Equipment 30-35
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
DRAFT
12-1360.405 Page 8 of 19 Water Facilities Evaluation
September 2014 Appendix C City of Auburn
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Reservoir 5B Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2005.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Replace Valves 30-40
Replace Piping 40-45
Reservoir Coating/Rehabilitation 20-25
Touch Up Paint/Coat Reservoir 10-15
Replace Telemetry/Control Equipment 30-35
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities
Reservoir 6 Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project cost and frequency are summarized in the table below. This facility was constructed in 2011.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Replace Valves 30-40
Replace Piping 40-45
Reservoir Coating/Rehabilitation 20-25
Touch Up Paint/Coat Reservoir 10-15
Replace Telemetry/Control Equipment 30-35
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities
DRAFT
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September 2014 Appendix C City of Auburn
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Well 1 Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1960.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Paint Structure 10-15
Replace Valves 30-40
Replace Piping 40-45
Replace Motor 35-40
Replace Pump 35-40
Replace MCCs/Starters 30-35
Replace Telemetry/Control Equipment 30-35
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Well 3A Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project cost and frequency are summarized in the table below. This facility was constructed in 1983.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Paint Structure 10-15
Replace Valves 30-40
Replace Piping 40-45
Replace Motor 35-40
Replace Pump 35-40
Replace MCCs/Starters 30-35
Replace Telemetry/Control Equipment 30-35
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
DRAFT
12-1360.405 Page 10 of 19 Water Facilities Evaluation
September 2014 Appendix C City of Auburn
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Well 3B Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1984.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Paint Structure 10-15
Replace Valves 30-40
Replace Piping 40-45
Replace Motor 35-40
Replace Pump 35-40
Replace MCCs/Starters 30-35
Replace Telemetry/Control Equipment 30-35
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Well 5B Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2005.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Paint Structure 10-15
Replace Valves 30-40
Replace Piping 40-45
Replace Motor 35-40
Replace Pump 35-40
Replace MCCs/Starters 30-35
Replace Telemetry/Control Equipment 30-35
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
DRAFT
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September 2014 Appendix C City of Auburn
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Well 7 Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1997.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Paint Structure 10-15
Replace Valves 30-40
Replace Piping 40-45
Replace Motor 35-40
Replace Pump 35-40
Replace MCCs/Starters 30-35
Replace Telemetry/Control Equipment 30-35
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
DRAFT
12-1360.405 Page 12 of 19 Water Facilities Evaluation
September 2014 Appendix C City of Auburn
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Howard Road CCF PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1985.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Well 4/25th and K St SE PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1987.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
109th Ave SE/SE 298th St PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2010. This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
DRAFT
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September 2014 Appendix C City of Auburn
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103rd Ct SE/SE 304th Pl Cobble Creek Lower PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1994.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
108th Ave SE/SE 300th St PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2005.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
27th St. SE Riverwalk Development PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project cost and frequency are summarized in the table below. This facility was constructed in 1996.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
DRAFT
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September 2014 Appendix C City of Auburn
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Howard Rd/Riverwalk PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2006.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
2003 Auburn Way South PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2006.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
4500 Auburn Way South PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project cost and frequency are summarized in the table below. This facility was constructed in 2006.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
DRAFT
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September 2014 Appendix C City of Auburn
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Janssen's Addition/6100 Blk Lemon Tree Ln PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1978.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Terrace View Apt #6170 Lower PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2004.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Terrace View Apt #5960 Middle PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2004. This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
DRAFT
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September 2014 Appendix C City of Auburn
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Terrace View Apt #5810 Upper PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2004.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Alexander Pl SE/Terrace View Dr SE PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2010.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Mill Pond Dr/Oravetz Rd PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1980. This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
DRAFT
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September 2014 Appendix C City of Auburn
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Lakeland Hills Way/Oravetz Rd PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1990.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
51st St SE/East of Mill Pond Lp PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1993.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Nathan Ave/Highland Dr PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1993. This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
DRAFT
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September 2014 Appendix C City of Auburn
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Quincy Ave PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1995.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Lakeland Hills Way/Evergreen PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 1993.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Franklin Ave SE PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based
on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2012. This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note: 1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
DRAFT
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September 2014 Appendix C City of Auburn
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56th St SE PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2012.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
Bennett Ave SE PRV Maintenance Plan
Several recurring maintenance activities/improvements were identified for this facility based on inspection of other similar facilities. The maintenance improvement, estimated project
cost and frequency are summarized in the table below. This facility was constructed in 2012.
This should be used as the basis for scheduling improvements summarized below.
Improvement Type Frequency (years)
Paint Piping 10-15
Replace Valves 30-40
Replace Piping 40-45
Note:
1. Estimated replacement interval is based on findings from inspected City of Auburn facilities.
DRAFT
APPENDIX D
FACILITY IMPROVEMENTS
DRAFT
Facility Name Improvement Description Deficiency
Year of
Refurbishment or
Replacement Item Cost
Year of Budgeted
Project Project Cost
New 8" Pressure Reducing Valve General Age and Condition Decay3 2016 18,000$
Add pressure relief assembly May be desired for system protection N/A 9,000$
Add drain - flooded
Does not meet code requirements, suggest connecting a drain to the
exist reservoir drains N/A 14,000$
New 8" Pressure Reducing Valve General Age and Condition Decay3 2014 18,000$
Add pressure relief assembly May be desired for system protection N/A 9,000$
Add drain - flooded
Does not meet code requirements, suggest drain to daylight in
wooded area N/A 14,000$
New 8" Pressure Reducing Valve General Age and Condition Decay3 2014 18,000$
Add drain - flooded
Does not meet code requirements, suggest drain to daylight across
Lea Hill Road N/A 14,000$
Diversion of Storm Pipe
Storm drain discharges directly upstream of vault hatch, likely
contributing to vault flooding 2014 21,000$
New 8" Pressure Reducing Valve General Age and Condition Decay3 2016 18,000$
Add drain - flooded
Does not meet code requirements, suggest drain to daylight across
Lea Hill Road N/A 14,000$
New 6" Pressure Reducing Valve General Age and Condition Decay3 2016 13,000$
Add drain - flooded
Does not meet code requirements, suggest drain to daylight across
Lea Hill Road N/A 14,000$
New 6" Pressure Reducing Valve General Age and Condition Decay3 2016 13,000$
Add drain - flooded
Does not meet code requirements, suggest drain to daylight in existing
drainage ditch N/A 14,000$
New 6" Pressure Reducing Valve General Age and Condition Decay3 2021 13,000$
Add drain - flooded Does not meet code requirements, suggest drain to daylight N/A 14,000$
New 8" Pressure Reducing Valve General Age and Condition Decay3 2014 18,000$
Add drain - flooded Does not meet code requirements, suggest hydraulic sump pump N/A 14,000$
New 4" Pressure Reducing Valve General Age and Condition Decay3 2021 11,000$
New 8" Pressure Reducing Valve General Age and Condition Decay3 2021 18,000$
New 3" Pressure Reducing Valve General Age and Condition Decay3 2023 19,000$
New 10" Pressure Reducing Valve General Age and Condition Decay3 2023 23,000$
New 3" Pressure Reducing Valve General Age and Condition Decay3 2030 37,000$
New 10" Pressure Reducing Valve General Age and Condition Decay3 2030 23,000$
New 3" Pressure Reducing Valve General Age and Condition Decay3 2030 37,000$
New 10" Pressure Reducing Valve General Age and Condition Decay3 2030 23,000$
New 2 1/2" Pressure Reducing Valve General Age and Condition Decay3 2021 11,000$
New 3" Pressure Reducing Valve General Age and Condition Decay3 2021 19,000$
New 10" Pressure Reducing Valve General Age and Condition Decay3 2021 23,000$
Lea Hill Pump Station New 12" Pressure Reducing Valve General Age and Condition Decay3 2018 33,000$ 2018 33,000$
Notes:1. All project costs included in this report are based on 2014 planning level cost estimates (ENR CCI value of 10,162 for August 2014, Seattle, WA) with an expected accuracy range of -30% to 50% in accordance with American
Association of Cost Engineering (AACE) estimate class 4. All project costs include construction costs, Engineering, Legal and Administration (ELA) costs at 30% and a contingency of 35% in accordance with AACE.
2. Project costs do not include sales tax.
3. Engineering, Legal and Administration (ELA) costs are estimated at 15% for this project due to anticipated minimal engineering costs.
2030 60,000$
2021 53,000$
110th Pl SE/SE 304th St
2021 29,000$
47th/Lakeland Hills Way
2021 27,000$
Mill Pond Dr/Mill Pond Lp
Lakeland Hills Way/51st St
Mill Pond Dr/4900 Blk
2030
Lakeland Hills Way/Mill Pond Dr
2023 42,000$
60,000$
PRV Station Recommended Capital Improvement Projects Summary
105th Pl SE/SE 320th Pl Amberview Apts North
41,000$
Lea Hill Carriage Square Apts Lower
32,000$
107th Pl SE Lea Hill Rd Carriage Square Apts Upper
2016 27,000$
32,000$
53,000$ 2015
106th Pl SE/Lea Hill Rd Carriage Square Apts Middle
2016 27,000$
104th Ave SE/SE 302nd Cobble Creek Upper
2015
2016
Inspected PRV Stations
105th Pl SE/SE 320th Pl Amberview Apts South
41,000$
2015
2016
108th Ave SE/SE 304th St
K:\TAC_Projects\12\1360 - Auburn Facilities Evaluation\405\Spreadsheets\AM Based Improvements\Improvements by facility.xls 9/29/2014
DRAFT
Facility Name Improvement Description Deficiency
Year of Refurbishment
or Replacement Item Cost
Year of
Budgeted
Project Project Cost
New 2" Pressure Reducing Valve General Age and Condition Decay3 2016 4,500$
New 2" Isolation Gate Valve General Age and Condition Decay3 2016 3,500$
New 8" Isolation Gate Valve General Age and Condition Decay3 2016 6,000$
New 8" DI Pipe General Age and Condition Decay3 2016 8,000$
New 8" Isolation Gate Valve General Age and Condition Decay3 2014 6,000$
New 8" DI Pipe General Age and Condition Decay3 2014 8,000$
New 4" Isolation Gate Valve General Age and Condition Decay3 2014 2,500$
New 8" Isolation Gate Valve General Age and Condition Decay3 2014 6,000$
New 8" DI Pipe General Age and Condition Decay3 2014 8,000$
Install Ladder in Vault No access to vault3 2014 2,500$
New 2" Pressure Reducing Valve General Age and Condition Decay3 2016 4,500$
New 2" Isolation Gate Valve General Age and Condition Decay3 2016 3,500$
New 8" DI Pipe General Age and Condition Decay3 2014 8,000$
New 2" Pressure Reducing Valve General Age and Condition Decay3 2016 4,500$
New 2" Ball Valve General Age and Condition Decay3 2016 3,500$
New 6" DI Pipe General Age and Condition Decay3 2016 4,000$
Install Ladder in Vault No access to vault3 2014 2,500$
New 6" DI Pipe General Age and Condition Decay3 2020 4,000$ 2020 4,000$
Replace Pressure Gauge General Age and Condition Decay3 2024 1,500$ 2024 2,000$
Replace Pressure Gauge General Age and Condition Decay3 2014 1,500$
Paint Pipe General Age and Condition Decay3 2014 4,000$
Clear Debris Debris found in vault3 2014 1,000$
New 1 1/2" Pressure Reducing Valve General Age and Condition Decay3 2023 4,500$
New 3" Isolation Gate Valve General Age and Condition Decay3 2023 4,500$
New 10" Isolation Butterfly Valve General Age and Condition Decay3 2023 6,000$
Paint Pipe General Age and Condition Decay3 2019 4,000$ 2019 4,000$
Regrout at Manhole Lid General Age and Condition Decay3 2014 3,500$ 2015 4,000$
Notes:1. All project costs included in this report are based on 2014 planning level cost estimates (ENR CCI value of 10,162 for August 2014, Seattle, WA)
with an expected accuracy range of -30% to 50% in accordance with American Association of Cost Engineering (AACE) estimate class 4. All project
costs include construction costs, Engineering, Legal and Administration (ELA) costs at 30% and a contingency of 35% in accordance with AACE.
2. Project costs do not include sales tax.
3. Engineering, Legal and Administration (ELA) costs are estimated at 15% for this project due to anticipated minimal engineering costs.
2023
Inspected PRV Stations
PRV Station Recommended Capital Maintenance Project Summary
2016
2015
2015
Lea Hill Carriage Square Apts Lower
22,000$
14,000$
19,000$
2015
Mill Pond Dr/Mill Pond Lp
106th Pl SE/Lea Hill Rd Carriage Square Apts Middle
107th Pl SE Lea Hill Rd Carriage Square Apts Upper
110th Pl SE/SE 304th St
108th Ave SE/SE 304th St
15,000$
16,000$
14,500$
105th Pl SE/SE 320th Pl Amberview Apts South
105th Pl SE/SE 320th Pl Amberview Apts North
6,500$
2016
2015
K:\TAC_Projects\12\1360 - Auburn Facilities Evaluation\405\Spreadsheets\AM Based Improvements\Improvements by facility.xls 9/29/2014
DRAFT
Facility Name Improvement Description Deficiency
Year of Refurbishment
or Replacement Item Cost
Year of
Budgeted
Project Project Cost
Inspected PRV Stations
PRV Station Recommended Capital Maintenance Project Summary
22,000$
105th Pl SE/SE 320th Pl Amberview Apts South
New 1 1/2" Pressure Reducing Valve General Age and Condition Decay3 2014 4,500$
New 2" Pressure Reducing Valve General Age and Condition Decay3 2014 4,500$
New 1 1/2" Isolation Gate Valve General Age and Condition Decay3 2014 3,500$
New 2" Isolation Gate Valve General Age and Condition Decay3 2014 3,500$
New 8" Isolation Gate Valve General Age and Condition Decay3 2014 6,000$
New 8" DI Pipe General Age and Condition Decay3 2016 8,000$
Replace Pressure Gauge General Age and Condition Decay3 2014 1,500$
New 1 1/2" Pressure Reducing Valve General Age and Condition Decay3 2021 8,500$
New 1 1/2" Isolation Gate Valve General Age and Condition Decay3 2021 3,500$
New 4" Isolation Gate Valve General Age and Condition Decay3 2021 4,500$
New 8" Isolation Gate Valve General Age and Condition Decay3 2021 6,000$
Paint Pipe General Age and Condition Decay3 2016 4,000$
Clear Debris Debris found in vault3 2014 1,000$
New 3" Isolation Gate Valve General Age and Condition Decay3 2030 4,500$
New 10" Isolation Gate Valve General Age and Condition Decay3 2030 6,500$
Paint Pipe General Age and Condition Decay3 2019 4,000$ 2019 4,000$
Regrout at Manhole Lid General Age and Condition Decay3 2014 3,500$ 2015 3,500$
New 3" Isolation Gate Valve General Age and Condition Decay3 2030 4,500$
New 10" Isolation Gate Valve General Age and Condition Decay3 2030 6,500$
Paint Pipe General Age and Condition Decay3 2022 4,000$ 2022 4,000$
Fix leaking on 3" valve (1/2 gpm)Valve leaking at approximately 1/2 gpm3 2014 1,000$ 2015 1,000$
New 3" Isolation Gate Valve General Age and Condition Decay3 2021 4,500$
New 10" Isolation Gate Valve General Age and Condition Decay3 2021 3,500$
New 10" Isolation Butterfly Valve General Age and Condition Decay3 2021 3,000$
Paint Pipe General Age and Condition Decay3 2019 4,000$ 2019 4,000$
Replace Pressure Gauge General Age and Condition Decay3 2014 1,500$
Replace Manhole Lid General Age and Condition Decay3 2014 2,000$
Paint Pipe General Age and Condition Decay3 2014 4,000$
Regrout at Pipe Inlet General Age and Condition Decay3 2014 5,000$
Notes:1. All project costs included in this report are based on 2014 planning level cost estimates (ENR CCI value of 10,162 for August 2014, Seattle, WA)
with an expected accuracy range of -30% to 50% in accordance with American Association of Cost Engineering (AACE) estimate class 4. All project
costs include construction costs, Engineering, Legal and Administration (ELA) costs at 30% and a contingency of 35% in accordance with AACE.
2. Project costs do not include sales tax.
3. Engineering, Legal and Administration (ELA) costs are estimated at 15% for this project due to anticipated minimal engineering costs.
2015
2015
11,000$
2021
2016
2030
2030
2021
47th/Lakeland Hills Way
Mill Pond Dr/4900 Blk
Lakeland Hills Way/51st St
Lakeland Hills Way/Mill Pond Dr
Lea Hill Pump Station
104th Ave SE/SE 302nd Cobble Creek Upper
3,500$
9,000$
22,500$
5,000$
11,000$
11,000$
31,500$ 2015
K:\TAC_Projects\12\1360 - Auburn Facilities Evaluation\405\Spreadsheets\AM Based Improvements\Improvements by facility.xls 9/29/2014
DRAFT
Facility Name Improvement Description Deficiency
Year of
Refurbishment or
Replacement Item Cost
Year of Budgeted
Project Project Cost
New Pump 500 gpm General Age and Condition Decay3 2022 40,000$
New Pump 300 gpm General Age and Condition Decay3 2022 56,000$
New Motor 50 HP, Starters and Cables General Age and Condition Decay3 2023 60,000$
New Motor 30 HP, Starters and Cables General Age and Condition Decay3 2023 57,000$
Improve CMU Walls-Update to be Reinforced CMU walls appear to not be reinforced - seismic concern N/A 96,000$
Replace CB Enclosure Enclosure is corroded 2016 26,000$
Academy Pump Station 1 -
Full Building Replacement Construct New Pump Station
Address structural issues and anticipated equipment
replacements 2016 1,030,000$ 2016 1,030,000$
New Pump 750 gpm General Age and Condition Decay3 2022 77,000$
New Motor 75 HP, Starters and Cables General Age and Condition Decay3 2023 174,000$
New 3" Deep Well Pump Control Valve General Age and Condition Decay3 2023 20,000$
New 4" Pressure Reducing Valve General Age and Condition Decay3 2023 11,000$
New Pump 1170 gpm General Age and Condition Decay3 2024 266,000$
New Motor 150 HP, Starters and Cables General Age and Condition Decay3 2023 464,000$
New 10" Pump Control Valve General Age and Condition Decay3 2023 96,000$
New 12" Isolation Gate Valve General Age and Condition Decay3 2023 14,000$
Notes:1. All project costs included in this report are based on 2014 planning level cost estimates (ENR CCI value of 10,162 for August 2014, Seattle, WA) with an expected
accuracy range of -30% to 50% in accordance with American Association of Cost Engineering (AACE) estimate class 4. All project costs include construction costs,
Engineering, Legal and Administration (ELA) costs at 30% and a contingency of 35% in accordance with AACE.
2. Project costs do not include sales tax.
3. Engineering, Legal and Administration (ELA) costs are estimated at 15% for this project due to anticipated minimal engineering costs.
