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HomeMy WebLinkAbout03D9999ON•'' o •;6+ 04 9~ �sYs • • w ir W . � w 3 w 5 w w w w w z 3 U U V LiJ �w N ►M d LL W N N w W fY d V) W O` d N W Lr H m (N Q w Q I i� N 0 N O \ N In N O \ N � ") O 0 m Q o Z Z Z Z J m m m m w = U m a V) 3 3 0 00 U O z N �j O M v Z 0 ZC^ H LL-) W - C N rn �i :3.c Q Co u) lL- Z p d+ � a .0 s 0 C: p p rn X U ui Z M 0 0 0 N v 0 L O+ a 0 U I c-/ W W I Z 0 T� A Ci Cr J O i JZ �CpN fir/ vi W a) Q) _¢a00 TW=% a �. Q a F- cpN a: +♦ V 5: ' C, J lad of �. O Z a ♦♦U 03 W SHEET C1.03 JOB No. 23066 18" CPEP 18" CPEP OUTFALE-TRO-i;�o TOP OF BERM ELEV.=91.00 —' S=0.0365 POND, S=-0.0833 EMERGENCY OVERFLOW ELEV.=90.5 12'-d• Aluminum angle flange A MAX. W.S. Sealant neoprene gasket with nev 6" Concrete typical. PLAN A=PIPE DIA. A `` Aluminum Iswirl t 1'_cr B2 B1=BOTTOM ORIFICE chamber �",•,, Orifice FVC A B2=MIDDLE ORIFICE � WATER TIGHT CONNECTION - WITH 18" CPEP SO AS + t ` 6,_a„ NOT TO IMPEDE FLOW 3'-Cr - �--� . Weir 3'-0" .J REMOVABLE WATER- C1 TIGHT COUPLING �g =BACKSLOPED) C2 ► Sealant 4" Conc. Typical 2" Base 1 Extention s —^ 18" 0 MAX 1' SECTION OF PIPE 1'-0" PVC ATTACHED BY GASKETEDPLATE WITH AS SPECIFIED ORIFICE BAND TO ALLOW REMOVAL FILTER FABRIC i PLAN VIEW B - B MATERIAL TREATMENT CAPACITY: 6.0 CFS ELBOW DE AIL OIL STORAGE: 700 GALLONS WIRE RINGS SAND SEDIMENT STORAGE: 2.5 CU. YD. DOUGLAS FIRa.• NSEDIMENT CHAMBER DIA.: 6'-0" MIN. SECTION LOCATION SDMH #5 N.T.S. �O7 CONTROL STRUCTURE DETAIL TABLE B1 B2 A C1 C2 ELEV. DIAM. ELEV. DIAM. ELEV. DIAM. ELEV. DIAM. ELEV. DIAM. 85�0 3.65" 8$$-� 3.36" 88 86 18" 8�& 18" 8-85:68- 18" .93 3/4" DIAM. SMOOTH ROU BARS EQUALLY SPACED. BARS L BE WELDED TO UPPER & LOWER NDS. NOTES: 1. WHERE POSSIBLE, MAINTAIN NATURAL VEGETATION FOR SILT CONTROL. 2. TEMPORARY SILTATION TO BE CONSTRUCTION BY PLACING FILTER FABRIC FENCES ACROSS SWALES UTILIZING FILTER SYSTEM PRIOR TO DISCHARGE 3. ALL TEMPORARY SILTATION SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETED AND SURFACE RESTORATION HAS BEEN COMPLETED. 4. RETURN SILTATION CONTROL AREAS TO ORIGINAL GROUND CONDITIONS, UNLESS SPECIFICALLY DIRECTED OTHERWISE BY THE CITY mnrq BAND /4" DIAM. BAR 3/4" DIAM. SMOOTH ROUN It BARS EQ ALLY SPACED (4" O.C. Z MAX.) a. N *NOTE: BARS OMITTED ON DRAWING UPPER I LOWER BAND 6" HOLES EQUALLY 3/4" BAR 1/2" PLATE DRILL HOLES FOR LOCK CB INNER DIAM. N — 48" 58" 54" 65" w " 72" 86" 96" 114" LOWER BAND— NOTES: 1. ALL STEEL IN PLATES, BARS AND BANDS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A36. 2. DEBRIS CAGE SHALL BE HOT — DIP GALVANIZED IN ACCORDANCE WITH ASTM A123 (AASHTO M111). BIRDCAGE DETAIL 2 N.T.S. �O7 NEWLY GRADED OR U N DISTURBED SIDE SLOPE 8" CROSS SECTION STAPLES OR WIRE RINGS FOR SECURING FABRIC TO 2" x 4" (TYPICAL) 2" z 2" x 2" x 14 Go. WELDED WIRE FABRIC FILTER MATERIAL FABRIC OR EQUAL n w NO. 1 FIR --- L A 4 UVUCa1A, IK 2 X 4 DO ® 4' O.C. NO. 1 ADE ® 4' O.C. 0. 1 GRADE O OR EQUAL R EQUAL ELEVATION i I SILT FENCE DETAI 3 N.T.S. Cl - 07 PIPE SUPPORT: 3" X 0.090" 18" TEE RISER 18" CPEP ELEV.=227.62 ELEV.=225.62 NA 18" CPEP T i ELEV.=227.62 tr j Air Manhole frames and perforated covers, by Vortechnics. (Typ. of 3) 'f 7 1 /2" Concrete reinforced Rim Elev. 91.990.73' for HS20-44 loading. Elev. 90.38' = Seal top , B and sides ` 2'-3" ':• B " Weir Weir :• and ... le �tyl rub er 7 Orifice segalont Plates I I NV. 85.75' 6" Or -it Ice INV.-85:75' 85.60' 4w y♦ 3'—Cr I t 1 2'—B" U 3'—tY' T —' '— — Elev. E12.75' 82.73' SECTION A — A This CADD file is for the purpose of specifying stomrwater treatment equipment to be furnished by Vortechnics Inc. and ma on be tra Vortechnics. Title block information, excluding the Vortechnics logo and the Vortechs y n� other documents exactly s provided by Revisions to any part of this CADD file without prior coordination with Vortechnlcs shall be k Treatment System designation and patent number, maybe deleted if necessary. considered unauthorized use of proprietary information. Vortechnicr VISTA HEIGHTS, PACIFIC, WA 41 PortlandEvergreen , ME 04 03 STORMWATER TREATMENT SYSTEM Tel.:207-8 8- 66iVORTECHSTM MODEL 4000 U.S. PATENT ATENT No. 5,759,415 DATE: 08 01 02 SCALE: 1" = 40' FILENAME: 3036T DRAWN BY: DMF CHECKED BY: JAG CITY OF PACpC APP OV- OVERFLOW ELEV.=232.00 Oattr •`" 0.3' MIN TOP BERM = 91.0 3. � I EMERGENCY OVERFLOW WATER SURFACE ELa90.70 3:� OVERFLOW WATER 0•2' MIN1 j SURFACE EL=90.50 AS -BUILT DESIGN WATER SURFACE EL-90.00 I--1.0' ROCK LINING EMERGENCY OVERFLOW SPILLWAY,/4 N.T.S. C1.07 AP w r , FIC DATE U I Ty- THESE DRAWINGS ARE APPROVED FOR CONSTRUCTION FOR A PERIOD OF 12 MONTHS FROM THE DATE SHOWN HEREON. THE CITY RESERVES THE RIGHT TO MAKE REVISIONS, ADDITIONS, DELETIONS, OR MODIFICATIONS SHOULD CONSTRUCTION BE DELAYED BEYOND THIS 71ME LIMITATION, OR THE APPROVED DRAWINGS ARE FOUND TO BE IN ERROR, OR IF FIELD CHANGES (AS APPROVED BY THE CITY) WARRANT THE SAME. THE CITY, BY APPROVING THESE DOCUMENTS, IN NO WAY WARRANTS THEIR ACCURACY OR ACKNOWLEDGES LOMISSIONS. TON• ''� •:6, N W W 3 5 5 V1 X z N — � W 3� U U W U N M cc o: o: a_ o a a a ►— m o p WLO En (n n �'MW�;� 0 O O O ''- 0 O N N C'> n O t\ r m 0 Z Z Z Z = to M M M cn U z 73: 00 � O Z O N N a) 0 O M LO o� 00 L0 v w C N (� Q rnv a 61E Q c m rn Li Z 0 d c W 2 u') iu - = O c a °° Cn w Lo0N a Z �NM 0 U N rn L a 0 U -- i Zi F— W Uj C0 O O Jw N� �� O —I W 0:) N N rn J Z. 0() w o_ __ Z�N ~ U� �� V) 0 Kt n SHEET t C1.07 JOB No. 23066 LEGAL DESCRIPTION: SITE 7: (CITY OF PACIFIC)A PORTION OF GOVERNMENT LOT 3 IN THE NORTHWEST QUARTER OF THE SOUTHWEST QUARTER OF SECTION 31, TOWNSHIP 21 NORTH, RANGE 5 EAST, W.M. SITE 8: (CITY OF AUBURN)A PORTION OF THE EAST HALF OF THE SOUTHWEST QUARTER OF SECTION 31, TOWNSHIP 21 NORTH, RANGE 5 EAST, W.M. BASIS OF BEARINGS: THE SOUTHERLY LINE OF SECTION 31, TOWNSHIP 21 NORTH, RANGE 5 EAST AS DESCRIBED IN KCAF *9109110505: BEARING N884756"W HORIZONTAL DATUM: ASSUMED COORDINATE SYSTEM. VERTICAL DATUM: SEE MOTE, ALL TOPOGRAPHIC SURVEY OUTSIDE OF LAKELAND HILLS RIGHT OF WAY IS FROM A TOPOGRAPHIC SURVEY COMPLETED BY TOWNSEND - CHASTAIN & ASSOC., INC., DATED JULY 31, 1990. THE CERTIFICATION ON THIS SURVEY EXCLUDES THE PORTIONS TAKEN FROM THE TOWNSEND - CHASTAIN & ASSOC., INC., SURVEY. UNDERGROUND UTILITIES:% LOCATIONS ARE BASED ON SURFACE FEATURES, OPENED MANHOLES, A LIMITED AMOUNT OF PAINTED LOCATIONS AND AS-BUILTS. THIS SURVEY DOES NOT PURPORT TO SHOW ALL UNDERGROUND UTILITIES OR GUARANTEE THEIR LOCATIONS. ONSITE TOPOGRAPHIC SURVEY WITHIN PROPERTY LIMITS IS FROM A TOPOGRAPHIC SURVEY COMPLETED BY LANDMARK, INC. PLANNING, ENGINEERING AND SURVEYING DATED 12-16-97. BOUNDARY INFORMATION OBTAINED FROM ALTA SURVEY, DATED 6/21 /99, BY LANDMARK, INC. VICINITY MAP DRAWING INDEX C0.01 COVER SHEET 12 2003 N ENG. DIV. C1.01 C1.02 C1.03 TESC AND TESC AND TESC AND GRADING PLAN GRADING PLAN GRADING PLAN - SHEET 1 - SHEET 2 - SHEET 3 n► C1.04 SECTIONS - SHEET 1 C1.06 SECTIONS AND DETAILS - SHEET 2 C1.06 SECTIONS AND DETAILS - SHEET 3 C1.07 SECTIONS AND DETAILS - SHEET 4 Z o N" 0 0 G1.00 ROCKERY NOTES AND DETAILS w�1 s `� ^ `Lu c�8 W VERTICAL DATUM CITY OF AUBURN BENCH MARK No. 3 SQUARE IN TOP OF CURB AT 0+72 LEFT SIDE KENNEDY STREET AT END OF RETURN MILL POND DRIVE. REFF. PAGE 183. ELEVATION = 246.820' GERM. NOTES 1. ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE WITH THE CITY OF PAG C STANDARDS AND THE MOST CURRENT COPY OF THE STATE OF WASHINGTON STANDARD' SPECIFICATIONS FOR ROAD, BRIDGE AND MUNICIPAL CONSTRUCTION 2. TE14FEAR Y EROSION/WATER POLLUTION MEASURES SHALL BE REQUIRED �N AC � DAME WITH SECTION 1-07.15 OF THE STANDARD SPECIFICATIONS. 3. COMPLY WITH ALL OTHER PERMITS AND OTHER REQUIREMENTS BE THE CITY OF PACE OR OTHER GOVERNING AUTHORITY OR AGENCY AS MAY BE APPLICABLE. 4--- A PRECONSTRUCTION MEETING SHALL BE HELD WITH THE CITY PRIOR TO THE START OF CONSTRUCTION. 5. ALL STORM MAINS AND RETENTION/DETENTION AREAS SHALL BE STAKED FOR GRADE AND ALIGNMENT BY AN ENGINEERING OR SURVEYING FIRM CAPABLE OF PERFORMING SUCH 'CORK, AND CURRENTLY LICENSED IN THE STATE OF WASHINGTON TO DO SO. 6. STORM' DRAIN PIPE SHALL MEET THE FOLLOWING REQUIREMENTS: ,r A. PLAIN CONCRETE PIPE CONFORMING TO THE REQUIREMENTS OF AASHTO M 86, CLASS 2. . REINFORCED CONCRETE PIPE CONFORMING TO THE REQUIREMENTS OF AASHTO M 170. APPROVED. CITY OF PACIFIC DATE THESE DRAWINGS ARE APPROVED FOR CONSTRUCTION FOR A PERIOD OF 12 MONTHS FROM THE DATE SHOWN HEREON. THE CITY RESERVES THE RIGHT TO MAKE REVISIONS, ADDITIONS, DELETIONS, OR MODIFICATIONS SHOULD CONSTRUCTION BE DELAYED BEYOND THIS TIME LIMITATION, OR THE APPROVED DRAWINGS ARE FOUND TO BE IN ERROR, OR IF FIELD CHANGES (AS APPROVED BY THE CITY) WARRANT THE SAME. THE CITY, BY APPROVING THESE DOCUMENTS, IN NO WAY WARRANTS THEIR ACCURACY OR ACKNOWLEDGES OMISSIONS. C. PVC PIPE SHALL CONFORM TO ASTM D 3034-73 SDR 35 FOR 4" THRU 15" DIAMETER PVC PIPE, AND SHALL CONFORM TO ASTM F 679 FOR 18" THRU 27" DIAMETER PVC PIPE, WITH JOINTS AND GASKETS CONFORMING TO ASTM D 3212 AND ASTM F 477. D. `,DUCTILE IRON PIPE CONFORMING TO THE REQUIREMENTS OF ANSI A21.51, AND AWW� C 151, THICKNESS CLASS AS APPROVED BY CITY ENGINEER. f E. POLYETHYLENE SMOOTH WALL PIPE PER ADVANCED DRAINAGE SYSTEMS (ADS) N-12, BELL AND SPIGOT, CONSTRUCTED PER WSDOT STANDARD SPECIFICATIONS 7--04. NOTE: THIS TYPE OF PIPE WILL