Academy Pump Station 1
2022 213,000$
282,000$
Academy Pump Station 1
Alternate Option 2016 122,000$
Green River Pump Station
2023 840,000$
Pump Station Recommended Capital Improvement Projects Summary
Inspected Pump Stations
Academy Pump Station 2
2022
K:\TAC_Projects\12\1360 - Auburn Facilities Evaluation\405\Spreadsheets\AM Based Improvements\Improvements by facility.xls 9/29/2014
DRAFT
Facility Name Improvement Description Deficiency
Year of
Refurbishment or
Replacement Item Cost
Year of Budgeted
Project Project Cost
Academy Pump Station 1
213,000$
Pump Station Recommended Capital Improvement Projects Summary
Inspected Pump Stations
New Pump 50 gpm, New Motor 5 HP, Starters & Cables General Age and Condition Decay3 2028 18,000$
New Pump 1000 gpm General Age and Condition Decay3 2028 23,000$
New Motor 50 HP, Starters and Cables General Age and Condition Decay3 2018 52,000$
Install Fencing Facility is not fenced3 N/A 18,000$
Foundation Improvement (Anchor Building to Foundation)Structure not anchored to foundation, appears to have shifted 2014 9,000$
Option 2: New Pump Station Building (Existing Foundation
Retained)Replace structure to address anchoring and foundation concerns 2014 31,000$
Move Panelboard to Improve Accessibility When Vault Open Access is not possible when vault is open 2016 14,000$
Provide Back-Up Power Capabilities No back-up power capabilities are provided N/A 60,000$
Rehabilitate Aging MCC General Age and Condition Decay 2016 17,000$
New Wood Door Door was damaged at time of inspection3 2014 2,000$
New Comp Stick Framed Roof (Reroofing)Roof was in poor condition at time of inspection3 2014 1,000$
New Exhaust Inlet/Louver for Pump Station Damaged at time of inspection3 2014 1,000$
Install Fencing Facility is not fenced3 N/A 18,000$
Foundation Improvement (Anchor Building to Foundation)Structure not anchored to foundation, appears to have shifted 2014 9,000$
New Wood Walls Wood walls are in poor condition 2014 13,000$
Move Panelboard to Improve Accessibility When Vault Open Access is not possible when vault is open 2014 14,000$
Provide Back-Up Power Capabilities No back-up power capabilities are provided N/A 60,000$
Rehabilitate Aging MCC General Age and Condition Decay3 2016 17,000$
New Pump 115 gpm General Age and Condition Decay3 2019 9,000$
New Motor 7.5 HP General Age and Condition Decay3 2018 18,000$
New 2" Pump Check Valve General Age and Condition Decay3 2018 12,000$
Rehabilitate Exterior CMU Walls Walls appear to be unreinforced CMU 2014 86,000$ 2015 86,000$
Notes:1. All project costs included in this report are based on 2014 planning level cost estimates (ENR CCI value of 10,162 for August 2014, Seattle, WA) with an expected
accuracy range of -30% to 50% in accordance with American Association of Cost Engineering (AACE) estimate class 4. All project costs include construction costs,
Engineering, Legal and Administration (ELA) costs at 30% and a contingency of 35% in accordance with AACE.
2. Project costs do not include sales tax.
3. Engineering, Legal and Administration (ELA) costs are estimated at 15% for this project due to anticipated minimal engineering costs.
Wilderness Game Farm
Park PS Alternate Option
2015 135,000$
2018 93,000$
Wilderness Game Farm
Park PS
Wilderness Game Farm
Park PS - Full Building
Replacement
149,000$
Braunwood Pump Station
39,000$ 2018
2015
K:\TAC_Projects\12\1360 - Auburn Facilities Evaluation\405\Spreadsheets\AM Based Improvements\Improvements by facility.xls 9/29/2014
DRAFT
Facility Name Improvement Description Deficiency
Year of
Refurbishment or
Replacement Item Cost
Year of Budgeted
Project Project Cost
New 2 1/2" Deep Well Pump Control Valve General Age and Condition Decay3 2023 9,500$
New 1" Air/Vac Valve General Age and Condition Decay3 2023 2,500$
New 6" Isolation Gate Valve General Age and Condition Decay3 2023 8,000$
New 8" Isolation Butterfly Valve General Age and Condition Decay3 2023 7,500$
Paint Pipe General Age and Condition Decay3 2019 6,000$ 2019 6,000$
Replace Broken Window Window was broken at time of inspection3 2014 1,500$
New Floor Drain Floor drain cover was rusted and broken3 2014 1,000$
Relocate Conduit in front of Load Center
Conduit location is a clearance issue and makes operations and
maintenance tasks difficult 2016 500$
Replace T12 Interior Light Fixture (4 Light Fixtures)Not functioning during site visit3 2014 2,000$
New 12" Isolation Butterfly Valve General Age and Condition Decay3 2023 6,500$ 2022
Paint Pipe General Age and Condition Decay3 2019 6,000$ 2019 6,000$
Replace T12 Interior Light Fixture (6 Light Fixtures)Not functioning during site visit3 2014 3,000$ 2015 3,000$
Paint Pipe General Age and Condition Decay3 2019 6,000$ 2019 6,000$
Check thermostat and heater to make sure they are
functioning properly Not functioning during site visit3 2014 1,000$
Replace T8 Interior Light Fixture Not functioning during site visit3 2014 500$
New 2" Pump Check Valve General Age and Condition Decay3 2018 4,000$
New 6" Pump Check Valve General Age and Condition Decay3 2018 8,000$
New 3" Isolation Gate Valve General Age and Condition Decay3 2018 2,500$
Paint Pipe General Age and Condition Decay3 2014 6,000$
Install Access Ladder in Vault No ladder in vault currently3 2014 1,000$
New 1 1/4" Isolation Gate Valve General Age and Condition Decay3 2018 3,500$
New 2" Isolation Gate Valve General Age and Condition Decay3 2018 2,000$
Paint Pipe General Age and Condition Decay3 2018 6,000$
Extend pressure relief down to the ground
Pressure relief valve discharges to side of transfer switch,
potential safety issue3 N/A 2,000$
New Comp Stick Framed Roof (Reroofing)Roof was in poor condition at time of inspection 2015 2,000$
Notes:1. All project costs included in this report are based on 2014 planning level cost estimates (ENR CCI value of 10,162 for August 2014, Seattle, WA) with an expected
accuracy range of -30% to 50% in accordance with American Association of Cost Engineering (AACE) estimate class 4. All project costs include construction costs,
Engineering, Legal and Administration (ELA) costs at 30% and a contingency of 35% in accordance with AACE.
2. Project costs do not include sales tax.
3. Engineering, Legal and Administration (ELA) costs are estimated at 15% for this project due to anticipated minimal engineering costs.
Inspected Pump Stations
Pump Station Recommended Capital Maintenance Project Summary
11,500$
2015
Academy Pump
Station 2
Wilderness
Game Farm Park
PS
Braunwood
Pump Station
2018
2015
2018
2015
1,500$
27,500$
5,000$
6,500$
Academy Pump
Station 1
2022
Green River
Pump Station
2015
15,000$
7,000$
4,000$
K:\TAC_Projects\12\1360 - Auburn Facilities Evaluation\405\Spreadsheets\AM Based Improvements\Improvements by facility.xls 9/29/2014
DRAFT
Facility Name Improvement Description Deficiency
Year of
Refurbishment or
Replacement Item Cost
Year of Budgeted
Project Project Cost
Reservoir 1 Repair Shotcrete Delamination on Exterior Tank
Inspection shows delamination of shotcrete layers, no corrosion of
prestressing strands observed.2019 132,000$ 2015 132,000$
Repair Gaps in Roof
Roof plate interior is not seal welded, rust staining observed during
inspection.2017 20,000$
Repair Corroded Reservoir Anchor Nuts Anchor nuts severely corroded during inspection.2017 11,000$
Steel Reservoir Exterior Epoxy Coating General Age and Condition Decay 2022 150,000$ 2022 150,000$
Spot Coating repair near tank base Localized coating damage observed near bottom of tank during inspection 2014 10,000$ 2015 10,000$
Reservoir 4A Seismic Retrofit of Foundation, Interior/exterior reservoir wall coating and re-
weld deficient weld locations along joints
Foundation is cracking due to seismic anchoring; anchors are anticipated to
fail in a brittle manner during seismic event. Repair walls following seismic
retrofit.2016 715,000$ 2016 715,000$
Reservoir 4B Improve Anchorage to Meet Current Code for Ductile Failure Anchors appear to not meet current code 2016 558,000$ 2016 558,000$
Connect to City Water Water system does not have second supply source N/A 1,591,000$ N/A 1,591,000$
Concrete Reservoir Exterior Epoxy Coating Reservoir is not coated N/A 19,000$
Repair Reservoir Foundation (New Reservoir)Differential settlement observed during inspection 2014 120,000$
Notes:
Braunwood Reservoir
1. All project costs included in this report are based on 2014 planning level cost estimates (ENR CCI value of 10,162 for August 2014, Seattle, WA) with an expected accuracy range of -30% to 50% in accordance with American
Association of Cost Engineering (AACE) estimate class 4. All project costs include construction costs, Engineering, Legal and Administration (ELA) costs at 30% and a contingency of 35% in accordance with AACE.
2. Project costs do not include sales tax.
Inspected Reservoirs
Reservoir Recommended Capital Improvement Projects Summary
2017 31,000$
2015 139,000$
Reservoir 8A
K:\TAC_Projects\12\1360 - Auburn Facilities Evaluation\405\Spreadsheets\AM Based Improvements\Improvements by facility.xls 9/29/2014
DRAFT
Facility Name Improvement Description Deficiency
Year of
Refurbishment or
Replacement Item Cost
Year of Budgeted
Project Project Cost
Replace Shield Near Top of Reservoir Damage/bent shield observed during inspection.2014 8,500$
Install Hatch Alarm No alarm found during inspection3 2014 2,000$
Reservoir 8A Replace Lock on Reservoir Hatch Not functioning during site visit3 2014 500$ 2015 500$
Repair Reservoir Roof Remove rust, repair deficiencies and apply a new protective coating3 2024 5,000$
Repair Interior/Exterior Reservoir Walls Remove rust, repair deficiencies and apply a new protective coating3 2024 9,500$
Replace Wire Mesh at Vent Damage observed during inspection3 2014 500$
Replace Top Rail Near Hatch Top rail appears to be damaged at time of inspection3 2014 1,500$
Install Hatch Alarm No alarm found during inspection3 2014 2,000$
Replace Reservoir Hatch Assembly General Age and Condition Decay3 2016 2,000$
Install New Stainless Steel or Aluminum Ladder (For use in Reservoir)Interior ladder is galvanized and corroding3 2014 7,500$
Repair Reservoir Roof
Deterioration observed during inspection, pressure wash interior and
exterior and spray commercial sealant on interior and exterior3 2024 6,000$ 2024 6,000$
Notes:
2024
2015
Reservoir Recommended Capital Maintenance Project Summary
2015Reservoir 1
Reservoir 4B
Reservoir 4A
Braunwood Reservoir
Inspected Reservoirs
2015 11,500$
10,500$
14,500$
2,000$
1. All project costs included in this report are based on 2014 planning level cost estimates (ENR CCI value of 10,162 for August 2014, Seattle, WA) with an expected accuracy range of -30% to 50% in
accordance with American Association of Cost Engineering (AACE) estimate class 4. All project costs include construction costs, Engineering, Legal and Administration (ELA) costs at 30% and a contingency
of 35% in accordance with AACE.
2. Project costs do not include sales tax.
3. Engineering, Legal and Administration (ELA) costs are estimated at 15% for this project due to anticipated minimal engineering costs.
K:\TAC_Projects\12\1360 - Auburn Facilities Evaluation\405\Spreadsheets\AM Based Improvements\Improvements by facility.xls 9/29/2014
DRAFT
Facility Name Improvement Description Deficiency
Year of
Refurbishment or
Replacement Item Cost
Year of Budgeted
Project Project Cost
Coal Creek Springs
Transmission Main Investigate potential leak near river crossing (24" Concrete/Steel Pipe)Evidence of leak near river crossing 2014 1,300,000$ 2015 1,300,000$
Academy Transmission
Main Replace Approximately 11,300 LF of 14" DI Transmission Main Transmission main in poor condition 2020 2,865,000$ 2020 2,865,000$
Notes:
Transmission Main Recommended Capital Improvement Projects Summary
Inspected Transmission Mains
1. All project costs included in this report are based on 2014 planning level cost estimates (ENR CCI value of 10,162 for August 2014, Seattle, WA) with an expected accuracy range of -
30% to 50% in accordance with American Association of Cost Engineering (AACE) estimate class 4. All project costs include construction costs, Engineering, Legal and Administration
(ELA) costs at 30% and a contingency of 35% in accordance with AACE.
2. Project costs do not include sales tax.
3. Engineering, Legal and Administration (ELA) costs are estimated at 15% for this project due to anticipated minimal engineering costs.
K:\TAC_Projects\12\1360 - Auburn Facilities Evaluation\405\Spreadsheets\AM Based Improvements\Improvements by facility.xls 9/29/2014
DRAFT
Facility Name Improvement Description Deficiency
Recommended
Year of
Refurbishment or
Replacement Item Cost
Year of
Budgeted
Project Project Cost
New Pump 3200 gpm General Age and Condition Decay3 2017 50,000$
New Motor 300 HP, Starters and Cables General Age and Condition Decay3 2017 210,000$
Repair Leaking Acoustic Deck/HSS Steel Framing Roof Observed leak in roof N/A 50,000$
New Pump 1800 gpm General Age and Condition Decay3 2022 44,000$
New Motor 200 HP, Starters and Cables General Age and Condition Decay3 2022 133,000$
Install Lateral Bracing on FRP Strippers No horizontal bracing, potential seismic risk N/A 20,000$
Investigate increasing size of Chlorine system, appears to be
undersized Chlorine cylinders appear to sweat during operation 2014 10,000$
Replace Conduits Below Panel-Corroded Conduits are heavily corroded 2014 14,000$
Coal Creek Springs Chlorination -
Full Building Replacement Replace Facility Differential settling observed in foundation 2014 1,395,000$ 2015 1,395,000$
New Fascia Boards Observed damage during inspection3 2017 1,000$
Anchor Wall to Foundation Structure is not anchored to foundation 2017 20,000$
New Wood Frame, 3-tap Composite Roof Observed damage during inspection3 2019 2,000$
Improve Wood Frame Exterior Observed damage during inspection 2019 3,000$
Monitor 6" Concrete Stem Wall Foundation Structure not anchored to foundation 2019 5,000$
Install Fencing
Fence is close to structure, impedes maintenance and
access3 N/A 18,000$
Install New Vault-Has Large Crack Large crack in vault wall 2019 60,000$
Option 2: New Treatment Facility Building
Replace structure to repair damage and address structural
deficiencies 2017 40,000$
Install Fencing
Fence is close to structure, impedes maintenance and
access3 N/A 18,000$
Install New Vault-Has Large Crack Large crack in vault wall 2019 60,000$
Notes:1. All project costs included in this report are based on 2014 planning level cost estimates (ENR CCI value of 10,162 for August 2014, Seattle, WA) with an expected
accuracy range of -30% to 50% in accordance with American Association of Cost Engineering (AACE) estimate class 4. All project costs include construction costs,
Engineering, Legal and Administration (ELA) costs at 30% and a contingency of 35% in accordance with AACE.
2. Project costs do not include sales tax.
3. Engineering, Legal and Administration (ELA) costs are estimated at 15% for this project due to anticipated minimal engineering costs.
2017 118,000$
Howard Road Corrosion Control
2017
2022
Coal Creek Springs Chlorination -
Alternate Option 2015
West Hill Springs Chlorination -
Alternate Option
West Hill Springs Chlorination - Full
Building Replacement
Fulmer Field Corrosion Control
2017
Inspected Treatment Facilities Recommended Improvements Summary
Treatment Facility Recommended Capital Improvement Projects Summary
197,000$
310,000$
24,000$
109,000$
K:\TAC_Projects\12\1360 - Auburn Facilities Evaluation\405\Spreadsheets\AM Based Improvements\Improvements by facility.xls 9/29/2014
DRAFT
Facility Name Improvement Description Deficiency
Recommended
Year of
Refurbishment or
Replacement Item Cost
Year of
Budgeted
Project Project Cost
Paint Pipe General Age and Condition Decay3 2018 5,000$ 2018 5,000$
Improve Anchoring System on Pumps, etc.Inspection indicates anchoring may be inadequate 2014 5,000$
Investigate Unstable Power Conditions Operators report unstable power that causes false alarms 2014 5,000$
Replace T8 Lamps in Interior Strip Fixtures Not functioning during site visit3 2014 500$
Replace Emergency Lights in Chemical Room Not functioning during site visit3 2014 1,500$
Install 24" Flow Meter
Replace existing flow meter with new flow meter already at
site, reconnect to existing telemetry sytem3 2014 4,500$
Paint Pipe General Age and Condition Decay3 2018 1,000$
Replace T8 Lamps in Interior Strip Fixtures Not functioning during site visit3 2014 500$
Replace Emergency Lights in Chemical Room Not functioning during site visit3 2014 1,500$
New Pump and Motor General Age and Condition Decay3 2022 3,000$
New Valves General Age and Condition Decay3 2023 500$
Paint Pipe General Age and Condition Decay3 2023 1,000$
New Steel Door Door is heavily corroded3 2017 1,000$
Rehabilitate Weathered Concrete Slab Roof General Age and Condition Decay 2017 7,000$
Rehabilitate CMU Block Walls-Minor Cracking Minor cracks observed during inspection 2014 6,500$
New Chlorine Pump General Age and Condition Decay3 2017 3,000$
New Valves General Age and Condition Decay3 2021 1,000$
Paint Pipe General Age and Condition Decay (Pipe in Vault)3 2020 1,000$
Replace Gas Room Exhaust Fan Not functioning during site visit3 2014 2,500$ 2015 2,500$
Notes:1. All project costs included in this report are based on 2014 planning level cost estimates (ENR CCI value of 10,162 for August 2014, Seattle, WA) with an
expected accuracy range of -30% to 50% in accordance with American Association of Cost Engineering (AACE) estimate class 4. All project costs include
construction costs, Engineering, Legal and Administration (ELA) costs at 30% and a contingency of 35% in accordance with AACE.
2. Project costs do not include sales tax.
3. Engineering, Legal and Administration (ELA) costs are estimated at 15% for this project due to anticipated minimal engineering costs.
Inspected Treatment Facilities
Treatment Facility Recommended Capital Maintenance Projects Summary
West Hill Springs Chlorination
2017
Fulmer Field Corrosion Control
Howard Road Corrosion Control
Coal Creek Springs Chlorination
2015
2018
2022
2015 14,500$
4,500$
5,000$
3,000$
16,500$
K:\TAC_Projects\12\1360 - Auburn Facilities Evaluation\405\Spreadsheets\AM Based Improvements\Improvements by facility.xls 9/29/2014
DRAFT
Facility Name Improvement Description Deficiency
Year of
Refurbishment or
Replacement Item Cost
Year of Budgeted
Project Project Cost
New 12" Pump Check Valve General Age and Condition Decay3 2021 26,000$ 2021 26,000$
Electrical retrofit Electrical components are inconsistent and make repairs more difficult N/A 200,000$ N/A 200,000$
New 8" Pump Check Valve General Age and Condition Decay3 2021 13,000$
New 6" Deep Well Pump Control Valve General Age and Condition Decay3 2021 14,000$
New 2 1/2" Pressure Reducing Valve General Age and Condition Decay3 2021 11,000$
Well 5 - Full Building
Replacement New Facility
Building foundation shows significant differential settlement, Building is
small and laid out such that operation and maintenance tasks are difficult 2014 600,000$ 2015 600,000$
Relocate Electrical and Telemetry panels to provide adequate clearances Clearances in front of panels do not meet code N/A 27,000$
Repair Siemens Sirus Starter Fused Disc SW-MCC Poor condition observed during inspection 2014 34,000$
New Pump 250 gpm General Age and Condition Decay3 2019 38,000$
New Motor 60 HP, Starters and Cables General Age and Condition Decay3 2018 84,000$
Repair Roof Anchorage Roof anchoring appears to be inadequate based on inspection 2014 18,000$
Braunwood Well Move Well Pump Control Box to be Accessible Control box is not easily accessible 2015 to 2016 21,000$ 2015 21,000$
Notes:
Well 4
Inspected Wells
Well Recommended Capital Improvement Projects Summary
Well 5A
2021 38,000$
2015
Well 5
Well 5 - Alternate
Option
2015 140,000$
61,000$
1. All project costs included in this report are based on 2014 planning level cost estimates (ENR CCI value of 10,162 for August 2014, Seattle, WA) with an expected accuracy range of -30% to 50% in
accordance with American Association of Cost Engineering (AACE) estimate class 4. All project costs include construction costs, Engineering, Legal and Administration (ELA) costs at 30% and a contingency
of 35% in accordance with AACE.
2. Project costs do not include sales tax.
3. Engineering, Legal and Administration (ELA) costs are estimated at 15% for this project due to anticipated minimal engineering costs.
K:\TAC_Projects\12\1360 - Auburn Facilities Evaluation\405\Spreadsheets\AM Based Improvements\Improvements by facility.xls 9/29/2014
DRAFT
Facility Name Improvement Description Deficiency
Year of
Refurbishment or
Replacement Item Cost
Year of Budgeted
Project Project Cost
Paint Pipe General Age and Condition Decay3 2019 6,000$ 2019
Replace T12 Interior Light Fixture General Age and Condition Decay3 2014 500$ 2015
Repair 800 ETI CB-MCC Not functioning during site visit3 2024 500$ 2024 500$
Paint Pipe General Age and Condition Decay3 2016 6,000$
Check anchor bolts on pump for Well 6 - may be undersized Anchorage may be inadequate based on inspection 2014 5,000$
Replace T12 Interior Light Fixture General Age and Condition Decay3 2014 3,000$
Repair 600 ETI CB Starter Not functioning during site visit3 2024 500$ 2024 500$
New 6" Pump Check Valve General Age and Condition Decay3 2021 8,000$
New 3" Air/Vac Valve General Age and Condition Decay3 2021 3,000$
New 2" Air/Vac Valve General Age and Condition Decay3 2021 3,000$
New 12" Isolation Gate Valve General Age and Condition Decay3 2021 3,500$
Paint Pipe General Age and Condition Decay3 2016 6,000$
Replace Roof Arch Shingles Damage observed during inspection3 2015 6,500$
Replace J Box in Meter Vault Heavily corroded at time of inspection3 2014 500$
Repair 120 V panelboard MCC Need for repair identified during inspection 2014 1,000$
Monitor settlement and foundation issues
Settlement and foundation issues identified, not
impediments to the operation or use of the structure for
its intended purpose N/A 7,000$ N/A 7,000$
New 8" Isolation Gate Valve General Age and Condition Decay3 2021 3,000$ 2021
Paint Pipe General Age and Condition Decay3 2016 6,000$ 2017
New 4" Pump Check Valve General Age and Condition Decay3 2018 6,000$
New 4" Isolation Gate Valve General Age and Condition Decay3 2018 2,500$
Replace Chlorine Injection Saddle Heavily corroded at time of inspection3 2014 5,000$
Paint Pipe General Age and Condition Decay3 2014 6,000$
Add dehumidifier to chlorine solution room to limit corrosion
Surface corrosion on equipment appears to be caused by
moisture3 N/A 5,000$
Investigate whether or not vault has proper drainage
Vault appears to not have a drain, shows signs of flooding
and contains electrical equipment N/A 2,000$
Replace Phase Loss Indicator on SQ D SDSA3650 Surge Arrester Not functioning during site visit 2014 1,000$
Braunwod Well Paint Pipe General Age and Condition Decay3 2019 6,000$ 2019 6,000$
Notes:1. All project costs included in this report are based on 2014 planning level cost estimates (ENR CCI value of 10,162 for August 2014, Seattle, WA) with an expected accuracy range of -30% to 50% in
accordance with American Association of Cost Engineering (AACE) estimate class 4. All project costs include construction costs, Engineering, Legal and Administration (ELA) costs at 30% and a
contingency of 35% in accordance with AACE.
2. Project costs do not include sales tax.
3. Engineering, Legal and Administration (ELA) costs are estimated at 15% for this project due to anticipated minimal engineering costs.
Well Recommended Capital Maintenance Project Summary
2015
2021
2015
2018
Inspected Wells
6,500$
14,000$ Well 6
Well 4
2015 12,000$
Well 5A
17,500$
14,000$
Well 2
9,000$
9,000$
Well 5
K:\TAC_Projects\12\1360 - Auburn Facilities Evaluation\405\Spreadsheets\AM Based Improvements\Improvements by facility.xls 9/29/2014
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Appendices/Appendix_Covers.docx
City of Auburn
Comprehensive Water Plan
APPENDIX S
SAFETY PROCEDURES
ADMINISTRATIVE
POLICYANDPROCEDURE
TITLE: HUMANRESOURCES/FACILITIESSUBJECT: GREENHOUSEKEEPINGGUIDELINES
300-24INDEXNUMBER:
EFFECTIVEDATESUPERSEDESPAGE PREPAREDBY:MAYOR’SAPPROVAL
04/01/09 NEW 1OF2 BrendaHeineman
1.0 PURPOSE
ToadoptanddefinetheCitypolicyandproceduresthatwillresultinsustaininga “Green
Cleaning” environment.
2.0 ORGANIZATIONSAFFECTED
Alldepartments/divisions
3.0 REFERENCES
CityofAuburnGreenHousekeepingHandbook
4.0 POLICY
ItisthepolicyoftheCitytoensurethattheworkenvironmentofitsworkforceandCity-
maintainedfacilitiesvisitedandusedbycitizensiskeptclean, comfortable, healthyandinviting,
bypromotingenvironmentallyfriendlycleaningproceduresandproducts. Allareaswillbe
maintainedinawaythatprovidesasenseofprideofthosewhoworkandvisitCity-maintained
facilities, throughtheeffortsoftheCityofAuburncustodialstaffandthosewhomightassistthe
staff.
Thispolicyincludesthetypesofcleaningproductstobeused, typesofequipmenttobeused,
methodsandpracticesadoptedtraining, andcommitmentofthecustodialstaff, asreferencedin
theCityofAuburnGreenHousekeepingHandbook. Questionsongreencleaningaretobe
directedtotheFacilitiesDivision.
5.0 PROCEDURE
5.1 TheFacilitiesdivisionwillensuretheappropriate “supplies” areorderedandavailable.
5.2 AcopyoftheGreenHousekeepingGuidelineswillbemaintainedineverydepartment.
5.3 AlldepartmentsanddivisionsoftheCitywilladoptthepracticesandprocedureslisted
below.
UsingSustainableEarth® orothercleaningproductsthatmeetGreenSeal®
standards, orproductswithlowlevelsofVOCs (volatileorganiccompounds)
wheneverpossible.
PurchasingandusingonlyCRI-certifiedpowerequipmentinourcityfacilities, and
maintainingthatequipmenttothatstandard.
Usingconcentratedcleaningproductswheneverpossible.
Usingacleaningproductssystemwherebythechemicalsareautomaticallyand
accuratelydilutedwithcoldwater.
Eliminatingphosphatesandaerosolproducts.
Usingcleaningproductsandsuppliesthatarepackagedwithrecyclablematerials.
TITLE: INDEXNO: ADMINISTRATIVE GREENHOUSEKEEPING Page2of2POLICYANDPROCEDURE300-24GUIDELINES
Purchasingcleaningsuppliesandequipmentfromavendorwhodeliverswithtrucks
usingbio-fuels, wheneverpossible.
UsingECOGreen® paperproductsthatmeetEPAstandardsforhighpost-
consumerrecycledcontent.
Compliancewithallrelevantlaws, regulations, legislationandindustrystandards.
Conservingenergy, waterandresourceswhileprovidingaclean, sanitaryand
healthyenvironment.
Instillingasenseofprideandenvironmentalresponsibilityinthecustodialstaffand
Cityemployees, makingthemawareofhowtheproducts, equipmentandmethods
theyusetocleanimpacttheearth.
Trainingcustodialstaffastotheproperuseofthecleaningproducts, suppliesand
equipmentbythevendorssupplyingtheseitems, andbycustodialstafftrainedby
thesevendors.
Voicingtheexpectationthatthesemethodsmustbefollowed, andthatitisthe
responsibilityofthecustodialstaffandCityemployeestodoso.
Usingeveryopportunitytolearn, andtoeducateothers, inthe "greencleaning"
methodsandstandards, andtopromotethebenefitsof "greencleaning" whenever
possible.
6.0 RESPONSIBILITIES
6.1 FacilitiesDivision:
6.1.1 Ensurethatwherepracticableonlyenvironmentallyfriendlysuppliesare
consideredwhendevelopingthe “approved” supplylist.
6.1.2 EnsurethateachDepartmentHeadisprovidedacopyoftheGreenHousekeeping
Guidelines; updateasappropriate.
6.1.3 Ensurethecustodialstaffpracticesandpromotesenvironmentallyfriendlycleaning
procedures.
6.1.4 Coordinatetheorderingofsuppliesfromthe “approved” list.
6.1.5 Maintainacurrent/updated “approved” supplylist
6.2 ParksMaintenanceDivision: CoordinatewiththeFacilitiesDivisiontoorderanduseonly
environmentallycleaningsupplies.
6.3 DepartmentHeads:
6.3.1 BriefdepartmentstaffonthelocationoftheGreenHousekeepingGuidelines
6.3.2 Enlistthesupportofallemployeestofollowtheguidelinesandtopromotethe
benefitsof "greencleaning" wheneverpossible.
6.4 CustodialStaffandEmployees: Committopracticeandpromoteenvironmentallyfriendly
cleaningprocedures.
ArticleI. ADMINISTRATIVE
POLICYANDPROCEDURE
TITLE: SAFETYSUBJECT: RESPIRATORYPROTECTIONPROGRAM
300-25INDEXNUMBER:
EFFECTIVEDATESUPERSEDESPAGE PREPAREDBY:MAYOR’SAPPROVAL
05/15/11 NEW 17 BrendaHeinemanOF
1.0PURPOSE
Toestablishpoliciesandproceduresthatwillpreventemployeesfrominhalinghazardous
airbornechemicalsthatmaycausecancer, lungimpairment, orotherrespiratorydiseases.
Thesechemicalsmaybeintheformofgases, vapors, mists, ordust.
2.0ORGANIZATIONSAFFECTED
2.1AuburnPoliceDepartment
2.2AuburnParksandRecreation
2.3AuburnMaintenanceandOperationsDivision
2.4AuburnGolfCourse
2.5Cemetery
3.0REFERENCES
3.1WAC296-842 “Respirators”
4.0POLICY
4.1 ItshallbethepolicyoftheCityofAuburntoensurethatengineeringorworkpractice
controlsareinplacewhichwilleffectivelyminimizeoreliminateemployeeexposureto
airbornechemicalhazards. TheCityshall:
4.1.1 Provide, atnocosttotheemployeeoftheaffectedDepartments, aconfidential
medicalevaluationbyalicensedhealthcareprofessionalbeforetheyareallowed
tousetherespirator. Additionalevaluationswillbeperformedif:
4.1.1.1 Thehealthcareproviderrecommendsit.
4.1.1.2 TherespiratorProgramAdministratordecidesitisnecessary.
4.1.1.3 Anemployeeshowssignsorsymptomsofbreathingdifficulty.
4.1.1.4 Achangeinworkplaceconditions (forexample, hightemperaturesor
greaterphysicalexertion) thatincreasesanemployee’sphysicalstress
occurs.
4.1.2 Provide, atnocosttotheemployeeoftheaffectedDepartments, fit-testingpriorto
theiruseoftheirrespiratororwhentheyaregivenanewone. Additionalfit-testing
willbeperformed:
4.1.2.1 Annually.
4.1.2.2 Whenadifferentrespiratorfacepieceischosen.
TITLE: INDEXNO: PAGEADMINISTRATIVERESPIRATORYPROTECTION27OFPOLICYANDPROCEDURE300-25PROGRAM
4.1.2.3 Whenthereisaphysicalchangeinanemployee’sfacethatwouldaffect
fit.
4.1.2.4 Whenouremployeesormedicalprovidernotifyusthatthefitis
unacceptable.
4.1.3 Providetrainingtoallaffectedemployees, atnocosttotheemployee, andduring
workinghours. Thetrainingwillcover:
4.1.3.1 Respiratoryhazards.
4.1.3.2 Reasonsforrespiratoryprotection.
4.1.3.3 Engineeringcontrols.
4.1.3.4 Respiratorselection.
4.1.3.5 Operations, capabilities, andlimitationsofvariousrespirators.
4.1.3.6 Inspecting, donning, fitting, wearing, andremovingrespirators.
4.1.3.7 Respiratorfittingandtesting.
4.1.3.8 Breathingairquality, cylinders, andcompressorrequirements.
4.1.3.9 Respiratormaintenance.
4.1.3.10 Demonstrationsandpracticeinrespiratoruse.
4.1.3.11 Emergencysituations.
4.1.3.12 Specialrespiratoruses.
4.1.3.13 Regulationsforrespirators.
4.1.4 Ensurethatallrespirators, cartridges, andcanistersarecertifiedbytheNational
InstituteforOccupationalSafetyandHealth (NIOSH) andshallbeusedin
accordancewiththetermsofthatcertification.
4.2 Employeeswillnotbeallowedtowearrespiratorswithtight-fittingfacepiecesiftheyhave
facialhair, intheabsenceofnormallyworndentures, facialdeformities, orotherfacial
featuresthatinterferewiththefacepiecesealorvalvefunction.
4.3 Ifanemployeedesirestoweararespiratorduringcertainoperationsinnon-hazardous
areas, RiskManagementwillrevieweachsuchrequestonacase-by-casebasis. If
approvedforuse, theCityshallprovide, atnocosttovoluntaryrespiratorusers, medical
evaluations, training, travelrelatedcostsandwagesbutwillnotpayfortherespirators
4.3.1 Ifemployeesuseonlyfiltering-facepiecerespiratorsvoluntarily, medical
evaluations, fit-testing, andtrainingarenotrequired.
4.3.2 Allemployeesvoluntarilywearingrespiratorsarerequiredtoreceiveacopyof
AdvisoryInformationforEmployeesWhoVoluntarilyUseRespirators.” See
AppendixA.
5.0DEFINITIONS
5.1 ASSIGNEDPRTOECTIONFACTOR (APF) – Indicatestheworkplacelevelofrespiratory
protectionthatarespiratororclassofrespiratorsisexpectedtoprovidetoemployees
TITLE: INDEXNO: PAGEADMINISTRATIVERESPIRATORYPROTECTION37OFPOLICYANDPROCEDURE300-25PROGRAM
whenyouimplementacontinuing, effectiverespiratoryprotectionprogramasspecifiedby
thischapter.
5.2 CANISTER/CARTRIDGE – Partofanair-purifyingrespiratorthatconsistsofacontainer
holdingmaterialssuchasfiber, treatedcharcoal, oracombinationofthetwothat
removescontaminantsfromtheairpassingthroughthecartridgeorcanister.
5.3 DUSTMASK – Anameusedtorefertofiltering-facepiecerespirators. Dustmasksmay
ormaynotbeNIOSHcertified.
5.4 EXPOSED/EXPOSURE – Thecontactanemployeehaswithatoxicsubstance, harmful
physicalagent, oroxygendeficientcondition. Exposurecanoccurthroughvariousroutes
ofentry, suchasinhalation, ingestion, skincontact, orskinabsorption.
5.5 FILTERING-FACEPIECERESPIRATOR – Atight-fitting, half-facepiece, negative-
pressure, particulateair-purifyingrespiratorwiththefacepiecemainlycomposedoffilter
material. Theserespiratorsdon’tusecartridgesorcanistersandmayhavesealing
surfacescomposedofrubber, silicone, orotherplastic-likematerials. Theyaresometimes
referredtoas “dustmasks.”
5.6 FITFACTOR – Anumberprovidinganestimateoffitforaparticularrespiratoryinlet
coveringtoaspecificindividualduringquantitativefittesting.
5.7 FITTEST – Fittestingisanactivitywherethefacepiecesealofarespiratoris
challenged; usingaWISHAacceptedprocedure, todetermineiftherespiratorprovides
anadequateseal.
5.8 FULL-FACEPIECERESPIRATOR – Atight-fittingrespiratorthatcoversthewearer’s
nose, mouth, andeyes.
5.9 GASMASK – Anair-purifyingrespiratorequippedwithoneormorecanisters. These
respiratorshaveafacepiecemadefromsilicone, rubber, orotherplastic-likematerials.
5.10HALF-FACEPIECE – Atight-fittingrespiratorthatonlycoversthewearer’snoseand
mouth.
5.11LICENSEDHEALTHCAREPROFESSIOAL (LHCP) – Anindividualwhoselegally
permittedscopeofmedicalpracticeallowshimorhertoprovidesomeorallofthehealth
careservicesrequiredforrespiratorusers’ medicalevaluations.
5.12LOOSE-FITTINGFACEPIECE – Arespiratoryinletcoveringthatisdesignedtoforma
partialsealwiththeface.
5.13NIOSH – TheNationalInstituteforOccupationalSafetyandHealth. NIOSHisthefederal
agencythatcertifiesrespiratorsforoccupationaluse.
5.14OXYGENDEFICIENT – Anatmospherewithoxygencontentbelow19.5% byvolume.
5.15PERMISSIBLEEXPOSURELIMIT (PEL) – Permissibleexposurelimitsareemployee
exposurestotoxicsubstancesorharmfulagentsthatmustnotbeexceeded. PELsare
specifiedinapplicableWISHArules.
5.16RESPIRATORYHAZARD – Harmfulairbornehazardsandoxygendeficiencythatare
addressedinWAC296-841.
5.17REQUIREDUSE – Respiratorusethatisnecessarytoprotectemployeesfrom
respiratoryhazardsorthattheemployerdecidestorequireforhisorherownreasons.
TITLE: INDEXNO: PAGEADMINISTRATIVERESPIRATORYPROTECTION47OFPOLICYANDPROCEDURE300-25PROGRAM
5.18RESPIRATORS – Atypeofpersonalprotectiveequipmentdesignedtoprotectthewearer
fromharmfulairbornehazards, oxygendeficiency, orboth.
5.19SEALCHECK – Actionsconductedbytherespiratorusereachtimetherespiratorisput
on, todetermineiftherespiratorisproperlyseatedontheface.
5.20SERVICE-LIFE – Theperiodoftimethatarespirator, filterorsorbent, orotherrespiratory
equipmentprovidesadequateprotectiontothewearer.
5.21SORBENT – Rigid, porousmaterial, suchascharcoal, usedtoremovevapororgasfrom
theair.
5.22TIGHT-FITTINGFACEPIECE – Arespiratoryinletcoveringformingacompletesealwith
thefaceorneck. Mouthpiecerespiratorsaren’ttight-fittingfacepieces.
5.23VOLUNATRYUSE – Respiratorusethatisrequestedbytheemployeeandpermittedby
theemployerwhennorespiratoryhazardexists.
6.0RESPONSIBILITIES
6.1HUMANRESOURCES/RISKMANAGEMENT
6.1.1 Identifyworkareas, processes, ortasksthatrequireemployeestowear
respirators, andevaluatingthehazards.
6.1.2 Selectionofrespiratoryprotectionoptions.
6.1.3 Monitorrespiratorusetoinsurethatrespiratorsareusedinaccordancewiththeir
certifications.
6.1.4 Arrangeforand/orconductingannualtraining.
6.1.5 Ensureproperstorageandmaintenanceofrespiratoryprotectionequipment.
6.1.6 Maintainrecordsrequiredbytheprogram.
6.1.7 Updatetheprogramasneeded.
6.2 DEPARTMENTMANAGERS/SUPERVISORS
6.2.1 Ensurethatemployeesundertheirsupervision (includingnewhires) havereceived
appropriatetraining, fit-testing, andmedicalscreeningorannualmedical
evaluation.
6.2.2 Ensuretheavailabilityofappropriaterespiratorsandaccessories.
6.2.3 Beawareoftasksrequiringtheuseofrespiratoryprotection.
6.2.4 Enforcetheproperuseofrespiratoryprotectionnecessary.
6.2.5 Ensurethatrespiratorsareproperlycleaned, maintained, andstoredaccordingto
therespiratoryprotectionplan.