ONLY BE APPROVED WITH THE CITY'S SPECIFIC WRITTEN APPROVAL. APPROVAL SHALL BE BASED ON SITE SPECIFIC CONDITIONS AND IF ADDITIONAL ON -SITE INSPECTION TIME FOR WITNESSING PROPER PIPE INSTALLATION CAN BE SCHEDULED BY THE CITY. F. HIGH DENSITY POLYETHYLENE (HDPE) PIPE SHALL COMPLY WITH THE REQUIREMENTS OF TYPE III C5P34 AS TABULATED IN ASTM D 1248, SHALL HAVE THE PPI RECOMMENDED DESIGNATION OF PE3408, AND SHALL HAVE AN ASTM 03350 CELL CLASSIFICATION OF 345534C. THE PIPE SHALL HAVE A MANUFACTURER'S RECOMMENDED HYDROSTATIC DESIGN STRESS RATING OF 800 PSI BASED ON A MATERIAL WITH A 1600 PSI DESIGN BASIS DETERMINED IN ACCORDANCE WITH ASTM D2837-69. THE PIPE SHALL HAVE A SUGGESTED DESIGN WORKING PRESSURE OF 50 PSI AT 73.47 AND SDR OF 32.5. 7. SPECIAL STRUCTURES, OIL/WATER SEPARATORS AND OUTLET CONTROLS SHALL BE INSTALLED PER PLANS AND MANUFACTURERS RECOMMENDATIONS. 8. PROVIDE TRAFFIC CONTROL PLAN(S) AS REQUIRED IN ACCORDANCE WITH MUTCD. 9. CALL UNDERGROUND LOCATE LINE 1-800-424-5555 MINIMUM 48 HOURS PRIOR TO ANY EXCAVATIONS. 10. WHERE CONNECTIONS REQUIRE "FIELD VERIFICATIONS", CONNECTION POINTS WILL BE EXPOSED BY CONTRACTOR AND FITTINGS VERIFIED 48 HOUR PRIOR TO DISTRIBUTING SHUTDOWN NOTICES. 11. STORM DRAIN PIPELINES SHALL BE INSTALLED TO THE FAR PROPERTY LINE(S) TO SERVE ADJACENT TRIBUTARY AREA AS MAY BE WARRANTED. THEY SHALL BE APPROPRIATELY SIZED TO ACCOMMODATE FLOWS AS FURTHER IDENTIFIED HEREIN. PIPES SHALL BE DESIGNED TO FACILITATE A MINIMUM 3 FEET/SECOND FLOW UNLESS OTHERWISE APPROVED BY THE CITY ENGINEER. F O Z W 3 w w N .- r 5 w � H a_ 5 M w v (n W U o a a a a o w w w N 0 N M � I \ \ \ GI co o O 0) -) -nk ­3 7 m m m m m c.> z z W z H z W a U O - 00 0 0 �r- N iN 0) O0M y VI n c: N v ov a� rn �cx m v .E LO 0 000 o' D_ Lo N 0)v �M L0 N d' v 0 Co 0 o_ = W �N O woo JZ �R `2 =MM ppN Q vi w 0) 1 W v✓ Q' _j�00 w_a ^ a Lo >� - o w-' �"`>� terr♦♦ V rn r- SHEET CO.01 JOB No. 23066 GRAPHIC SCALE 0 15 30 ( IN FEET ) 1 inch = 30 ft. �iOSION AND AFr UMATON CONTROL NOTES MUI.C�M NOTES MU SEASON PR0YNNI N k " PURPOSE 1. APPROVAL OF THIS EROSION AND SEDIMENTATION CONTROL (ESC) PLAN DOES NOT CONSTITUTE AN APPROVAL OF PERMANENT ROAD OR DRAINAGE DESIGN (E.G. SIZE AND LOCATION OF ROADS, PIPES, RESTRICTORS, CHANNELS, RETENTION FACILITIES, UTILITIES, MULCHING PREVENTS EROSION BY DISSIPATING THE ENERGY OF AND ABSORBING WATER. MULCH PREVENTS RAINDROPS FROM FALLING DIRECTLY ON EXPOSED SOILS, REDUCING THE LIKELIHOOD THAT SOILS WILL BE DISLODGED ETC.). AND WASHED AWAY. MULCH ALSO ENHANCES PLANT ESTABLISHMENT BY CONSERVING MOISTURE, HOLDING FERTILIZER, SEED AND TOPSOILS IN PLACE AND MODERATING SOIL TEMPERATURES. 2. THE IMPLEMENTATION OF THESE ESC PLANS AND THE CONSTRUCTION, MAINTENANCE, REPLACEMENT, AND UPGRADING OF THESE ESC FACILITIES IS THE RESPONSIBILITY OF THE APPLICANT/ESC SUPERVISOR UNTIL ALL CONSTRUCTION IS APPROVED. APPLICATION 3. THE BOUNDARIES OF THE CLEARING LIMITS SHOWN ON THIS PLAN SHALL BE CLEARLY FLAGGED BY A CONTINUOUS LENGTH OF MULCH SHALL BE APPLIED: SURVEY TAPE (OR FENCING, IF REQUIRED) PRIOR TO CONSTRUCTION. DURING THE CONSTRUCTION PERIOD, NO DISTURBANCE BEYOND THE CLEARING LIMITS SHALL BE PERMITTED. THE CLEARING LIMITS SHALL BE MAINTAINED BY THE APPLICANT/ESC SUPERVISOR FOR DISTURBED AREAS THAT WILL REMAIN UNWORKED FOR MORE THAN 7 DAYS (2 DAYS DURING THE WET THE DURATION OF CONSTRUCTION. SEASON).ON 4. THE ESC FACILITIES SHOWN ON THIS PLAN MUST BE CONSTRUCTED PRIOR TO OR IN CONJUNCTION WITH ALL CLEARING AND * ON DISTURBED AREAS THAT NEED COVER MEASURES FOR LESS THAN 30 DAYS. GRADING SO AS TO ENSURE THAT THE TRANSPORT OF SEDIMENT TO SURFACE WATERS, DRAINAGE SYSTEMS, AND ADJACENT * AS A COVER FOR SEED DURING THE WET SEASON AND DURING THE HOT SUMMER MONTHS. PROPERTIES IS MINIMIZED. 5. THE ESC FACILITIES SHOWN ON THIS PLAN ARE THE MINIMUM REQUIREMENTS FOR ANTICIPATED SITE CONDITIONS. DURING THE * DURING THE WET SEASON, ON DISTURBED SLOPES STEEPER THAN 3H:1 V WITH MORE THAN 10 FEET OF VERTICAL RELIEF. CONSTRUCTION PERIOD, THESE ESC FACILITIES SHALL BE UPGRADED AS NEEDED FOR UNEXPECTED STORM EVENTS AND MODIFIED TO ACCOUNT FOR CHANGING SITE CONDITIONS (E.G. ADDITIONAL SUMP PUMPS, RELOCATION OF DITCHES AND SILT FENCES, ETC.). DESIGN SPECIFICATIONS 6. THE ESC FACILITIES SHALL BE INSPECTED DAILY BY THE APPLICANT/ESC SUPERVISOR AND MAINTAINED TO ENSURE CONTINUED THE AMOUNT OF MULCH APPLIED PER ACRE (APPLICATION RATE) DEPENDS ON THE TYPE OF MATERIAL USED. THE PROPER FUNCTIONING. WRITTEN RECORDS SHALL BE KEPT OF WEEKLY REVIEWS OF THE ESC FACILITIES DURING THE WET SEASON MULCH TABLE PROVIDES APPLICATION RATES FOR A VARIETY OF COMMON MULCHES. PLASTIC CAN BE USED AS A (OCT. 1 TO APRIL 30) AND OF MONTHLY REVIEWS DURING THE DRY SEASON (MAY 1 TO SEPT. 30). SURROGATE FOR MULCH, WITH THE FOLLOWING CAUTIONS: 7. ANY AREAS OF EXPOSED SOILS, INCLUDING ROADWAY EMBANKMENTS, THAT WILL NOT BE DISTURBED FOR TWO DAYS DURING THE 1. IF EROSION AT THE TOP OF THE COVERED SLOPE IS LIKELY, A GRAVEL BERM, RIPRAP, OR OTHER SUITABLE WET SEASON OR SEVEN DAYS DURING THE DRY SEASON SHALL BE IMMEDIATELY STABILIZED WITH THE APPROVED ESC METHODS PROTECTION SHALL BE INSTALLED AT THE TOE TO REDUCE THE VELOCITY OF RUNOFF. (E.G., SEEDING, MULCHING, PLASTIC COVERING, ETC.). 2. SEAMS BETWEEN SHEETS MUST OVERLAP AND MUST BE WEIGHTED OR TAPED/STAPLED TOGETHER. 8. ANY AREA NEEDING ESC MEASURES, NOT REQUIRING IMMEDIATE ATTENTION, SHALL BE ADDRESSED WITHIN FIFTEEN (15) DAYS. 3. TOE IN SHEETING AT THE TOP OF SLOPE WITH A MINIMUM 4"X4" TRENCH RUNNING THE LENGTH OF THE TOP OF 9. THE ESC FACILITIES ON INACTIVE SITES SHALL BE INSPECTED AND MAINTAINED A MINIMUM OF ONCE A MONTH OR WITHIN SLOPE. 48 HOURS FOLLOWING A STORM EVENT. MAINTENANCE 10. AT NO TIME SHALL MORE THAN ONE (1) FOOT OF SEDIMENT BE ALLOWED TO ACCUMULATE WITHIN A CATCH BASIN. ALL MULCH MUST BE INSPECTED REGULARLY AND MORE MULCH ADDED AS NEEDED TO MAINTAIN THE SUGGESTED CATCH BASINS AND CONVEYANCE LINES SHALL BE CLEANED PRIOR TO PAVING. THE CLEANING OPERATION SHALL NOT FLUSH APPLICATION RATE. ALL RIPS OR TEARS IN PLASTIC SHEETING SHALL BE REPAIRED. SHEETING SHALL BE CHECKED SEDIMENT -LADEN WATER INTO THE DOWNSTREAM SYSTEM. TO ENSURE IT IS PROPERLY OVERLAPPED AND WEIGHTED