6.2.6 Continuallymonitorworkareasandoperationstoidentifynewrespiratoryhazards.
6.2.7 Regularlyaskemployeesrequiredtouserespiratorsabouttheirquestionsand
viewsconcerningprogrameffectivenessincluding:
6.2.7.1 Respiratorfitduringuse.
6.2.7.2 Anyeffectsofrespiratoruseonworkperformance.
TITLE: INDEXNO: PAGEADMINISTRATIVERESPIRATORYPROTECTION57OFPOLICYANDPROCEDURE300-25PROGRAM
6.2.7.3 Respiratorsbeingappropriateforthehazardsencountered.
6.2.7.4 Properuseundercurrentworksiteconditions.
6.2.7.5 Propermaintenance.
6.2.8 CoordinatewiththeProgramAdministratoronhowtoaddressrespiratoryhazards
orotherconcernsregardingtheprogram.
6.3 EMPLOYEES
6.3.1 Eachemployeehastheresponsibilitytowearhisorherrespiratorwhenandwhere
requiredandinaccordancewiththetrainingprovided.
6.3.2 Careforandmaintaintheirrespiratorsasinstructed, andstoretheminaclean
sanitarylocation.
6.3.3 Informthesupervisoriftherespiratornolongerfitswell, andrequestanewone
thatfitsproperly.
6.3.4 Informthesupervisorofanyrespiratoryhazardsthattheyfeelarenotadequately
addressedintheworkplaceandofanyotherconcernsthattheyhaveregardingthe
program.
7.0PROCEDURES
7.1 Asealcheckwillbeperformedeverytimeatight-fittingrespiratorisputonusingthe
attachedsealcheckprocedures. SeeAppendixB.
7.2 Employeeswillleavetheareawhererespiratorsarerequiredforanyofthefollowing
reasons:
7.2.1 Toreplacefiltersorcartridges.
7.2.2 Whentheysmellortasteachemicalinsidetherespirator.
7.2.3 Whentheynoticeachangeinbreathingresistance.
7.2.4 Toadjusttheirrespirator.
7.2.5 Towashtheirfacesorrespirator.
7.2.6Iftheybecomeill.
7.2.7 Iftheyexperiencedizziness, nausea, weakness, breathingdifficulty, coughing,
sneezing, vomiting, fever, orchills
7.3 Keeplabelsreadableonrespiratorfilters, cartridges, andcanistersduringuse.
7.4 Provideatleast2standbyemployeesoutsideareasclassifiedasimmediatelydangerous
tolifeorhealthaccordingtothevaluespublishedintheNIOSHPocketGuidetoChemical
Hazards. Standbyemployeeswill:
7.4.1 Beequippedwithapressure-demandSCBAorapressuredemandair-line
respiratorwithanauxiliarySCBA, foreachstandbyemployee.
7.4.2 Haveappropriateretrievalequipment, whenitwouldhelpwiththeeffectiverescue
oftheentrant.
7.4.3 Maintainvisual, voice, orsignallinecommunicationwithemployeesintheIDLH
area.
TITLE: INDEXNO: PAGEADMINISTRATIVERESPIRATORYPROTECTION67OFPOLICYANDPROCEDURE300-25PROGRAM
7.4.4 IntheeventofanemergencyCall911 – DONOTENTER.
7.5 Respiratorswillbecleanedandsanitizedasfollows:
7.5.1 Iftheyareusedexclusivelybyoneemployee, thentheywillbecleanedand
disinfectedasoftenasneededtokeeptherespiratorfunctionalandtoprevent
healthhazardssuchasskinirritation.
7.5.2 Iftheyaresharedfornon-emergencyuse, fit-testing, ortraining, thentheywillbe
cleanedanddisinfectedbeforetheyarewornbyanotheremployee.
7.6 Allrespiratorswillbeinspectedfordamage, deterioration, orimproperfunctioningbefore
eachuse, duringcleaning, ormonthlyiftheyarenotusedonaregularbasis. Respirator
inspectionsmustcoverallofthefollowing:
7.6.1 Respiratorfunction.
7.6.2 Tightnessofconnections.
7.6.3 Theconditionoftheface piece, headstraps, valves, connectingtubes, and
cartridges, canisters, orfilters.
7.6.4 Pliabilityanddeteriorationofelasticparts.
7.6.5 Maintenanceofairoroxygencylinders.
7.6.6 MakingsureSCBAaircylindersareat90% ofthemanufacturer’srecommended
pressurelevel.
7.6.7 ProperfunctioningofSCBAregulatorswhenair-flowisactivated.
7.6.8 ProperfunctioningofSCBAlow-pressurewarningdeviceswhenactivated.
7.7 Respiratorswillbestoredinaclean, dry, convenient, sanitaryplacewheretheywillnotbe
exposedtodust, sunlight, heat, extremecold, excessivemoisture, orchemicals.
8.0RECORDKEEPINGANDLABELING
8.1 Copiesoftrainingrecords, medicalevaluations, andfit-testingmaybemaintainedby
individualdepartmentsbutallmasterrecordswillbemaintainedinthePersonnel
Department.
8.1.1 WrittenrecommendationsfromtheLHCPmustcontainallofthefollowingmedical
information:
8.1.1.1 Whetherornottheemployeeismedicallyabletousetherespirator.
8.1.1.2 Anylimitationsofrespiratorusefortheemployee.
8.1.1.3 Whatfollow-upmedicalevaluations, ifany, areneeded.
8.1.1.4 Astatementthattheemployeehasbeenprovidedacopyofthewritten
recommendation.
8.1.2 Fittestrecordsmustinclude:
8.1.2.1 Employeename.
8.1.2.2 Testdate.
8.1.2.3 Typeoffit-testperformed.
TITLE: INDEXNO: PAGEADMINISTRATIVERESPIRATORYPROTECTION77OFPOLICYANDPROCEDURE300-25PROGRAM
8.1.2.4 Description (type, manufacturer, model, style, andsize) oftherespirator
tested.
8.1.2.5 Resultsoffit-tests.
8.1.3 Trainingrecordsmustinclude:
8.1.3.1 Employeename.
8.1.3.2 Testdate.
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Appendices/Appendix_Covers.docx
City of Auburn
Comprehensive Water Plan
APPENDIX T
CROSS CONNECTION CONTROL PROGRAM
Page 1 of 36
2014 Water Division
Cross-Connection Control Program
Purpose:
This document establishes minimum standards for the City of Auburn Cross-Connection
Control Program to protect the public water system, as defined in WAC 246-290-010,
from contamination via cross-connections. It describes minimum Cross-Connection
Control Program operating policies, provides guidelines for installation, testing and
maintenance of approved backflow prevention assemblies, permitting process, inspection
and survey requirements for existing and new water service connections.
The City’s proactive and ongoing Cross-Connection Control Program is an effort to
protect the health of its consumers by preventing contaminants and pollutants from
entering the public water supply. Washington State Department of Health, Division of
Drinking Water requires all public water systems to implement a Cross-Connection
Control Program. Elements of the city’s Cross-Connection Control Program must be
documented and included in the Comprehensive Water System Plan. Washington
Administrative Code WAC 246.290.490 mandates Cross-Connection Control Programs
contain the following minimum elements:
Element 1: The purveyor shall adopt a local ordinance, resolution, code, bylaw, or
other written legal instrument that:
(i) Establishes the purveyor's legal authority to implement a cross-connection
control program;
(ii) Describes the operating policies and technical provisions of the purveyor's
cross connection control program; and
(iii) Describes the corrective actions used to ensure that consumers comply with
the purveyor's cross-connection control requirements.
The City of Auburn has adopted ordinance 5851 amending Auburn City Code
Chapter 13.12 entitled “Protection of Water Supply” which establishes the City’s
authority for implementing the Cross-Connection Control Program.
Page 2 of 36
The Federal Safe Drinking Water Act of 1974 and the statutes of the State of
Washington, Title 43 RCW, require purveyors to protect the public water supply
from contamination.
Enforcement of this Cross-Connection Control Program in the area(s) served by
the City of Auburn Water will be in accordance with:
Washington Administrative Code WAC 246-290-490, Cross-Connection
Control, effective April 9, 1999;
Auburn City Code, ACC1.20.010 Right of entry for Inspection
Auburn City Code, ACC13.06.260 Service Premises Isolation
Auburn City Code, ACC13.12 Protection of Water Supply
Auburn Design Standards 7.01.4 Cross Connection Control
Auburn Construction Standards Water 21, 22, 23, 24
City of Auburn Water Division, Cross-Connection Control Program;
and/or any subsequent revisions, together with any future manuals of standard
practice pertaining to Cross-Connection Control approved by Washington State
Department of Health, Division of Drinking Water.
Consumers and/or premises violating any provisions of this document and/or
subsequent revisions shall be subject to enforcement action such as, but not
limited to, a maximum penalty of $250.00 each day and/or discontinuance (TURN
OFF) of water service to the premises.
Element 2: The purveyor shall develop and implement procedures and schedules
for evaluating new and existing service connections to assess the degree of hazard
posed by the consumer's premises to the purveyor's distribution system and
notifying the consumer within a reasonable time frame of the hazard evaluation
results. At a minimum, the program shall meet the following:
(i) For connections made on or after April 9, 1999, procedures shall ensure that an
initial evaluation is conducted before water service is provided;
(ii) For all other connections, procedures shall ensure that an initial evaluation is
conducted in accordance with a schedule acceptable to the department; and
(iii) For all service connections, once an initial evaluation has been conducted,
procedures shall ensure that periodic reevaluations are conducted in accordance
with a schedule acceptable to the department and whenever there is a change in
the use of the premises.
The City’s Cross-Connection Control Program evaluation of new and existing
connections is as follows: New connections must comply with the City’s Design
Standards 7.01.4 Cross Connection Control, the City’s Construction Standards
Water 21, 22, 23, 24, and evaluated by the City’s Cross-Connection Control
Specialist during the permit and plan review process and before service is
provided. Water service connection(s) to new consumers and/or premises shall be
locked off until the City’s Cross-Connection Control Specialist has conducted an
inspection of the installation and received a passing valid test report.
Page 3 of 36
Existing connections are given a risk assessment by the City’s Cross-Connection
Specialist to determine if the backflow protection is commensurate with the
degree of hazard. A preliminary assessment (site survey) is conducted on all non-
single family facilites for the purpose of determining the need for premises
isolation used for the protection of the City’s public water supply. City has
identified Table 9 (high hazard) facilities within its jurisdiction and has a
prioritize list for surveying each site. Consumers and/or premises identified as
Table 9 (high hazard) facility and/or non-single family facility require premises
isolation with an Approved Air Gap and/or Reduced Pressure Backflow Assembly
used for the protection of the public water supply.
After the initial risk assessment of new and existing connections is conducted, a
re-evaluation of the service connection is conducted every five (5) years.
The cost/fees of installation, initial and annual testing, maintenance, and repair
or replacement of the backflow assembly shall be the responsibility of the
consumer as a condition of water service.
Element 3: The purveyor shall develop and implement procedures and schedules
for ensuring that:
(i) Cross-connections are eliminated whenever possible;
(ii) When cross-connections cannot be eliminated, they are controlled by
installation of approved backflow preventers commensurate with the degree of
hazard; and
(iii) Approved backflow preventers are installed in accordance with the
requirements of subsection (6) of this section.
The City’s Cross-Connection Control Program endeavors to eliminate all actual
or potential physical Cross-Connections where possible, and not allow any actual
or potential physical Cross-Connections unless protected by an Approved Air
Gap and/or Reduced Pressure Backflow Assembly. The City’s Cross-Connection
Program will inventory and track all backflow prevention assemblies used for the
protection of the public water supply. It is the consumer and/or premises
responsibility to test, maintain, repair, or replace all backflow prevention
assemblies used for the protection of the public water supply.
Element 4: The purveyor shall ensure that personnel, including at least one person
certified as a CCS, are provided to develop and implement the cross-connection
control program.
The City’s Cross-Connection Control Program employs State Certified personnel.
The program currently staffs (2) two full time employees certified as Cross-
Connection Control Specialist, Backflow Assembly Tester, and Water Distribution
Manager.
Page 4 of 36
Element 5: The purveyor shall develop and implement procedures to ensure that
approved backflow preventers relied upon to protect the public water system are
inspected and/or tested (as applicable) under subsection (7) of this section.
Subsection (7) Approved backflow preventer inspection and testing.
(a) For backflow preventers that protect the public water system, the purveyor
shall ensure that:
(i) A CCS inspects backflow preventer installations to ensure that protection is
provided commensurate with the assessed degree of hazard;
(ii) Either a BAT or CCS inspects:
(A) Air gaps installed in lieu of approved backflow prevention assemblies for
compliance with the approved air gap definition; and
(B) Backflow prevention assemblies for correct installation and approval
status.
(iii) A BAT tests approved backflow prevention assemblies for proper operation.
(b) The purveyor shall ensure that inspections and/or tests of approved air gaps
and approved backflow assemblies that protect the public water system are
conducted:
(i) When any of the following occur:
(A) Upon installation, repair, reinstallation, or relocation of an assembly;
(B) Upon installation or replumbing of an air gap;
(C) After a backflow incident involving the assembly or air gap; and
(ii) Annually thereafter, unless the purveyor requires more frequent testing for
high hazard premises or for assemblies that repeatedly fail.
(c) The purveyor shall ensure that inspections of AVBs installed on irrigation
systems are conducted:
(i) At the time of installation;
(ii) After a backflow incident; and
(iii) After repair, reinstallation, or relocation.
(d) The purveyor shall ensure that approved backflow prevention assemblies are
tested using procedures acceptable to the department, such as those specified in
the most recently published edition of the USC Manual. When circumstances,
such as, but not limited to, configuration or location of the assembly, preclude the
use of USC test procedures, the purveyor may allow, on a case-by-case basis, the
use of alternate (non-USC) test procedures acceptable to the department.
(e) The purveyor shall ensure that results of backflow prevention assembly
inspections and tests are documented and reported in a manner acceptable to the
purveyor.
(f) The purveyor shall ensure that an approved backflow prevention assembly or
AVB, whenever found to be improperly installed, defective, not commensurate
with the degree of hazard, or failing a test (if applicable) is properly reinstalled,
repaired, overhauled, or replaced.
(g) The purveyor shall ensure that an approved air gap, whenever found to be
altered or improperly installed, is properly replumbed or, if commensurate with
the degree of hazard, is replaced by an approved RPBA.
Page 5 of 36
The City’s Cross-Connection Control Program requires all backflow prevention
assemblies used for the protection of the public water supply be tested and/or
inspected at time of installation, annually (yearly anniversary date), after a
backflow incident, repair, reinstallation, or relocation. Consumers and/or
premises are responsible for all cost/fee to test, maintain, repair, or replace
backflow prevention assemblies used for the protection of the public water supply.
Consumers and/or premises are also responsible for submitting all passing, valid
test reports for backflow prevention assemblies used for the protection of the
public water supply to the City’s Cross-Connection Control Program within 30
days of testing the backflow preventions assemblies. Test reports received over
the 30 days grace period may be returned to the consumers and/or premises for
re-testing of the backflow prevention assemblies. Person testing the backflow
prevention assemblies shall be a current State Certified Backflow Assembly Tester
and have completed the City’s Annual Tester Agreement Form. Only test reports
approved by City of Auburn shall be accepted. Test reports not approved for use
by the City of Auburn shall be returned to the consumers and/or premises. Test
report forms shall be complete, accurate, and legible.
Procedures for inspection and/or testing of backflow prevention assemblies for
existing consumers and/or premises are as follows:
Annual Testing
The City mails notices to existing consumers and/or premises of the annual testing
or re-testing of the backflow prevention assemblies used for the protection of the
public water supply. The First Notice is mailed 30 days prior to anniversary test
due date. If passing, valid test reports are not received by anniversary test due
date then a Second Notice is mailed giving the consumers and/or premises 15
days to test the backflow prevention assemblies. A Third Notice is mailed if
passing, valid test reports are not received from the consumers and/or premises
by date given on second notice. The third notice gives the consumers and/or
premises 7 days to test the backflow prevention assemblies. If a passing, valid test
reports are not received, then enforcement action is taken which includes, but is
not limited to, a $250.00 fine each day and/or discontinuance (TURN OFF) of
water service.
Repair, Reinstallation, or Relocation Testing
The City mails notices to existing consumers and/or premises of the repair,
reinstallation, or relocation for the testing of the backflow prevention assemblies
used for the protection of the public water supply. Failure notices for backflow
assemblies used for high health hazards and non-single family facilities are as
follows: The First Notification is mailed after receiving written notice from the
backflow assembly tester identifying the failed test, reinstallation or relocation of
the backflow assembly. A passing, valid test reports showing the repairs made
and/or initial testing of the reinstalled or relocated backflow assembly must be
received within 7 days of the written notice. If a passing, valid test reports is not
received within the 7 days, then a Second Notification is mailed giving the
consumers and/or premises 5 days to submit a passing, valid test reports showing
the repairs made with passing results, and/or initial testing of the reinstalled or
Page 6 of 36
relocated backflow assembly. If a passing, valid test reports is not received within
the 5 days, then a Third Notification is mailed giving the consumers and/or
premises 3 days to submit a passing, valid test reports showing the repairs made
and/or initial testing of the reinstalled or relocated backflow assembly. If a
passing, valid test reports are not received, then enforcement action is taken
which includes, but is not limited to, a $250.00 fine each day and/or
discontinuance (TURN OFF) of water service.
Procedures for inspection and/or testing of backflow prevention assemblies for
new consumers and/or premises are as follows:
Initial Testing & Inspection of Backflow Prevention Assemblies
The consumer, contractor, and/or premises is required to comply with the City’s
Design Standards 7.01.4 Cross Connection Control, City’s Construction
Standards Water 21, 22, 23, 24, and evaluated by the City’s Cross-Connection
Control Specialist during the permit and plan review process and before service
is provided. A Backflow Assembly Permit (BFL) shall be issued for all backflow
prevention assemblies used for the protection of the public water supply. The
backflow prevention assemblies shall be tested by a current State Certified
Backflow Assembly Tester, approved to test within the City’s water distribution
system. The City’s Cross-Connection Control Specialist shall inspect the
installation on the backflow prevention assemblies and collect all passing, valid
test reports certifying the backflow prevention assemblies are functioning
correctly. The Backflow Assembly Permit (BFL) is then finalized in CRW. The
City’s Cross-Connection Control Specialist may require corrections and/or
additions during the inspection process. If so, corrections and/or additions shall
be completed to the satisfaction of the City’s Cross-Connection Control Specialist
before the permit if finalized.
City Owned Backflow Assemblies
The Cross-Connection Control Program currently test and maintain 160 backflow
prevention assemblies within City owned facilities. The City employs (4) four
Certified Backflow Assembly Testers, (1) one in the Parks Department and (3)
three in the Water Department. The backflow prevention assemblies are tested
and inspected annually (anniversary date is May 30th of each year), or more often
if needed (type B hydrant meter carts are tested when returned).
Hydrant Meter Permit Regulations
Water quality, accountability, safety, infrastructure reliability and security were
the catalyst for creation of the Hydrant Meter Permit Regulations for private
party customer withdrawal of water from fire hydrants. (See ACC 13.06.511for
requirements)
Element 6: The purveyor shall develop and implement a backflow prevention
assembly testing quality control assurance program, including, but not limited to,
documentation of BAT certification and test kit calibration, test report contents,
and time frames for submitting completed test reports.
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CERTIFIED BACKFLOW ASSEMBLY TESTER
1. Backflow Assembly Tester MUST be currently certified to test in Washington
State, complete the City’s annual Tester Agreement Form and approved by the
City’s Cross-Connection Control Program prior to testing any backflow
assemblies within the City’s Water Distribution System.