IN PLACE; SHEETING SHALL BE RE -LAPPED AND WEIGHTS REPLACED NEEDED. THE SITE SHOULD BE INSPECTED WEEKLY AND IMMEDIATELY BEFORE, DURING AND AFTER 11. STABILIZED CONSTRUCTION ENTRANCES AND ROADS SHALL BE INSTALLED AT THE BEGINNING OF CONSTRUCTION AND MAINTAINED STORMS. COVER AND OTHER EROSION CONTROL MEASURES SHALL BE REPAIRED AND ENHANCED AS NECESSARY TO FOR THE DURATION OF THE PROJECT. ADDITIONAL MEASURES, SUCH AS WASH PADS, MAY BE REQUIRED TO ENSURE THAT ALL PREVENT OR MINIMIZE SEDIMENT RUNOFF AND TRANSPORT. PAVED AREAS ARE KEPT CLEAN FOR THE DURATION OF THE PROJECT. APPROVED. CITY OF PACIFIC DATE THESE DRAWINGS ARE APPROVED FOR CONSTRUCTION FOR A PERIOD OF 12 MONTHS FROM THE DATE SHOWN HEREON. THE CITY RESERVES THE RIGHT TO MAKE REVISIONS, ADDITIONS, DELETIONS, OR MODIFICATIONS SHOULD CONSTRUCTION BE DELAYED BEYOND THIS TIME LIMITATION, OR THE APPROVED DRAWINGS ARE FOUND TO BE IN ERROR, OR IF FIELD CHANGES (AS APPROVED BY THE CITY) WARRANT THE SAME. THE CITY, BY APPROVING THESE DOCUMENTS, IN NO WAY WARRANTS THEIR ACCURACY OR ACKNOWLEDGES OMISSIONS. 12. ANY PERMANENT FLOW CONTROL FACILITY USED AS A TEMPORARY SETTLING BASIN SHALL BE MODIFIED WITH THE NECESSARY EROSION CONTROL MEASURES AND SHALL PROVIDE ADEQUATE STORAGE CAPACITY. IF THE FACILITY IS TO FUNCTION ULTIMATELY AS AN INFILTRATION SYSTEM, THE TEMPORARY FACILITY MUST BE GRADED SO THAT THE BOTTOM AND SIDES ARE AT LEAST THREE FEET ABOVE THE FINAL GRADE OF THE PERMANENT FACILITY. 13. WHERE STRAW MULCH FOR TEMPORARY EROSION CONTROL IS REQUIRED, IT SHALL BE APPLIED Al A MINIMUM THICKNESS OF 2- TO 3 INCHES. 14. PRIOR TO THE BEGINNING OF THE WET SEASON (OCT. 1), ALL DISTURBED AREAS SHALL BE REVIEWED TO IDENTIFY WHICH ONES CAN BE SEEDED IN PREPARATION FOR THE WINTER RAINS. DISTURBED AREAS SHALL BE SEEDED WITHIN ONE WEEK OF THE BEGINNING OF THE WET SEASON. A SKETCH MAP OF THOSE AREAS TO BE SEEDED AND THOSE AREAS TO REMAIN UNCOVERED SHALL BE SUBMITTED TO THE DDES INSPECTOR. THE DDES INSPECTOR CAN REQUIRE SEEDING OF ADDITIONAL AREAS IN ORDER TO PROTECT SURFACE WATERS, ADJACENT PROPERTIES, OR DRAINAGE FACILITIES. RECOMMENDED CONSTRUCTION SEQUENCE: 1. ARRANGE A PRE -CONSTRUCTION MEETING WITH CITY D.I.U. INSPECTOR. 2. FLAG OR FENCE CLEARING LIMITS AND SENSITIVE AREAS TRACTS. 3. POST SIGN WITH NAME AND PHONE NUMBER OF ESC SUPERVISOR. 4. INSTALL OFFSITE CATCH BASIN PROTECTION. 5. GRADE AND INSTALL CONSTRUCTION ENTRANCE(S). APPUCA11ON RATES AND QUALITY STANDARDS FOR MULCH MATERIALS MULCH MATERIAL QUALITY STANDARDS APPLICATION RATES STRAW AIR-DRIED; FREE FROM 2"-3" THICK; 2-3 UNDESIRABLE SEED AND BALES PER 1,000 SF, OR COARSE MATERIAL 2-3 TONS PER ACRE WOOD FIBER NO GROWTH INHIBITING APPROXIMATELY 25-30 LBS. CELLULOSE FACTORS PER 1,000 SF, OR 1,000-1,500 LBS. PER ACRE COMPOST NO VISIBLE WATER OR DUST 2" THICK MINIMUM; DURING HANDLING. MUST APPROXIMATELY 100 TONS BE PURCHASED PER ACRE (APPROXIMATELY FROM SUPPLIER WITH SOLID 800 LBS. PER YARD) WASTE HANDLING PERMIT CHIPPED SITE VEGETATION AVERAGE SIZE SHALL 2" MINIMUM BE SEVERAL INCHES THICKNESS 6. INSTALL PERIMETER PROTECTION (SILT FENCE, BRUSH BARRIER, N.G.P.E. FENCE, ETC.). { 7. CITY INSPECTION OF PERIMETER PROTECTION BEFORE THE START OF ANY 8. CLEARING OR GRUBBING OR GRADING ACTIVITIES. CONSTRUCT ACCESS AND STAGING AREA FOR THE DETENTION/WET POND TEMPORARY EROSION Proportions Percent Percent ' J AND INSTALL HDPE TIGHTLINE OUTFALL SYSTEM. CONTROL SEEDING MIXTURE: by Weight Purit Germination 9. GRADE AND STABILIZE CONSTRUCTION ROADS. 10. CONSTRUCT DETENTION/WET POND FOR SEDIMENT STORAGE AND ONSITE Chewings of red fesque 40% 98 90 COLL&rT10N SWALE. Festuca rubra var. commutate of Festuca rubra 11. CONSTRUCT SURFACE WATER CONTROLS (INTERCEPTOR DIKES, PIPE SLOPE DRAINS, ETC.) SIMULTANEOUSLY WITH CLEARING AND GRADING. Annual or perennial rye 40% 98 90 ' 12. MAINTAIN EROSION CONTROL MEASURES IN ACCORDANCE WITH KING Lolium multiftorum of Lolium perenn COUNTY STANDARDS AND MANUFACTURER'S RECOMMENDATIONS. 13. RELOCATE SURFACE WATER CONTROLS OR EROSION CONTROL MEASURES, Redto of colonial bentgrass 10% 92 85 OR INSTALL NEW MEASURES SO THAT AS SITE CONDITIONS CHANGE THE A roses albs of A roses tenuis 9 9 EROSION AND SEDIMENT CONTROL IS ALWAYS IN ACCORDANCE WITH THE KING COUNTY EROSION AND SEDIMENT CONTROL STANDARDS. White dutch clover 10% 98 90 14. COVER ALL AREAS THAT WILL BE UNWORKED FOR MORE THAN SEVEN f''• 'r '/ DAYS DURING THE DRY SEASON OR TWO DAYS DURING THE WET SEASON Trifolium repens / WIT)4' STRAW, WOOD FIBER MULCH, COMPOST, PLASTIC SHEETING OR Apply this mixture at a rate of 120 Ibs/acre. 1� EQUIVALENT. `STABILIZE ALL AREAS WITHIN SEVEN DAYS OF REACHING FINAL GRADE. ,f6. SEED OR SOD ANY AREAS TO REMAIN UNWORKED FOR MORE THAN 17. DAYS.30 CLEAN AND REMOVE ALL SEDIMENT FOR CONVEYANCE SYSTEM AND DETENTION/WET POND BEFORE PLACING ON LINE. ,s 18. UPON COMPLETION OF THE PROJECT, STABILIZE ALL DISTURBED AREAS AND REMOVE TESC AT DIRECTION OF THE CITY OF PACIFIC FOLLOWING FINAL SITE STABILIZATION. r� �4t ' r Jf s I 7 3 SFt { it f t% %1 ' fir 24 'f e--1'b ^� 9't 4 H 7 , ti J i. a r riP% Y , '7 'ia tt d 1. '7 �-. r -1 n c.a „J ro :( ( _ .J .. r 4r, f`. if _ k 7 iI 4_9 i w...G. f, > , r { � t f Y r� ` 4 /f r` ... ✓� T,.YP# „ f L i , , d� F r a� J i i r it - / l _ i : / / ty , t .. FI L CKERY ■ CITY OF CITY OF PACIFIC AUBURN y r , NO JUTE MATTING AND HYDROSEED PRIOR TO OCTOBER 1T.r`ALL ;. SLOPES GREATER THAN 31 SAND 10' VERTICAL RELIEF. (,TYPIChkQ ' tt'�z r I r, t r -•, s + TEMPORARY` -EROSION CONTRni RAcw 'XI ,f 1 2N ' "FILL GKERY (TYF CAL " GT . 00� � . a'. 0.� oori"Ji f f *: E=59.00 /: Z V) � z w w w w 5 w m w o 0 cn z v v E3 w Z 5 w W N rn U o a a a Q_ 0 0 0 0 o U) V) V) w w w w af of w N Lj I � - 0I r - d U Q \ o � ^ 0 � O m o z z z z z Y m m m m m z Q '�'^^ vJ I'- 00 - zi O o N L ��jj N 0 O aj � f--+ L �+ CN T W i '��' 66Q 1E M U) Zc W (1) L0 N N � C a 00 a WIr S I 0 w � cV Lr)c�nr� Q U o z0 O rn � N rn ,, / o 10 ' o C G, �.„AINr,,/ O t /i ! 