2. Certified Backflow Assembly Tester MUST submit the following information
before any Test Report Forms will be accepted:
Copy of the (Current Year) BAT Validation Card issued by
Washington State Department of Health.
Copy of the Current Calibration Certificate for all testing equipment
clearly stating whom the testing equipment belongs to and/or is used
by.
Original Certified Backflow Assembly Tester Agreement Form
completed, signed and dated for the (Current Year). No faxes of this
form will be accepted.
By signing the Tester Agreement, the BAT Tester understands and
will abide with the City’s Tester Program Requirements.
Contact information including company name, address, and phone
number(s)
Auburn Business Registration Number
3. BAT Tester may be asked to demonstrate test procedures using current
Backflow Prevention Assemblies Field Test Procedure Approved for Use in
Washington State to a Cross Connection Control Specialist and/or Certified
Backflow Assembly Tester employed by the City. Failure to abide to this
request may result in backflow assembly testing privileges discontinued within
the City’s Water Distribution System.
4. Tester demonstrating gross negligence or suspected of being fraudulent will
be investigated and reported to Washington State Department of Health
Certification Office. Test Report Forms from Backflow Assembly Tester
under investigation will NOT be accepted and returned to the owner of the
assembly.
5. Failure to comply with any part of the City’s Tester Program Requirements
will result in the Backflow Assembly Test Report Form being rejected and
returned to the owner of the assembly, and/or Backflow Assembly testing
privileges discontinued within the City’s Water Distribution System.
6. Auburn Municipal Code requires business operating within the City limits to
obtain a business registration number from the permit center.
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BACKFLOW ASSEMBLY TESTING EQUIPMENT
1. Backflow assembly testing equipment MUST meet all requirements set by
Washington State Department of Health.
2. A copy of the Current Calibration Certificate of all testing equipment clearly
stating whom the testing equipment belongs to and/or is used by MUST be
submitted.
3. Backflow assembly testing equipment suspected of being damaged,
malfunctioning and/or fraudulent will require re-calibration and/or repair.
The new Calibration Certificate MUST be submitted to the City’s Cross
Connection Control Program before any Test Report Forms will be accepted.
BACKFLOW ASSEMBLY TESTING/INSPECTION
1. Tester MUST use current Backflow Prevention Assemblies Field Test
Procedures Approved for Use in Washington State. No other test procedures
will be accepted.
2. The City’s Cross-Connection Control Program MUST be notified of Initial
Testing for all New Backflow Assemblies used for the protection of the public
water supply. Tester shall provide the Backflow Assembly Permit Number
(example BFL14-0000) when notifying of Initial Testing. Backflow Assembly
installed within the City’s Water Distribution System requires a Backflow
Assembly Permit.
3. Initial Inspection of Backflow Assembly will NOT be conducted without a
valid Backflow Assembly Permit and Test Report Form. Backflow Assembly
Permit will NOT be finalized without a passing, valid test report and site
inspection of assembly installation.
4. The City’s Cross-Connection Control Program MUST be notified within
24hrs, if a Reduced Pressure Backflow Assembly (RPBA), used for High
Hazard Protection, FAILS an initial, annual and/or repeat test.
5. Backflow assemblies MUST have all test ports plugged in areas subject to
flooding.
BACKFLOW ASSEMBLY TEST REPORT FORMS
1. Only test reports approved by City of Auburn shall be accepted. (NO
OTHER TEST REPORT WILL BE ACCEPTED WITHOUT PRIOR
APPROVAL) Tester MUST contact the City’s Cross-Connection Control
Program for prior approval of private Test Report Form. Private Test Report
Form MUST used the same format as the City’s approved Test Report Form.
Test Report Form NOT approved will be returned to the owner of the
assembly.
2. Backflow Assembly Test Report Form MUST be submitted to the City’s Cross
Connection Control Program within 30 days of completing the test. Test
Report Form over 30 days will NOT be accepted and returned to the owner of
the assembly.
3. Backflow Assembly Test Report Form MUST be Complete, Accurate and
Legible.
4. Test Report Form MUST have documentation of any repairs, cleaning or
flushing of backflow assembly.
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5. Test Report Form will be returned to the owner of the Backflow Assembly if
the tester fails to comply with any part of the City’s Tester Program
Requirements.
6. Test Report Form suspected of being fraudulent will be investigated and
reported to Washington State Department of Health Certification Office.
7. Test Report Form received from any BAT tester under investigation will be
rejected and returned to the owner of the backflow assembly.
APPROVED BACKFLOW ASSEMBLY TESTER
1. The City’s Cross-Connection Control Program mails a BAT Requirement
Letter to previously registered tester no later than December 31st of each
year. Tester not previously registered with the City’s Cross Connection
Control Program will receive a BAT Requirement Letter upon request.
2. Tester MUST complete and submit the annual BAT Tester Agreement Form
before test reports will be accepted. Testers NOT complying with all parts of
the BAT Tester Agreement Form will have testing privileges discontinued
within the City of Auburn Distribution System.
3. Tester will NOT be allowed to test backflow assembly within the City’s Water
Distribution System until all required information is received.
4. Tester NOT registered with the City’s Cross-Connection Control Program by
the Washington State Department of Health renewal cut-off date, will NOT be
allowed to test backflow assembly within the City’s Water Distribution System
until all required information is received.
5. Tester NOT registered with the City’s Cross-Connection Control Program by
the Washington State Department of Health renewal cut-off date, will NOT be
listed on the City’s Approved Tester List given to customers upon request.
6. Tester NOT registered with the City’s Cross-Connection Control Program by
the Washington State Department of Health renewal cut-off date, will NOT
have Test Report Form accepted by the City’s Cross-Connection Control
Program and returned to the owner of backflow assembly.
7. The City’s Cross-Connection Control Program will only list the testers Name,
Phone Number(s), and BAT Certification Number on the City’s Approved
Tester List given to customers upon request.
8. The City’s Cross-Connection Control Program will list tester in the order
received. Tester will NOT be listed until all information requested is
submitted. The City’s Approved Tester List does not indicate any preference,
is completely at our discretion and subject to space availability.
9. The City’s Approved Tester List is updated once a month.
10. The City’s Approved Tester List is available as a hard copy or on h-drive
under Cross-Connection in electronic form.
11. Tester may request approval to test within the City’s Water Distribution
System and NOT listed on the City’s Approved Tester List.
BACKFLOW ASSEMBLY TESTER RECORDS & RECORD KEEPING
1. All paperwork received from Tester MUST be date stamped the day they are
received.
2. Information from paperwork MUST be date stamped and recorded in Tokay.
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3. All paperwork received from Tester for the (Current Year) MUST be stapled
together and placed into a file folder marked with the company name the
Tester is employed by.
4. All paperwork MUST be stapled in the following order:
Original Tester Agreement Form for the (Current Year)
Copy of the DOH/BAT Validation Card for the (Current Year)
Copy of the Test Equipment Calibration for the (Current Year)
5. All certification paperwork received from Tester MUST be kept for a
minimum of two years.
6. Paperwork such as questionable Test Report Form, Annual Tester
Requirement Letter and/or Department of Health Complaint Form MUST be
kept on file for as long as the Tester is Currently Registered in Washington
State. (Verify annually on WETRC web-site)
7. The following information MUST be recorded in Tokay:
Assigned Code for new and existing Testers
Tester Status (active/inactive)
Company Name, Address and Phone Number(s)
BAT Certification Number issued by the Department of Health
“Date stamped” received
Expiration date for BAT Validation
Test equipment serial number and calibration date
Tester Agreement and Customer List Status
Certification Status
8. When all required paperwork is received and recorded, then the Tester name,
certification number and phone number(s) is placed on the “City’s Approved
Tester List distributed to customers upon request”. (This is only for Tester
requesting to be on the City’s Approved Tester List)
9. Tester NOT requesting to be on the City’s Approved Tester List will only be
track by Tokay.
BACKFLOW ASSEMBLY TESTER INVESTIGATION/COMPLAINT
1. Cross Connection Specialist MUST notify Supervisor(s) for approval before
starting investigation.
2. Send a Certified Letter to the Tester informing them of the intended
investigation. (This letter will require the Tester to Stop Testing Backflow
Assemblies within the City’s Water Distribution System until the investigation
is complete and the Tester has been cleared by the City’s Cross Connection
Control Program in writing (No time frame will be set for investigation).
3. Remove the Tester name, certification number and phone number(s) from the
City’s Approved Tester List and place status in Tokay as Inactive.
4. Review all Test Report Forms received from Tester for the (Current Year) to
look for other discrepancies.
5. Compare previous history of Test Report Forms for each backflow assembly
in question.
6. Conduct an on-site investigation and test of each backflow assembly in
question.
7. Take pictures and documentation of each backflow assembly in question.
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8. Review current Backflow Prevention Assemblies Field Test Procedures
Approved for Use in Washington State to verify test procedures.
9. Review current Backflow Prevention Assemblies Approved for Installation in
Washington State to verify status of backflow assembly.
10. Require Tester meet a Cross Connection Control Specialist and/or Certified
Backflow Assembly Tester employed by the City to demonstrate test
procedures using current Backflow Prevention Assemblies Field Test
Procedure Approved for Use in Washington State.
11. Review findings of investigation with Supervisor(s) and acquire approval to
discuss with Tester and Washington State Department of Health
12. Review finding of investigation with Tester.
13. Tester may submit a written rebuttal to the finding of the investigation after
the review with the City’s Cross Connection Control Program.
14. Review finding of investigation with Washington State Department of Health
Certification office. (Fill out State Complaint Form) The State will conduct its
own investigation and deliver its finding in writing.
15. Review the States finding with Supervisor(s) to determine status of Tester.
Tester Cleared – Send Certified Letter reinstating testing privileges
within the City’s Water Distribution System.
Tester Not Cleared – Send Certified Letter revoking testing privileges
within the City’s Water Distribution System for as long as the Tester is
Currently Registered in Washington State.
16. All paperwork from the investigation MUST be kept on file for as long as the
Tester is Currently Registered in Washington State
Tester(s) not complying with any part of the aforementioned requirements shall
be removed from the City’s Approved Tester List. Test report forms shall be
returned to the consumer and/or premises of the backflow prevention assemblies
tested. The City reserves the right to deny a Backflow Assembly Tester from
performing testing within the City’s water distribution system. Tester(s) are
responsible for obtaining all certifications needed to perform duties and
responsibilities for testing and maintaining backflow prevention assemblies.
Element 7: Develop and implement (when appropriate) procedures for responding
to backflow incidents.
The City’s Cross-Connection Control Program has outlined a Backflow Incident
Response Procedure to be followed if the City’s water supply becomes
contaminated or polluted due to a backflow incident.
BACKFLOW INCIDENT RESPONSE PLAN
(Supplement to the Emergency Plan)
General:
This backflow incident response plan is a supplement to the City’s
Response Emergency Plan. The City of Auburn Water Division is
hereinafter referred to as the Purveyor.
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Whenever the initial evaluation of a water quality complaint
indicates that a backflow incident has occurred (potable water supply
has been contaminated/polluted), may have occurred, or the reason
for the complaint can not be explained as a "normal" aesthetic
problem, a backflow incident investigation should be immediately
initiated. Whenever a water main break or power outage (pumped
systems) causes a widespread loss of water pressure (backsiphonage
conditions) it is prudent to initiate a check of distribution water
quality as a precursor to the need for a backflow incident
investigation. It is wise to be conservative when dealing with public
health matters.
Within 24 hours of knowledge of any incident of possible contamination of the
potable water supply, both in the distribution system and/or in the customer's
plumbing system, the state and local county personnel should be notified (see list of
emergency telephone numbers in the Public Works Emergency Response M. & O.
Manual).
A backflow incident investigation is often a team effort. The investigation should be
made or (initially) lead by a Certified Cross-Connection Control Specialist employed
by the Purveyor. The investigation team should include local health and plumbing
inspectors.
General guidance on how to respond to a backflow incident may be obtained
from the manual BACKFLOW INCIDENT INVESTIGATION PROCEDURES,
First Edition, 1996, published by the Pacific Northwest Section, American
Water Works Association, P. O. Box 19581, Portland, Oregon, 97280,
telephone (877) 767-2992 (toll free).
Short-List of Tasks:
The following points are included for initial guidance for dealing with a backflow
incident; the above referenced manual BACKFLOW INCIDENT INVESTIGATION
PROCEDURES should be consulted as soon as possible.
1. As soon as possible, notify customers not to consume or use water. Start the
notification with the customers nearest the assumed source of contamination
(usually the customer(s) making the water quality complaint).
The customer should be informed about the reason for the backflow incident
investigation, and the Purveyor's efforts to restore water quality as soon as
possible. State that the customer will be informed when he may use water, the
need to boil water used for consumption until a satisfactory bacteriological test
result is obtained from the lab, etc.
Where a customer cannot be contacted immediately, the Purveyor shall place a
written notice on the front door handle, and a follow-up visit will be made to
confirm that the customer received notice about the break and possible
contamination of the water supply.
2. Give consideration to the distribution system as a potential source of the
contaminant (e.g., air valve inlet below ground).
Page 13 of 36
3. Do not start flushing the distribution system until the source of contamination is
identified. Flushing may aggravate the backflow situation and will likely remove
the contaminant before a water sample can be collected to fully identify the
contaminant.
4. Conduct a house-to-house survey to search for the source of contamination and
the extent that the contaminant has spread through the distribution system. A
check of water meters may show a return of water (meter running backward).
5. Isolate the portions of the system that are suspected of being contaminated by
closing isolating valves; leave one valve open to ensure that positive water
pressure is maintained throughout the isolated system.
6. Be sure to notify all affected customers in the isolated area, then the other
customers in the system.
7. The public health and plumbing authorities should deal with all customers that
may have consumed the contaminant, or had their plumbing systems
contaminated.
8. Develop and implement a program for cleaning the contaminated distribution
system.
9. For the customer where a cross-connection responsible for the system
contamination is located, the Purveyor should discontinue water service until the
Purveyor ordered corrective action is completed by the customer.
Identification of the source and type of contaminant, and cleaning of a distribution
system could take several days.
Most chemical or physical contaminants can be flushed from the water distribution
system or customer's plumbing system with adequate flushing velocity. This may not be
the case where scale and corrosion deposits (e.g., tuberculation on old cast iron mains)
provides a restriction to obtaining adequate flushing velocity, or a chemical deposit or
bacteriological slime (biofilm) on which the chemical contaminant may adhere.
To remove a chemical or physical contaminant, it may be necessary to provide a physical
cleaning, using foam swabs (pigs), and/or to alter the form or the chemical contaminant,
e.g., through oxidation using chlorination, or addition of detergents.
When adding any chemical (including chlorine) to remove a contaminant, it is essential
that the chemistry of the contaminant is-fully understood. The wrong chemical reaction
could make the contaminant more toxic, more difficult to remove, or both.
Where both a chemical and bacteriological contamination has occurred, disinfection
should follow the removal of the chemical contaminant.
Where any bacteriological contamination is suspected, field disinfection should be done.
To disinfect water mains using the "slug" or "continuous flow" method, a field unit
should be used for chlorine injection, such as a chemical feed - metering or
proportioning pump for sodium hypochlorite.
Page 14 of 36
NOTE: Refer to the City’s Backflow Incident Response Manual for additional
information.
Element 8: The purveyor shall include information on cross-connection control in
the purveyor's existing program for educating consumers about water system
operation. The public education program may include periodic bill inserts, public
service announcements, pamphlet distribution, notification of new consumers and
consumer confidence reports.
Public education is a key part of the City’s Cross-Connection Control Program.
Through public education, the City informs consumers of:
1. The public health impacts of actual or potential Cross-Connection
hazards.
2. The consumer’s responsibility to protect the public water supply from
contamination.
3. The City’s requirement to comply with Washington State Department of
Health regulations.
4. The City’s policies on Cross-Connection Control.
The following educational material is provided to the City’s water consumers and
available at City Hall, Maintenance & Operations, and by mail if requested.
Annual Consumer Confidence Report CCR
City of Auburn internet home page, Water Quality
Brochure – AWWA Caution Your Hose May Be Hazardous To
Your Health
Brochure – USC Working Together For Safe Water
Brochure – AWWA Residential Fire Sprinkler Systems And
Backflow Prevention
Brochure – AWWA Lawn Irrigation Systems And Backflow
Prevention
Brochure – AWWA Help Protect Your Drinking Water From
Contamination (Household Hazards)
Brochure – AWWA Protect Your Water Heater From Thermal
Expansion
Brochure – AWWA Cross-Connections Can Create Health
Hazards
Comic Books – ABPA Buster Backflow, book 1 & 2
Element 9: The purveyor shall develop and maintain cross-connection control
Records including, but not limited to, the following:
(i) A master list of service connections and/or consumer's premises where the
purveyor relies upon approved backflow preventers to protect the public water
system from contamination, the assessed hazard level of each, and the required
backflow preventer(s);
(ii) Inventory information on backflow preventers that protect the public water
system including:
(A) Approved air gaps installed in lieu of approved assemblies including exact
Page 15 of 36
air gap location, assessed degree of hazard, installation date, history of
inspections, inspection results, and person conducting inspections;
(B) Approved backflow assemblies including exact assembly location,
assembly description (type, manufacturer, model, size, and serial number),
assessed degree of hazard, installation date, history of inspections, tests
and repairs, test results, and person performing tests; and
(C) Approved AVBs used for irrigation system applications including
location, description (manufacturer, model, and size), installation date,
history of inspection(s), and person performing inspection(s).
(iii) Cross-connection program summary reports and backflow incident reports
required under subsection (8) of this section.
Subsection 8 – Recordkeeping and reporting
(a) Purveyors shall keep cross-connection records for the following time
frames:
(ii) Records pertaining to the master list of service
connections and/or consumer’s premises required in
subsection (3)(j)(i) of the section shall be kept as long
as the premises pose a cross-connection hazard to the
purveyor’s distribution system;
(iii) Records regarding inventory information required in
subsection (3)(j)(ii) of this section shall be kept for five
years or for the life of the approved backflow preventer
whichever is shorter: and
(iv) Records regarding backflow incidents and annual
summary reports required in subsection (3) (j) (iii) of
this section shall be kept for five years.
(b) Purveyors may maintain cross-connection control records in original
form or transfer data to tabular summaries.
(c) Purveyor may maintain records or data in any media, such as paper,
film, or electronic format.
(d) The purveyor shall complete the cross-connection control program
summary report annually. Report forms and guidance on completing
the report are available from the department.
(e) The purveyor shall make all records and reports required in subsection
(3) (j) of this section available to the department or its representative
upon request.
The City’s Cross-Connection Control Program currently uses XC2 electronic
software to track level of hazard, location, installation date, inspection history,
test and repair history, test results, and inspecting personnel on backflow
prevention assemblies used for the protection of the City’s public water supply.
Annual summary report:
WAC 246.290.490, part 8d – The purveyor shall complete the cross-connection
control program summary report annually.
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The annual summary report is reviewed and signed by the Water
Operations Manager, and submitted to the Department of Health via mail,
or secured web site.
Copies of the annual summary report are available in the Cross-
Connection Program Manual.
Records & Reports:
Purveyors must develop and maintain records of their Cross-Connection Control
program, as mandated by WAC 246.290.490. At a minimum, purveyors must
maintain the following records:
Master list of service connections and/or premises where backflow
prevention assemblies are installed to protection the public water system.
Assessed hazard level of each backflow prevention assembly.
Inventory information on approved air gaps, including location, degree of
hazard, installation date, inspection history & results, and personnel
conducting inspection.
Backflow prevention assembly inventory information including location,
assembly description, installation date & history, test & repair history,
test results, and personnel conducting inspection.
Program summary and backflow incident reports.
Element 10: Purveyors who distribute and/or have facilities that receive reclaimed
water within their water service area shall meet any additional cross-connection
control requirements imposed by the department in a permit issued under chapter
90.46 RCW.
No reclaimed water within the purveyor’s water system.
General Program Requirements:
WAC246-290-490(1) (c): The purpose of the purveyor’s cross-connection
program shall be to protect the public water system, as defined in WAC 246-290-
010, from contamination via cross-connections.
This is covered under Element 1 of the City’s Cross Connection Control Program.
WAC 246-290-490(1) (d): The purveyor’s responsibility for cross-connection
control shall begin at the water supply source, include all the public water
treatment, storage, and distribution facilities, and end at the point of delivery to
the consumer’s water system, which begins at the downstream end of the service
connection or water meter located on the public right-of-way or utility-held
easement.
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The City’s Cross Connection Control Program is not responsible for Cross
Connection Control inside the consumer’s building and/or property. The
Authority Having Jurisdiction (AHJ) is responsible for inside the consumer’s
building and/or property as per the Uniform Plumbing Code for Cross
Connection Control 603.0
WAC 246-290-490(1) (e): Under this section, purveyors are not responsible for
eliminating or controlling cross-connections within the consumer's water system.
Under chapter 19.27 RCW, the responsibility for cross-connection control within
the consumer's water system, i.e., within the property lines of the consumer's
premises, lies with the authority having jurisdiction.
The City’s Cross Connection Control Program is responsible for eliminating
and/or controlling Cross Connections from the consumer’s building and/or
property via premises isolation. Service connections from the water main shall
have a Reduced Pressure Backflow Assembly used for the protection of the public
water supply. Examples of service connections include but are not limited to,
domestic water, irrigation water and fire protection water.
WAC 246-290-490(2) (a) The purveyor shall develop and implement a cross-
connection control program that meets the requirements of this section, but may
establish a more stringent program through local ordinances, resolutions, codes,
bylaws, or operating rules.
This is covered under Element 1 of the City’s Cross Connection Control Program.
WAC 246-290-490(2) (b) Purveyors shall ensure the good engineering and public
health protection practices are used in the development and implementation of
cross-connection control programs. Department publications and the most
recently published editions of references, such as, but not limited to, those listed
below, may be used as guidance for cross-connection program development and
implementation:
(i) Manual of Cross-Connection Control published by the Foundation for
Cross-Connection Control and Hydraulic Research, University of
Southern California (USC Manual); or
(ii) Cross-Connection Control Manual, Accepted Procedure and Practice
published by the Pacific Northwest Section of the American Water Works
Association (PNWS-AWWA Manual)
(iii) Guidance document: Cross-Connection Control for Small Water Systems
published by the department.
The following reference guides and publications were used in the development of
the City’s Cross-Connection Control Program;
Washington Administrative Code WAC 246-290, Group A Public
Water Systems, effective April 27, 2003
Cross-Connection Control Manual Accepted Procedures ad Practice
6th Edition, December 1995
Page 18 of 36
Cross-Connection Control Manual Supplement 1st Edition, December
1995
Cross-Connection Control for Small water Systems Guidance
Document, September 2003
Backflow Incident Investigation Procedures 1st Edition, December
1996
Environmental Protection Agency Cross-Connection Control Manual,
revised February 2003
American Society of Sanitary Engineering, Performance Requirements
for Outdoor Enclosures for Backflow Prevention Assemblies
Backflow Prevention Assemblies Field Test Procedures Approved for
use in Washington State, July 1998
Uniform Plumbing Code 2000 Edition, September 1999
Backflow Prevention Assemblies Approved for Installation in
Washington State, published annually
University of Southern California Manual of Cross-Connection
Control 9th Edition, December 1993
American Water Works Association Recommended Practice for
Backflow Prevention and Cross-Connection Control M14 3rd Edition,
2004
American water Works Association Distribution System Requirements
for Fire Protection M31 3rd Edition, 1998
WAC 246-290-490(2) (c) The purveyor may implement the cross-connection
control program, or any portion thereof, directly or by means of a contract with
another agency or party acceptable to the department.
The City’s Water Division implements the Cross-Connection Control Program
used for the protection of the public water supply.
WAC 246-290-490(2) (d) The purveyor shall coordinate with the authority having
jurisdiction in all matters concerning cross-connection control. The purveyor shall
document and describe the coordination, including delineation of responsibilities,
in the written cross-connection control program required in (e) of this subsection.
The Authority Having Jurisdiction (AHJ) shall enforce the Uniform Plumbing
Code and/or Uniform Plumbing Code Standards for Cross-Connection
Control, or subsequent revisions:
1. 603.0 Cross-Connection Control
2. 603.1 Approval of Devices or Assemblies
3. 603.2 Backflow Prevention Devices, Assemblies, and Methods
4. 603.3 General Requirements
5. 603.4 Specific Requirements
Amended 2000 UPC, effective July 1, 2002
Page 19 of 36
The control of Cross-Connections requires cooperation between the water
purveyor, Authority Having Jurisdiction (AHJ), health officer and the consumer.
The City of Auburn Water Division shall make available to all Local Agencies the
information maintained in the purveyors Cross-Connection Control program
files, which may include, but is not limited to:
1. A master list of all premises that have been isolated from the purveyor water
system in accordance with the purveyors’ cross-connection control program.
2. Information concerning any internal cross-connections that come to the
attention of the purveyor during risk assessment evaluations of premises.
3. Notification of any termination of water service for failure to comply with the
requirements of WAC 246-290-490, Auburn City Code 13.12, and/or the City
of Auburn Water Department Cross-Connection Control Program and/or any
subsequent revisions.
UPC 603.3.3 For devices and assemblies other than those regulated by the
Washington Department of health in conjunction with the local water purveyor
for the protection of the public water systems, the Administrative Authority shall
ensure that the owner or responsible person shall have the backflow prevention
assembly tested by a Washington State Department of Health certified backflow
assembly tester:
At the time of installation, repair, or relocation; and
At least on an annual schedule thereafter, unless more frequent testing is
required by the Administrative Authority.
WAC 246-290-490(2) (e) The purveyor shall include a written description of the
cross-connection control program in the water system plan required under WAC
246-290-100 or the small water system management program required under
WAC246-290-105. The cross-connection control program shall include the
minimum program elements described in subsection (3) Minimum elements of a
cross-connection control program
The City’s Water System plan in under revision
WAC 246-290-490(2) (f) The purveyor shall ensure that cross-connection
between the distribution system and a consumer’s water system are eliminated or
controlled by the installation of an approved backflow preventer commensurate
with the degree of hazard. This can be accomplished by implementation of a
cross-connection program that relies on:
(i) Premises isolation as defined in WAC 246-290-010; or
(ii) Premises isolation and in-premises protection as defined in
WAC 246-290-010
Page 20 of 36
The City’s Cross Connection Control Program relies on premises isolation to
protect the public water system. All domestic water service with the exception of
single family residential shall be required to install a Reduced Pressure Backflow
Assembly (RPBA). Fire protection systems and landscape irrigation system shall
be required to install a Reduced Pressure Backflow Assembly (RPBA). Backflow
assembly type may be reduced to a lesser for irrigation and fire protection by
submitting plans for the City’s Cross Connection Specialist to review and conduct
a hazard evaluation and risk assessment posed on the public water system. All
changes shall be approved by the City’s Cross Connection Specialist in writing.
WAC 246-290-490(2) (g) Purveyor with cross-connection control programs that
rely both on premises isolation and in-premises protection:
(i) Shall comply with the premises isolation requirements specified in
subsection (4) (b) of this section; and
(ii) May reduce premises isolation requirements and rely on in-premises
protection for premises other than the type not addressed in subsection (4)
(b) of this sections, if the conditions in (h) of this subsection are met:
(A) The in-premises backflow preventers provide a level of protection
commensurate with the purveyor's assessed degree of hazard;
(B) Backflow preventers which provide the in-premises backflow
protection meet the definition of approved backflow preventers as
described in WAC 246-290-010;
(C) The approved backflow preventers are installed, inspected, tested (if
applicable), maintained, and repaired in accordance with subsections (6)
and (7) of this section;
(D) Records of the backflow preventers are maintained in accordance with
subsections (3)(j) and (8) of this section; and
(E) The purveyor has reasonable access to the consumer's premises to
conduct an initial hazard evaluation and periodic reevaluations to
determine whether the in-premises protection is adequate to protect the
purveyor's distribution system.
The City’s Cross-Connection Control Program CAN NOT rely on in-premises
protection to protect the distribution system for the following reasons:
Consumer can make plumbing changes at any time without notifying the
city.
Backflow preventers installed inside consumers buildings and/or premises
are under the control of the Authority Having Jurisdiction (AHJ).
Not enough staff to conduct initial inspections and re-inspections of
consumer’s premises.
WAC 246-290-490(2) (h) The purveyor shall take appropriate corrective action as
authorized by the legal instrument required by subsection (3)(b) of this section,
when:
(i) A cross-connection exists that is not controlled commensurate to the degree of
hazard assessed by the purveyor; or
Page 21 of 36
(ii) A consumer fails to comply with the purveyor's requirements regarding the
installation, inspection, testing, maintenance or repair of approved backflow
preventers required by this chapter.
The City’s Cross-Connection Control Program enforcement action includes, but
is not limited to, a $250.00 fine each day and/or discontinuance (TURN OFF) of
water service.
WAC 246-290-490(2) (i) The purveyor's corrective action may include, but is not
limited to:
(i) Denying or discontinuing water service to a consumer's premises until the
cross connection hazard is eliminated or controlled to the satisfaction of the
purveyor;
(ii) Requiring the consumer to install an approved backflow preventer for
premises isolation commensurate with the degree of hazard; or
(iii) The purveyor installing an approved backflow preventer for premises
isolation commensurate with the degree of hazard.
The City’s Cross-Connection Control Program enforcement action includes, but
is not limited to, a $250.00 fine each day and/or discontinuance (TURN OFF) of
water service.
WAC 246-290-490(2) (j) Except in the event of an emergency, purveyors shall
notify the authority having jurisdiction prior to denying or discontinuing water
service to a consumer's premises for one or more of the reasons listed in (h) of
this subsection.
The City’s Cross-Connection Control Program shall notify the Authority Having
Jurisdiction (AHJ) prior to denying and/or discontinuing water service except in
the event of an emergency and/or backflow incident.
WAC 246-290-490(2) (k) The purveyor shall prohibit the intentional return of
used water to the purveyor's distribution system. Used water includes, but is not
limited to, water used for heating,cooling, or other purposes within the consumer's
water system.
The City’s Cross Connection Control Program relies on premises isolation to
protect the City’s public water system. All domestic water service with the
exception of single family residential shall be required to install a Reduced
Pressure Backflow Assembly (RPBA). Fire protection systems and landscape
irrigation system with chemical addition or injection shall be required to install a
Reduced Pressure Backflow Assembly (RPBA). Backflow assembly type may be
reduced to a lesser for irrigation and fire protection by submitting plans for the
City’s Cross Connection Specialist to review and conduct a hazard evaluation
and risk assessment posed on the public water system. All changes shall be
approved by the City’s Cross Connection Specialist in writing.
Page 22 of 36
WAC 246-290-490(3) (a) To be acceptable to the department, the purveyor’s
cross-connection control program shall include the minimum elements identified
in the subsection.
The City’s Cross Connection Control Program includes the Ten Elements as
required by the WAC.
WAC 246-290-490(4) (a) The purveyor shall ensure that a Cross Connection
Control Specialist:
(i) Assesses the degree of hazard posed by the consumer’s water system upon
the purveyor’s distribution system; and
(ii) Determines the appropriate method of backflow protection for premises
isolation in accordance with Table 8
Table 8
Appropriate Methods of Backflow Protection for Premises Isolation
Degree of Hazard Application Condition Appropriate Approved
Backflow Preventer
High health cross-
connection hazard
Backsiphonage or
backpressure backflow
AG, RPBA or RPDA
Low health cross-
connection hazard
Backsiphonage or
backpressure backflow
AG, RPBA, RPDA, DCVA
or DCDA
WAC246-290-490(4) (b) Premises isolation requirements.
(i) The purveyor shall ensure that an approved air gap, RPBA, or RPDA is
installed for premises isolation for service connections to premises posing a high
health cross-connection hazard including, but not limited to, those premises listed
in Table 9, except those premises identified as severe in (b)(ii) of this subsection.
(ii) For service connections to premises posing a severe health cross-connection
hazard including wastewater treatment plants, radioactive material processing
plants, and nuclear reactors, the purveyor shall ensure that either an:
(A) Approved air gap is installed for premises isolation; or
(B) Approved RPBA or RPDA is installed for premises isolation in
combination with an in-plant approved air gap.
(iii) If the purveyor's CCS determines that no hazard exists for a connection
serving premises of the type listed in Table 9, the purveyor may grant an
exception to the facility.
(iv) The purveyor shall document, on a case-by-case basis, the reasons for
granting an exception under (b)(i) of this subsection and include the
documentation in the cross-connection control program annual summary report
required in subsection (8) of this section.
Page 23 of 36
Table 9
High Health Cross-Connection Hazard Premises Requiring Premises Isolation by
AG or RPBA/RPDA
Agricultural (farms and dairies)
Beverage bottling plants
Car washes
Chemical plants
Commercial laundries and dry cleaners
Premises where both reclaimed water and potable water are provided
Film processing facilities
Food processing plants
Hospitals, medical centers, nursing homes, veterinary, medical and dental
clinics, and blood plasma centers;
1. Hospitals (include psychiatric hospitals and alcohol and drug
treatment centers)
2. Same day surgery centers
3. Out-patient clinics and offices
4. Alternative health out-patient clinics and offices
5. Psychiatric out-patient clinics and offices
6. Chiropractors
7. Hospice care centers
8. Kidney dialysis centers
9. Blood centers
10. Dental clinics and offices
11. Nursing homes
12. Boarding homes
13. Residential treatment centers
14. Mortuaries
15. Morgues and autopsy (not in hospitals)
16. Veterinarian offices, clinics, and hospitals
Premises with separate irrigation systems using the purveyor’s water
supply and with chemical addition
Laboratories
Metal plating industries
Mortuaries
Petroleum processing or storage plants
Piers and docks
Radioactive material processing plants or nuclear reactors*
Survey access denied or restricted
Wastewater lift stations and pumping stations
Wastewater treatment plants*
Premises with an unapproved auxiliary water supply interconnected with
the potable water supply (private well, pond, tanks, etc.)
Page 24 of 36
WAC 246-290-490(4) (c) Backflow protection for single-family residences.
(i) For single-family residential service connections, the purveyor shall
comply with the requirements of (b) of this subsection when applicable.
(ii) If the requirements of (b) of this subsection do not apply and the
requirements specified in subsection (2)(g)(ii) of this section are met, the
purveyor may rely on backflow protection provided at the point of hazard
in accordance with WAC 51-56-0600 of the UPC for hazards such as, but
not limited to:
(A) Irrigation systems;
(B) Swimming pools or spas;
(C) Ponds; and
(D) Boilers.
For example, the purveyor may accept an approved AVB on a residential
irrigation system, if the AVB is properly installed under the UPC.
The City’s Cross Connection Control Program is not responsible for Cross
Connection Control inside the consumer’s building and/or property. This falls
under the Authority Having Jurisdiction (AHJ) as per the Uniform Plumbing
Code for Cross Connection Control 603.0
WAC 246-290-490(4) (d) Backflow protection for fire protection systems.
(i) Backflow protection is not required for residential flow-through or
combination fire protection systems constructed of potable water piping and
materials.
(ii) For service connections with fire protection systems other than flow-through
or combination systems, the purveyor shall ensure that backflow protection
consistent with WAC 51-56-0600 of the UPC is installed. The UPC requires
minimum protection as follows:
(A) An RPBA or RPDA for fire protection systems with chemical addition or
using unapproved auxiliary water supply; and
(B) A DCVA or DCDA for all other fire protection systems.
(iii) For connections made on or after April 9, 1999, the purveyor shall ensure that
backflow protection is installed before water service is provided.
(iv) For existing fire protection systems:
(A) With chemical addition or using unapproved auxiliary supplies, the
purveyor shall ensure that backflow protection is installed within ninety
days of the purveyor notifying the consumer of the high health crossconnection
hazard or in accordance with an alternate schedule acceptable
(B) Without chemical addition, without on-site storage, and using only the
purveyor's water (i.e., no unapproved auxiliary supplies on or available to
the premises), the purveyor shall ensure that backflow protection is
installed in accordance with a schedule acceptable to the purveyor or at an
earlier date if required by the code official administering the State
Building Code as defined in chapter 51-04 WAC.
(C) When establishing backflow protection retrofitting schedules for fire
protection systems that have the characteristics listed in (d)(iv)(B) of this
subsection, the purveyor may consider factors such as, but not limited to,
impacts of assembly installation on sprinkler performance, costs of
Page 25 of 36
retrofitting, and difficulty of assembly installation.
The City’s Cross-Connection Control Program evaluation of new and existing fire
protection system connections is as follows: New connections must comply with
the City’s Design Standards 7.01.4 Cross Connection Control, City’s
Construction Standards Water 21, 22, 23, 24, along with any additional
requirements by the Fire Authority, Authority Having Jurisdiction (AHJ), and
evaluated by the City’s Cross-Connection Control Specialist during the permit
and plan review process and before service is provided. Fire Sprinkler System
service connection(s) to new consumers and/or premises shall have a risk
assessment conducted by the City’s Cross-Connection Control Specialist to
determine if the backflow protection is commensurate with the degree of hazard,
the backflow assembly is correctly installed and a valid test of the backflow
assembly is conducted before the BFL permit is finaled.
Existing Fire Sprinkler System service connections are given a risk assessment by
the City’s Cross-Connection Specialist to determine if the backflow protection is
commensurate with the degree of hazard. If the Fire Sprinkler System has the
characteristics of WAC 246-290-490 (d) (iv) (a) – i.e. chemical addition or
unapproved auxiliary supplies – the consumers and/or premises shall install
backflow protection commensurate with the degree of hazard within (90) ninety
days of the City notifying the consumes and/or premises or within an alternate
schedule acceptable to the City’s Cross-Connection Control Program. If the Fire
Sprinkler System does not have chemical addition or unapproved auxiliary
supplies, the consumer and/or premises shall install backflow protection
commensurate with the degree of hazard within (90) ninety days of the City
notifying the consumers and/or premises or within an alternate schedule
acceptable to the City’s Cross-Connection Control Program. Factors such as,
but not limited to, impact of the backflow assembly installation on the fire
sprinklers performance, costs of retrofitting, and difficulty of installation are
consideration for an alternate schedule.
The cost/fees of installation, initial and annual testing, maintenance, and repair
or replacement of the backflow assembly shall be the responsibility of the
consumer as a condition of water service.
WAC 246-290-490(4) (e) Purveyors may require backflow preventers
commensurate with the degree of hazard determines by the purveyor to be
installed for premises isolation for connections serving premises that have
characteristics such as, but not limited to, the following:
(i) Complex plumbing arrangements or plumbing potentially subject to
frequent changes that make it impracticable to assess whether cross-
connection hazards exist;
(ii) A repeated history of cross-connections being established or reestablished;
or
(iii) Cross-connection hazard are unavoidable or not correctable, such as, but
not limited to, tall buildings.
Page 26 of 36
The City’s Cross-Connection Control Program requires Reduced Pressure
Backflow Assembly(RPBA) protection for consumer’s building and/or property
with the following defined characteristics:
Premises identified as Table 9 (high hazard) facility and/or non-
single family facility –
Complex plumbing arrangements –
Plumbing subject to frequent changes –
Repeat history of cross-connections –
Unavoidable cross-connection hazards –
Non-correctable cross-connection hazards –
WAC 246-290-490(5) (a) The purveyor shall ensure that all backflow prevention
assemblies relied upon by the purveyor are models included on the current list of
backflow prevention assemblies approved for use in Washington state.
The City’s Cross-Connection Control Program verifies new backflow assemblies
installed within the distribution system are on the current DOH Approved
Assemblies List.
WAC 246-290-490(5) (b) The purveyor may rely on testable backflow prevention
assemblies that are not currently approved by the department, if the assemblies:
(i) Were included on the department and/or USC list of approved backflow
prevention assemblies at the time of installation;
(ii) Have been properly maintained;
(iii) Are commensurate with the purveyor’s assessed degree of hazard; and
(iv) Have been inspected and tested at least annually and have successfully
passed the annual test
The City’s Cross-Connection Control Program archives DOH Approved
Assemblies List for verification.
WAC 246-290-490(5) (c) The purveyor shall ensure that an unlisted backflow
prevention assembly is replaced by an approved assembly commensurate with the
degree of hazard, when the unlisted assembly:
(i) Does not meet the conditions specified in (b) (i) through (iv) of this
subsection;
(ii) Is moved; or
(iii) Cannot be repaired using spare parts from the original manufacturer.
This is covered under Element 5 of the City’s Cross Connection Control Program.
WAC 246.290.490(6) (a) The purveyor shall ensure that approved backflow
preventers are installed in the orientation for which they are approved (if
applicable).
The City’s Cross-Connection Control Program requires all approved backflow
assemblies to be installed in the orientation for which they are approved.
Installation requirements on backflow assemblies used for the protection of the
Page 27 of 36
public water supply are available on the City’s Construction Standards Water 21,
22, 23, 24.
WAC 246.290.490(6) (b) The purveyor shall ensure that approved backflow
preventers are installed in a manner that:
(i) Facilitates their proper operation, maintenance, inspection, and/or in-line
testing (as applicable) using standard installation procedures acceptable to
the department such as those in the USC Manual or PNWS-AWWA
Manual;
(ii) Ensures that the assembly will not become submerged due to weather-
related conditions such as flooding; and
(iii) Ensures compliance with all applicable safety regulations.
The City’s Cross-Connection Control Program requires all approved backflow
assemblies used for the protection of the public water supply to be installed in the
orientation for which they are approved and meets the City’s Construction
Standards Water 21, 22, 23, 24, USC Manual and PNWS-AWWA Manual.
Backflow assemblies under the jurisdiction of the water purveyor shall not be
installed in areas subject to flooding and shall meet all applicable safety
regulations.
WAC 246.290.490(6) (c) The purveyor shall ensure that approved backflow
assemblies for premises isolation are installed at a location adjacent to the meter
or property line or an alternate location acceptable to the purveyor.
WAC 246.290.490(6) (d) When premises isolation assemblies are installed at an
alternate location acceptable to the purveyor, the purveyor shall ensure that there
are no connections between the point of delivery from the public water system
and the approved backflow assembly, unless the installation of such a connection
meets the purveyor’s cross-connection control requirements and is specifically
approved by the purveyor.
The City’s Cross-Connection Control Program requires all approved Reduced
Pressure Backflow Assemblies (RPBA) used for premises isolation be installed at
a location adjacent to the meter or property line, however if the location is not
feasible then the facilities property owner and/or representative shall submit a set
of plans for approval by the City’s Cross-Connection Control Specialist showing
the new location of the Reduced Pressure Backflow Assembly (RPBA) and the
piping from the meter. The Reduced Pressure Backflow Assembly (RPBA) shall be
installed inside the building at the point of where the service line enters and with
no branch connections between the water meter and backflow assembly
WAC 246.290.490(6) (e) The purveyor shall ensure that approved backflow
preventers are installed in accordance with the following time frames:
(i) For connections made on or after April 9, 1999, the following conditions
shall be met before service is provided:
(A) The provisions of subsection (3)(d)(ii) of this section; and
(B) Satisfactory completion of the requirements of subsection (7) of this
section.
Page 28 of 36
(ii) For existing connections where the purveyor identifies a high health cross
connection hazard, the provisions of (3)(d)(ii) of this section shall be met:
(A) Within ninety days of the purveyor notifying the consumer of the high
health cross-connection hazard; or
(B) In accordance with an alternate schedule acceptable to the purveyor.
(iii) For existing connections where the purveyor identifies a low cross-
connection hazard, the provisions of subsection (3)(d)(ii) of this section
shall be met in accordance with a schedule acceptable to the purveyor.
This is covered under Element 2 of the City’s Cross Connection Control Program.
WAC 246.290.490(6) (f) The purveyor shall ensure that bypass piping installed
around any approved backflow preventer is equipped with an approved
backflow preventer that:
(i) Affords at least the same level of protection as the approved backflow
preventer that is being bypassed; and
(ii) Complies with all applicable requirements of this section.
The City’s Cross-Connection Control Program requires all bypass piping and/or
parallel connections to have the same level of protection with a Reduced Pressure
Backflow Assembly and/or Approved Air Gap if required by the City’s Cross
Connection Specialist.
WAC 246.290.490(8) (f) The purveyor shall notify the department, local
administrative authority, and local health jurisdiction as soon as possible, but no
later than the end of the next business day, when a backflow incident is known by
the purveyor to have:
(i) Contaminated the public water system; or
(ii) Occurred within the premises of a consumer served by the purveyor.
This is covered under Element 7 of the City’s Cross Connection Control Program.
WAC 246.290.490(8) (g) – The purveyor shall:
Document details of backflow incidents on a form acceptable to the
department such as the backflow incident report form included in the most
recent edition of the PNWS-AWWA Manual: and
Include all backflow incident report(s) in the annual cross0connection
program summary report.
This is covered under Element 7 of the City’s Cross Connection Control Program.
Definitions:
“Accessible” means reference to the installation of backflow preventers; accessible shall
mean that such backflow preventers shall be placed so that they can be reached for testing
and/or maintenance safely.
Page 29 of 36
“Approval/approved” means authorized in writing by the health authority, department,
purveyor, or other agency having jurisdiction.
“Approved air gap,” means a physical separation between the free-flowing end of a
potable water supply pipeline and the overflow rim of an open or non-pressurized
receiving vessel.
To be an air gap approved by the department, the separation must be at least:
Twice the diameter of the supply piping measured vertically from the
overflow rim of the receiving vessel, and in no case be less than one inch,
when unaffected by vertical surfaces (sidewalls); and:
Three times the diameter of the supply piping, if the horizontal distance
between the supply pipe and a vertical surface (sidewall) is less than or
equal to three times the diameter of the supply pipe, or if the horizontal
distance between the supply pipe and intersecting vertical surfaces
(sidewalls) is less than or equal to four times the diameter of the supply
pipe and in no case less than one and one-half inches.
“Approved atmospheric vacuum breaker” means an AVB of make, model, and size that is
approved by the department. AVBs that appear on the current approved backflow
prevention assemblies list developed by the University of Southern California Foundation
for Cross-Connection Control and Hydraulic Research or that are listed or approved by
other nationally recognized testing agencies (such as IAPMO, ANSI, or UL) acceptable
to the local administrative authority are considered approved by the department.
“Approved backflow preventer” means an approved air gap, an approved backflow
prevention assembly, or an approved AVB. The terms “approved backflow preventer,”
“approved air gap,” or “approved backflow prevention assembly” refer only to those
approved backflow preventers relied upon by the purveyor for the protection of the public
water system. The requirements of WAC 246-290-490 do not apply to backflow
preventers installed for other purposes.
“Approved backflow prevention assembly” means an RPBA, RPDA, DCVA, DCDA,
PVBA, or SVBA of make, model, and size that is approved by the department.
Assemblies that appear on the current approved backflow prevention assemblies list
developed by the University of Southern California Foundation for Cross-Connection
Control and Hydraulic Research or other entity acceptable to the department are
considered approved by the department.
“As-built drawing” means the drawing created by an engineer from the collection of the
original design plans, including changes made to the design or to the system that reflects
the actual constructed condition of the water system.
“Assessment of risk” shall express the results of an evaluation (site survey) of a health,
system, or plumbing hazard. The evaluation (site survey) required in making a
determination of the type of backflow preventer needed to isolate a specific cross-
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connection (e.g., a plumbing fixture), or a group of cross-connections contained within a
facility or complex of facilities (e.g. a shopping mall) is comprised of the following steps:
Determine the degree of potential health hazard risk to the public water system.
(In assessing the purveyor’s risk of contamination of the public water system, if
knowledge of the degree of hazard posed by a substance is not known, the
purveyor must assume that it is high. Generally, almost all substance other than
potable water is considered a health hazard of some degree).
Determine the high or low probability that a cross-connection may occur.
1. The probability increases that an existing cross-connection will go
undetected as the complexity of a piping system increases.
2. Piping changes will create new cross-connections, or change the operating
conditions from backsiphonage to backpressure conditions.
3. A backflow preventer could be by-passed or removed from service.
4. A substance could be changed or increased in strength.
5. A substance may deteriorate, and thus become a health hazard.
6. A substance, when combined with the chemicals in the potable water
supply, or when exposed to certain piping material, may react and form a
compound that poses a health hazard, such as CO2 mixing with water to
from carbolic acid that leaches copper from a service pipe.
7. A substance, if it contains a bacteriological contaminant, could become a
health hazard long after it enters the potable water supply, though bacteria
re-growth.
Determine the risk level acceptable to the purveyor, and
Determine the reliability required of the backflow preventer.
“Auxiliary water supply” means any water supply on, or available to, a premise in
addition to the purveyor’s approved public potable water supply.
“Auxiliary water supply – approved” means an auxiliary water supply which has been
investigated and approved by the health authority, meets water quality regulations, and is
accepted by the water purveyor.
“Auxiliary water supply – unapproved” means an auxiliary water supply, which is not
approved by the health authority and the water purveyor.
“Backflow” means the undesirable reversal of flow of water or other substances through
a cross-connection into the public water system or consumer’s potable water system.
“Backflow assembly tester” means a person holding a valid BAT certificate issued in
accordance with chapter 246-292 WAC.
“Backflow prevention assembly” means the nomenclature “assembly” refers to a
backflow preventer which are designed to be in-line tested and repaired, and to meet the
head loss and flow requirements of the recognized approval authority. The “assembly”
consists of the backflow prevention unit, two resilient seated shutoff valves, and test
cock(s).
Page 31 of 36
“Backflow prevention device” means the nomenclature “device” refers to a backflow
preventer that is not designed for in-line testing.
“Backpressure” means a pressure (caused by a pump, elevated tank or piping, boiler, or
other means) on the consumer’s side of the service connection that is greater than the
pressure provided by the public water system and which may cause backflow.
“Backsiphonage” means backflow due to a negative or reduced pressure within the
purveyor’s potable water supply.
“Combination fire protection system” means a fire sprinkler system that:
Is supplied only by the purveyor’s water.
Does not have a fire department pumper connection; and
Is constructed of approved potable water piping and materials that serve both the
fire sprinkler system and the consumer’s potable water system.
“Consumer” means any person receiving water from a public water system from either
the meter, or the point where the service line connects with the distribution system if no
meter is present. For purposes of cross-connection control, “consumer” means the owner
or operator of a water system connected to a public water system through a service
connection.
“Consumer’s water system” as used in WAC 246-290-490, means any potable and/or
industrial water system that begins at the public water system point of delivery; that is, at
the immediate downstream side of the water meter, and is located on the consumer’s
premises. The consumer’s water system includes all auxiliary sources of supply, storage,
treatment, and distribution facilities, piping, plumbing, and fixtures under the control of
the consumer.
“Contaminant” means a substance present in drinking water that may adversely affect the
health of the consumer or the aesthetic qualities of the water.
“Cross-connection” means any actual or potential physical connection between a public
water system or the consumer’s water system and any source of non-potable liquid, solid,
or gas that could contaminate the potable water supply by backflow.
“Cross-connection control program” means the administrative and technical procedures
the purveyor implements to protect the public water system from contamination via
cross-connections as required in WAC 246-290-490.
“Cross-connection control specialist” means a person holding a valid Washington State
Cross-Connection Control Specialist certificate issued in accordance with
Chapter 246-292 WAC.
“Cross-connection control summary report” means the annual report required by the
department that describes the status of the purveyor’s cross-connection control program.
Page 32 of 36
“Check valve” the term “check valve” is a generic term used for a variety of valves that
specifically allow flow in one direction only. The variety of such valves includes
slanting disc checks, silent check, (wafer or globe), automatic control checks, rubber
flapper checks, double disc swing checks, swing checks (internally or externally
weighted), and a spring-loaded check. A check valve in an approved assembly must be
an approved check valve (components of double check valve assemblies, reduced
pressure backflow assemblies, pressure vacuum breakers, and spill resistant vacuum
breaker) that is drip-tight in the normal direction of flow when the inlet pressure is at
least one p.s.i.
“Confined space,” means any space having a limited means of egress and not intended
for continuous occupancy, which is subject to the accumulation of toxic or flammable
contaminants or an oxygen deficient atmosphere.
“Containment” means to restrict or limit the flow of contaminated or polluted water to the
meter or service connection where the public water enters the private (consumer’s) water
system. The two systems are separated by a backflow preventer commensurate with the
degree of hazard.
“Contamination” means an impairment of the quality of the potable water, which creates
an actual hazard to the public health through poisoning or through the spread of diseases
by sewage, industrial fluids or waste. Also defined as severe or high hazard. The term
“contamination” used in EPA and drinking water regulations “maximum contamination
level” bestows a different meaning than that used in describing a cross-connection
hazard.
“Department” means the Washington State Department of Health or health officer as
identified in a joint plan of operation in accordance with WAC 246-290-030 (1).
“Design and construction standards” means department design guidance and other peer
reviewed documents generally accepted by the engineering profession as containing
fundamental criteria for design and construction of water facility projects. Design and
construction standards are comprised of performance and sizing criteria and reference
general construction materials and methods.
“Direct service connection,” means a service hookup to a property that is contiguous to a
water distribution main and where additional mains or extensions are not needed to
provide service.
“Distribution system” means all piping components of a public water system that serve to
convey water from transmission mains linked to source, storage and treatment facilities to
the consumer excluding individual services.
“Dual distribution system” means a facility with two water systems, one potable and the
other non-potable. The purpose of the non-potable water system is to reduce the cost of
the potable water supply.
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“Double check detector assembly” (DCDA) means an approved assembly consisting of
two approved double check valve assemblies, set in parallel, equipped with a meter on
the bypass line to detect small amounts of water leakage or use.
“Double check valve assembly” (DCVA) means an approved assembly consisting of two
independently operating check valves, loaded to the closed position by springs or
weights, and installed as a unit with, and between, two resilient seated shutoff valves and
having suitable connections for testing.
“Emergency” means an unforeseen event that causes damage or disrupts normal
operations and requires immediate action to protect public health and safety.
“Fire Flow” means the maximum rate and duration of water flow needed to suppress a
fire under WAC246.293.640 or as required under local fire protection authority
standards.
“Fire Suppression Storage” means the volume of stored water available during fire
suppression activities to satisfy minimum pressure requirements per WAC 246.290.230.
“First Consumer” means the first service connection associated with any source (i.e., the
point where water is first withdrawn for human consumption, excluding connections
where water is delivered to another water system covered by these regulations).
“Flow-through fire protection system” means a fire sprinkler system that:
Is supplied only by the purveyor’s water;
Does not have a fire department pumper connection;
Is constructed of approved potable water piping and materials to which sprinkler
heads are attached; and
Terminates at a connection to a toilet or other plumbing fixture to prevent the
water from becoming stagnant.
“Guideline” means a department document assisting the purveyor in meeting a rule
requirement.
“Health officer” means the health officer of the city, county, city-county health
department or district, or an authorized representative.
“High health cross-connection hazard” means a cross-connection, which could impair the
quality of potable water and create an actual public health hazard through poisoning or
spread of disease by sewage, industrial liquids or waste.
“High health hazard” means a physical or toxic hazard, which could be detrimental to
ones, health.
“Human Consumption” means the use of water for drinking, bathing or showering, hand
washing, food preparation, cooking, or oral hygiene.
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“Internally-loaded check valve” means a check valve which is internally loaded, either by
springs or weights, to the extent it will be drip tight with a 1 p.s.i. differential in the
direction of flow.
“Industrial piping system” refers to that piping system that transmits, confines, or stores
any fluids that are not approved potable water. Such a system would include all pipes,
tanks, fixtures, equipment and other extensions of the non-potable water system.
“In-premises protection” means a method of protecting the health of consumers served by
the consumer’s potable water system, located within the property lines of the consumer’s
premises by the installation of an approved air gap or backflow prevention assembly at
the point of hazard, which is generally a plumbing fixture.
“Local administrative authority” means the local official, board, department, or agency
authorized to administer and enforce the provisions of the Uniform Plumbing Code as
adopted under chapter 19.27 RCW.
“Low health cross-connection hazard” means a cross-connection that could cause an
impairment of the quality of potable water to a degree that dose not create a hazard to the
public health, but does adversely and unreasonably affect the aesthetic qualities of such
potable waters for domestic use.
“Non-potable fluid” means any water, other liquid, gas, or other substance, which is not
safe for human consumption, or is not a part of the public potable water supply as
described by the health authority.
“Non-potable piping system” means a piping system, which is made of non-potable
material. Such materials are to be considered non-potable if they can affect either the
aesthetics or degradation of the healthfulness of the water. Examples of such pipe are
black iron and certain plastics.
“Plumbing hazard” is a cross-connection in a consumer’s potable water system.
“Potable water” means water, which is safe for human consumption, free from harmful or
objectionable materials, as described by the health authority/department.
“Premises isolation” means a method of protecting a public water system by installation
of approved air gap or approved backflow prevention assemblies at or near the service
connection or alternative location acceptable to the purveyor (at the point where the water
purveyor no longer has legal jurisdiction and/or authority to control the water system) to
isolate the consumer’s water system from the purveyor’s distribution system.
“Pressure vacuum breaker assembly” (PVBA) means an approved assembly consisting of
a spring loaded check valve loaded to the closed position, an independently operating air
inlet valve loaded to the open position and installed as a unit with and between two
resilient seated shutoff valves and with suitable connections for testing. It is designed to
protect against backsiphonage only.
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“Private hydrant” means any hydrant, which is not owned, operated or maintained by the
local water purveyor or his agent.
“Process water” means water that is directly connected to, or could come in contact with,
an extreme high hazard situation, and must never be consumed by humans.
“Public health hazard” means a condition, device or practice which is conducive to the
introduction of waterborne disease organisms, or harmful chemical, physical, or
radioactive substance into a potable water system and which presents an unreasonable
risk to health.
“Public water system” is defined and referenced under WAC 246-290-020.
“Purchased source,” means water a purveyor purchases from a public water system not
under the control of the purveyor for distribution to the purveyor’s consumers.
“Purveyor” means an agency, subdivision of the state, municipal corporation, firm,
company, mutual or cooperative association, institution, partnership, or person or other
entity owning or operating a public water system. Purveyor also means the authorized
agents of such entities.
“Reasonable risk” means the amount of risk acceptable to a prudent and reasonable water
purveyor using reasonable diligence.
“Reclaimed water,” means wastewater that has been treated for non-potable water use
within the same facility or premise. Examples of use would be irrigation and industrial
use.
“Reduced pressure backflow assembly” (RPBA) means an approved assembly consisting
of two independently operating check valves, spring loaded to the closed position,
separated by a spring loaded differential pressure relief valve loaded to the open position,
and installed as a unit with and between two resilient seated shutoff valves and having
four suitable test cocks for checking the water tightness of the check valves and the
operation of the relief valve.
“Reduced pressure detector assembly” (RPDA) means an approved assembly consisting
of two approved reduced pressure backflow assemblies, set in parallel, equipped with a
meter on the bypass line to detect small amounts of water leakage or use. This unit must
be purchased as a complete assembly. The assembly may be allowed on fire line water
services in place of an approved reduced pressure backflow assembly upon approval by
the local water purveyor.
“Regional public water supplier” means a water system that provides drinking water to
one, or more, other public water systems.
“Resident” means an individual living in a dwelling unit served by a public water system.
Page 36 of 36
“Safe drinking water act” was legislation that was enacted by the United States Congress
in 1974 to ensure that the public is provided with safe drinking water, thereby protecting
the public welfare.
“Safe drinking water” means water which has sufficiently low concentrations of
microbiological, inorganic chemical, organic chemical, radiological or physical substance
so that individuals drinking such water at normal levels of consumption will not be
exposed to disease organisms or other substances which may produce harmful
physiological effects.
“Service connection” means a connection to a public water system designed to provide
potable water to a single-family residence, or other residential or non-residential
population.
“Toxicity” means the degree to which a substance is toxic that is poisonous, in relating to
affecting the potability of the water supply.
“Unapproved auxiliary water supply” means a water supply (other than the purveyor’s
water supply) on or available to the consumer’s premises that is either not approved for
human consumption by the health agency having jurisdiction or is not otherwise
acceptable to the purveyor.
“Unreasonable risk to health” means a risk to health, which is not necessary or acceptable
to the water purveyor and/or consumer; a term used to distinguish what type of backflow
prevention should be required.
“Uniform Plumbing Code” means the code adopted under RCW 19.27.031(4) and
amended under chapter 51-46 WAC. This code establishes statewide minimum plumbing
standards applicable within the property lines of the consumer’s premises.
“USC FCCCHR” is the abbreviation for the University of Southern California
Foundation for Cross Connection Control and Hydraulic Research. It is an agency,
which test and approves backflow prevention assemblies by approved standards.
“Used water,” means water which has left the control of the purveyor. In most cases, the
potable water has moved past (downstream of) the water meter and/or the property line.
pw://Carollo/Documents/Client/WA/Auburn/9466A00/Deliverables/Appendices/Appendix_Covers.docx
City of Auburn
Comprehensive Water Plan
APPENDIX U
WATER SHORTAGE CONTINGENCY PLAN
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AUBURN WATER UTILITY
WATER SHORTAGE CONTINGENCY PLAN
(WSCP)
SUPPLEMENT TO THE AUBURN
COMPREHENSIVE WATER PLAN
July 2009
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TABLE OF CONTENTS
Section 1 3
Introduction 3
Section 2 Phased Curtailment Plan 3
Stage I. Anticipated Water Shortage 4
Stage II. Serious Water Shortage 4
Stage III. Critical Water Shortage 6
Stage IV. Emergency Water Shortage 9
Stage V. Regional Disaster 10
Attachments
A. Contact List
B. Enforcement Procedural Check List
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AUBURN WATER UTILITY
WATER SHORTAGE CONTINGENCY PLAN
SECTION 1
Introduction
The City of Auburn adopted Ordinance 5787 on August 4, 2003, enacting Auburn City
Code (ACC), Chapter 13.14 titled “Water Shortage Emergency Response Regulations”
in response to a water shortage in the Lakeland Hills Water Service Area. ACC 13.14
gives the Mayor the authority to declare various stages of water emergencies and to
implement water conservation measures.
The objective of this Water Shortage Contingency Plan (WSCP) is to establish actions
and procedures for implementing ACC 13.14 during impending or actual water
shortages. The plan will help Auburn maintain levels of service essential for public health
and safety, minimize adverse impacts on economic activity, and protect our customer’s
lifestyle. This plan addresses both progressive situations, such as those that are
weather-related, and more drastic and immediate situations such as facility emergencies
(e.g., a pipeline break).
SECTION 2
Phased Curtailment Plan
This plan provides five stages of response. The first three stages are intended for
response to seasonal or long-term supply shortages. The fourth stage will be used in
response to a sudden loss of distribution capability, such as a pipeline break or well
failure. The fifth stage is to be implemented in response to regional emergencies. The
five stages include a variety of communications, internal operations, and supply and
demand management strategies as appropriate, and are characterized as follows:
Stage I. Anticipated Water Shortage. Internal preparations – If a shortage
appears imminent, the City will conduct public education regarding the benefits
and necessity of water curtailment.
Stage II. Serious Water Shortage. Voluntary curtailment – During this stage,
the City will recommend specific voluntary curtailment actions for both residential
and commercial customers.
Stage III. Critical Water Shortage. Limited outdoor restrictions – If the
Voluntary Stage does not result in the reduction needed, the City may prohibit or
limit certain activities. This stage would be accompanied by an enforcement plan,
which could include fines for repeated violation.
Stage IV. Emergency Water Shortage. Mandatory outdoor restrictions and
indoor curtailment – In the event that immediate curtailment is required to
maintain supply for human consumption, medical uses, sanitation and fire
protection, the City may prohibit all non-essential uses.
Stage V. Regional Disaster. Water rationing – In the event of a regional
disaster or water shortage, the City may require rationing water by Auburn’s
customers.
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Stage I. Anticipated Water Shortage.
Objectives
To prepare the City, relevant agencies and water users for potential water
shortage thereby allowing all parties adequate planning and coordination time.
To undertake supply management actions that forestall or minimize the need
later for more stringent demand or supply management actions.
Triggers
Declining source levels and/or increased demand, and no indication of trend reversal in
the immediate future.
Public Message
“Potential exists for lower than normal supply; conditions may return to normal or, later
on, we may need to reduce consumption. We’ll keep you informed.”
Anticipated Water Shortage Stage Actions
Coordinate tracking of supply and demand conditions by Auburn staff.
Stage II. Serious Water Shortage. Voluntary Stage.
Objectives
To maintain or reduce demand to meet target consumption levels by customers
through voluntary actions.
To forestall or minimize need later for more stringent demand or supply
management actions.
To minimize the disruption to customers’ lives and businesses while meeting
target consumption goals.
To maintain the highest water quality standards throughout the shortage.
Triggers
1. Decreasing static or pumping levels at our sources.
2. Source water levels are significantly below historical “normals” for the current time of
year, and historic use patterns indicate that expected demands may not be met if this
trend continues or worsens.
Public Message
“We are relying on the support and cooperation of all water users to stretch the available
water supply. Demand needs to be reduced by ___%. Customers are responsible for
determining how they will meet that goal. If everyone cooperates, we may avoid
imposing more stringent restrictions.”
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Serious Water Shortage Stage Actions
Staff will meet frequently to re-evaluate the situation based on current and projected
supply conditions and the season, and determine the appropriate actions and strategies.
They will determine target consumption goals to be achieved on a voluntary basis, which
may be revised as necessary.
Based on the consumption goal, some or all of the following actions will be taken:
Communication Actions
Staff communicates the nature and scope of voluntary measures and strategy to
Mayor, Council and wholesale customers.
Evaluate whether targeted consumption levels and supply conditions warrant a
rate surcharge to reinforce voluntary actions and/or to recover revenue losses.
Prepare appropriate legislation regarding emergency surcharges, if required.
Initiate major public information, media and advertising campaign:
o Promote consumption goals for typical households, and a percentage
reduction goal for commercial customers.
o Develop and implement a marketing plan, potentially including paid
advertising, to 1) keep customers informed about supply and demand
conditions, 2) reinforce desired customer actions; recommend customer
actions to reduce demand, and 3) depending on conditions, remind
customers that if goals are not achieved, restrictions may be necessary.
o Identify what potential next steps will be used to reduce demand including
timing, what type of restrictions and/or surcharges will be imposed.
o Include water quality information in public information so that if flushing is
necessary, the public understands that it is essential for water quality
maintenance.
Publicize water supply conditions on the City web page, update regularly. Ensure
the information provided covers the needs of all key interests: the public, news
media and purveyors.
Contact largest customers (including wholesale customers) (refer to Attachment
A) to request percentage reduction. Contact City employees and other public
agencies to inform them of conditions and request their cooperation.
Contact nurseries and landscape contractors to inform them of conditions and
request their cooperation.
Establish regular communication mechanism to keep City employees, especially
utility account representatives, up to date on goals, conditions, and actions.
Initiate remaining planning and preparation for Stage III.
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Auburn Internal Operating Actions
Intensify data collection actions and monitoring of weather forecasts.
Intensify supply side management techniques to optimize existing sources.
Asses current water main flushing and reservoir cleaning activities to determine
whether they should be accelerated for completion prior to the peak season or
postponed to conserve supply.
Assess water quality in reservoirs and distribution system to target for correction
areas that may be predicted to experience severe degradation with reduced
consumption.
Increase water quality monitoring actions.
Communicate flushing and reservoir cleaning policy to wholesale customers.
Review current wholesale customer agreements in regards to curtailment
actions.
Implement staffing reassignments as needed, and plan staging changes, which
may be needed for the Stage III, Including staff to enforce mandatory restrictions.
Supply and Demand Management Actions
Restrict hydrant meter assembly permits to essential purposes.
Activate any existing interties to increase supply availability.
Request that Fire Department limit training exercises that use water.
Request that City departments eliminate washing fleet vehicles unless recycling
car washes are used.
Request that City of Auburn spray parks reduce hours of operation.
Request that hosing sidewalks, driveways, parking lots, etc. be limited to
situations that require it for public health and safety.
Have Auburn field personnel “tag” observed obvious water waste such as hoses
without shutoff nozzles, irrigation overspray, etc. with notice that informs
customer about the supply conditions and need to reduce consumption.
Evaluate ability to accelerate or enhance or expand long-term curtailment
programs; implement as appropriate.
Request that wholesale customers who have alternative sources use them.
Stage III. Critical Water Shortage. Limited outdoor restrictions.
Objectives
To achieve targeted consumption reduction goals by restricting defined water
uses.
To ensure that adequate water supply will be available during the duration of the
situation to protect public health and safety.
To minimize the disruption to customers’ lives and businesses while meeting
target consumption goals.
To maintain the highest water quality standards throughout the shortage.
To promote equity among customers by establishing clear restrictions that affect
all customers.
Triggers
The Mayor may approve progression to this stage if goals established in Stage II are not
met and additional action is needed.
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Public Message
“It is necessary to impose mandatory restrictions to reduce demand because the
voluntary approach has not resulted in the necessary savings. We are continuing to rely
on the support and cooperation of the public to comply with these restrictions but need
the certainty and predictability of restricting certain water uses in order to ensure that
throughout the duration of this shortage an adequate supply of water is maintained for
public health and safety.”
Critical Water Shortage Stage Actions
Communication Actions
The Director recommends to the Mayor to move to Stage III and other
appropriate actions.
The Council adopts legislation on emergency surcharges, if needed.
The public is informed about the nature and scope of the mandatory restrictions
through a press conference, paid advertising and other means, including direct
mail. The enforcement mechanisms, rate surcharges, target consumption goals,
projections for how long restrictions will be in place and the reasons for imposing
restrictions will also be identified, as will the possible consequences if goals are
not met.
Any exemptions from restrictions will be clearly identified.
In communicating mandatory restrictions to the public, a clear distinction will be
made between lawn/turf watering and watering gardens and ornamental
plantings. The type and amount of watering allowed will be clearly defined.
A “Customer Hotline” will be set up to report violations of restrictions.
Customers with private wells that are conducting activities prohibited by the City
will be urged to install signs to let the public know that private well water is being
used.
Communication actions from Stages I and II will be continued and expanded
upon as needed.
Auburn Internal Operating Actions
Continue appropriate actions from Stages I and II.
Evaluate options for using seasonal sources of supply.
Finalize and implement procedures for exemptions from restrictions and/or
emergency surcharges.
Finalize and implement enforcement procedures for restrictions including highly
visible “Water Watchers.” (See Attachment B)
Increase water quality monitoring actions at storage reservoirs.
Supply and Demand Management Actions
The City will consider current supply and demand conditions before recommending
restrictions. The specific restrictions imposed during Stage III would be determined
based on the season of the year, targeted demand levels, and other considerations
previously mentioned. Variations of the specific restrictions may be applied based on
water supply conditions. For example, lawn and landscape irrigation restrictions may
simply consist of time of day restrictions; or, if conditions warrant, lawn watering could be
restricted to certain times of day and allowed only once a week. If supply conditions
continue to deteriorate, lawn and landscape irrigation may be banned. Newly installed
lawns may be exempted from this ban if the procedures listed below are followed. The
City may also consider temporarily reducing water supply to wholesale customers.
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POSSIBLE RESTRICTIONS
Watering Restrictions
The following are several possible approaches to watering restrictions.
The nature of the restrictions used will depend on the situation, and may change
as severity of the situation changes.
Prohibit all watering during the warmest hours of the day, for example between
10:00 a.m. and 7:00 p.m., (see exemption below).
Limit all watering to specific number of days per week or per month.
This choice will depend on target consumption goals, the time of year and the
extent to which watering is occurring, and how much demands have already
decreased.
Other Restrictions
Prohibit use of any ornamental fountain using drinking water for operation or
make-up.
Close City of Auburn spray park(s).
Prohibit car washing except at commercial car wash facilities that recycle water.
Rescind hydrant permits.
Prohibit washing of sidewalks, streets, decks or driveways except as necessary
for public health and safety.
Limit washing of buildings to situations that require it as part of scheduled
building rehabilitation project (e.g., painting or staining).
Prohibit water waste including untended hoses without shut-off nozzles, obvious
leaks and water running to waste such as gutter flooding and sprinklers/irrigation
whose spray pattern unnecessarily and significantly hits impervious areas.
Exemptions from Water Use Restrictions
Lawn watering ban exemption- The City may exempt newly installed lawns from a
watering ban. Those wishing to request this exemption would need to contact the Public
Works Director in writing and request a variance. The Public Works Director would
consider the size of lawn and type of watering system to quantify the amount of water to
be used under this exemption and to spot check for compliance.
The procedures relating to the exemption and the requirements of the exemption would
be clearly outlined at the time of the ban. The following procedures are subject to
change:
Each person requesting a variance would be mailed a packet stating the
requirements.
Once the requirements are met, an authorization packet would be mailed to the
customer including a sign to be posted indicating that utility requirements are
being complied with.
New lawns must be properly installed, meaning that two inches of organic soil
amendment, such as composted yard waste, is cultivated into the top six inches
of existing soil, at a minimum.
New lawns must be watered according to guidelines to be provided in the packet
mentioned above.
For purposes of this exemption, “new lawn” refers to a lawn newly installed
during the current year only. Over seeded or otherwise renovated lawns would
not be exempt.
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In the event that the shortage continues to worsen, this exemption would be
revoked. It would also be revoked on a case-by-case basis if the rules stated
above are not followed, or in the case of a water system emergency.
Monitoring and enforcement are at the discretion of the utility. The existence of an
exemption to a watering ban would be announced early in the response process, for
example, when the Stage II is invoked.
Other Exemptions –
For purposes of dust control, water may be applied to construction areas or other areas
needing to comply with air quality requirements. Ball fields and playfields may be
watered at the minimum rate necessary for dust control and safety purposes. The City
will exempt customers with special medical needs such as home dialysis from any
emergency surcharge provided individual customers notify the utility of such a need.
Water Supply Actions
If not already implemented, activate interties and any other alternative sources of supply.
Stage IV. Emergency Water Shortage. Mandatory outdoor restrictions and indoor
curtailment.
Objectives
To maximize consumption reduction by restricting defined water uses.
To ensure that adequate water supply will be available during the duration of the
emergency situation to protect public health and safety.
To minimize the disruption to customer’s lives and businesses while meeting
target consumption goals.
To maintain the highest water quality standards throughout the shortage.
To promote equity among customers by establishing clear restrictions that affect
all customers.
Triggers
The Mayor may approve implementation of this stage in the event of a sudden disruption
within the City’s water system, or to a source of supply, which prevents the City from
providing the usual level of service to our customers.
Public Message
“Due to failure (break) in the water supply system (or source), it is necessary to impose
mandatory restrictions to reduce water use. We are requesting the support and
cooperation of our customers (within this defined geographic area) to immediately
reduce their use of water in order to ensure that, throughout the duration of this
emergency, an adequate supply of water is maintained for public health and safety.”
Emergency Water Shortage Stage Actions
Communication Actions
The director recommends to the Mayor to move to Stage IV and other
appropriate actions.
The public is informed about the nature and scope of the emergency and
mandatory restrictions through a press conference, door hangers, paid
advertising and other means, including direct mail.
Any exemptions from restrictions will be clearly identified.
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Auburn Internal Operating Actions
Assess options for supplying emergency water to affected customers.
Monitor water quality as required.
Supply and Demand Management Actions
The City will consider current supply and demand conditions before recommending
restrictions. The specific restrictions imposed during Stage IV would be determined
based on water supply conditions and the expected duration of the emergency situation.
POSSIBLE RESTRICTIONS
Watering Restrictions
The following are several possible approaches to water use restrictions.
Prohibit all lawn watering and other outdoor water uses.
Promote indoor curtailment.
Other Restrictions
Prohibit hydrant permit withdrawals from within the affected water service area.
Exemptions from Water Use Restrictions
The Public Works Director will exempt customers with special medical needs such as
home dialysis from any emergency surcharge provided individual customers notify the
utility of such a need.
Water Supply Actions
If not already implemented, activate interties and any other alternative sources of supply.
Stage V. Regional Disaster. Water rationing.
Introduction
Although many of the demand reduction measures employed would be similar to those
used during a progressive, weather-related shortage, short term emergencies are unique
because of a lack of preparation time and the urgency of immediate, large-scale demand
reductions. Each emergency scenario is different, but most of them require major
curtailment actions by customers.
Also, unlike drought, some emergencies would be localized, requiring demand reduction
for only a limited geographic area.
There are several criteria by which to decide which demand management measures are
appropriate to initially reduce demand during an emergency:
Timing: can the measure(s) or action(s) deliver the necessary water savings in
the necessary timeframe, i.e., are immediate savings needed or can the system
support a gradual reduction in demand.
Magnitude of savings: will the measure produce enough savings to make a
meaningful difference i.e., reduce demand to the level the impaired water system
can handle.
Season: does the action make any impact at the time of year that the emergency
occurs, i.e., banning lawn watering will have little impact in November.
Costs: How severe are the cost implications of the measure to the customer,
including local business and industry.
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Supply and Demand Management During Emergencies
No single strategy can be created which will meet the needs of the department for all
emergency scenarios. The criteria listed above create a framework for decision making.
Emergencies initially require quick and immediate response. Once an assessment is
made as to how long it will take to restore the system, the immediate response strategy
may change if it appears that the repair process will be lengthy. The strategy for most
emergencies can be narrowed to measures having the most immediate impact on water
supply and consumption. All needed and available back up supplies would be activated
during an emergency: interties, well-fields, off-loading wholesale customers who have
other sources, etc.
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Attachment A
Auburn Water Shortage Contingency Plan
CONTACT LIST
A working list of contacts for easy reference in case of a drought or emergency should
be developed and regularly updated by the Water Utility Engineer in consultation with
others in the Department. In addition to the communication elements contained in the
WSCP, the following will be contacted directly in the event of a drought or emergency to
inform them and ask for their support and cooperation in reducing demand.
Customers
List of large irrigators, including those using alternate sources.
List of large commercial and industrial customers.
City of Auburn Contacts
Department Directors
Other public agencies with high visibility water use
Business Groups
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Attachment B
Auburn Water Shortage Contingency Plan
Enforcement Procedural Check List
MANDATORY RESTRICTIONS
Determine number of warnings before surcharges applied
Self-duplicating “Notice of Violation” forms printed; one to record violation with
billing
Staff with customer service and communication experience assigned to “Water
Watch”
Establish procedure for “Water Watchers” to record warnings and penalties on
customer accounts
Establish “hotline” for customers to report violations
Vehicles for “Water Watch” made available; vehicles that are signed as “Water
Watchers” will increase visibility and effectiveness of enforcement
High priority routes established, e.g. areas with large lawns
All field and customer service staff provided “fact sheets”, Question and Answer
sheets; briefed on restrictions, enforcement procedures; field staff trained on
tagging obvious violations