0, ' i co N rn I fi r U) w /� f 1 O O• '�r W Z Q M V w 0- =24r U O=2 7-N MM Q (y) .,•. r t t 41 % 4- (R > I,- LL ~ ' CONTFQ` :;StN r 0 >BOUNDARY t i r r ' i r f i l ( f. 1 'r a' • f r , i ,CLEARING ` IE= y 99.7 ^ V/ ♦♦ , t _...... / I r LIMITS i M Uj r , ti l < r i %E{ / SHEET f Ji C101 , JOB No. 23066 VISTA HEIGHTS DWN BY CHKD BY DATE NOTES o W o ^' w j O m N y T.E.S.C. AND GRADING PLAN -SHEET 2 VISTA HEIGHTS, LLC 7947 159TH PLACE NE #100 REDMOND, WA 98052 TEL. (425) 869-2020 CONCEPT ENGINEERING, INC. 455 Rainier Boulevard North Issaquah, Washington 98027 (425) 392-8055 FAX (425) 392-0108 Copyright © 1999 Concept Engineering, Inc. All rights reserved. STP BNJ 7-06-01 ISSUED FOR REVIEW TWH BNJ 01 /11 /02 REVISED PER 1ST CITY REVIEW TWH BNJ 5/21/02 REVISED PER 2ND CITY REVIEW TWH BNJ 7/24/02 REVISED PER 3RD CITY REVIEW rn N- s i STE S/ONA L ECG �•S• EXPIRES 01 /19/04 1 Z 3 5 5 w 5 w w w w 0 } it Z W w •-- N M � uj uj O a_ a aw 0 Cl cn j N N V) U) W W W (Q c. m w O N LLI I \_ \ \ o O N N p LO r- o Z Z Z Z m m m m = U m CL 00 U _o O a j 41� N N N Z 7 � M F--1 -0 LO C W1✓ C N W a) U) Q _Z 5.c X 6 MC z p of W a' `n -cz o E-, 000 rn Of � w W Ln p N a (D o 0 Lo N d- rn Q 0 U wj r w W co I Z CO =a = V WZ 1— co V Z a U W u,i O _O N O -Ui 0 p w 00 N U)W O 1 C=. 00 W d ZCN H O v � LO W uj O SHEET CI.03 inD AI.. nzncc .v. �vvvv --------------------- 141 E i 318.4 3 m I 260. If, O p O -` N O O O 6 I 18 1 ! ri 4 I i I f I V101A Mr-1 m1b SECTIONS - SHEET 1 n 0 j l� o '� y VISTA HEIGHTS, LLC N 7947 159TH PLACE NE #100 (A 0) REDMOND WA 98052 TEL. (425 869-2020 N O O O O O OD 0 tD 0 O 0 0 N 0 tW+J O tr1 it t j i ! l + • ' C z71 rn � = m N � 0 40rn 0 0 _ �rn O ;CO - i9 5 pMO-0 0om0AK0 rri M -0 0 mmo CmD —0�m -n m-cz mc<00 nDm On�-D-i� z -CT�p0zrn0 n �S��mD5V) DZDDmv*� 00-b *v2c ovow>zmo rr NAD ANmz v D mmp my 0O mommmmz0 m NC -a CO- D K = Z Z 0 m pvU)0 Zrn —I n cn CONCEPT ENGINEERING, INC. �- 455 Rainier Boulevard North Issaquah, Washington 98027 _ (425) 392-8055 FAX (425) 392-0108 Copyright © 1999 Concept Engineering, Inc. All rights reserved. DWN BY CHKD BY DATE NOTES STP BNJ 7-06-01 ISSUED FOR REVIEW TWH BNJ 01 /11 /02 REVISED PER 1ST CITY REVIEW TWH BNJ 05/22/02 REVISED PER 2ND CITY REVIEW TWH BNJ 7/24/02 REVISED PER 3RD CITY REVIEW TWH BNJ 5-5-03 REVISED PER CLIENT'S COMMENTS JG OF As vt/ / S T ERF� NAL EXPIRES 01 /19/04 270 a� 250 240 230 220 21C DATUM! ELEV 200.00 s C r C i � � EXISTING "DOWNHILL 28' ROADWAY \ i� j ? UNIT" GRADING 3 4 I I i PROPOSED f i $ 2 ! t 0% _ _ 1 j f i ; I t I i iI ' l i 1 LO O N LO 4 rn Ui N j N N SITE CROSS—SECTION SECTI ON ('_A SCALE - 1 "= 20' "_0 1 "= 10' VERT. STABILIZED CONSTRUCTION TRUCTION ENTRANCE MAINTENANCE STANDARD 1. QUARRY SPALLS (OR HOG FUEL) HAL� BE ADDED IF THE PAD IS NO LONGER IN ACCORDANCE WITH THE SPECIFI ATI NS. 2. IF THE ENTRANCE IS NOT PREVENTING SEDIMENT FROM BEING TRACKED ONTO PAVEMENT, THEN ALTERNATIVE MEASURES TO KEEP THE STREETS FREE OF SEDIMENT SHALL BE USED. THIS MAY INCLUDE STREET SWEEPING, AN INCREASE IN THE DIMENSIONS OF THE ENTRANCE, OR THE INSTALLATION OF A WHEEL WASH. IF WASHING IS USED, IT SHALL BE DONE ON AN AREA COVERED WITH CRUSHED ROCK, AND WASH WATER SHALL DRAIN TO A SEDIMENT TRAP OR POND. 3. ANY SEDIMENT THAT IS TRACKED ONTO PAVEMENT SHALL BE REMOVED IMMEDIATELY BY SWEEPING. THE SEDI ENT COLLECTED BY SWEEPING SHALL BE REMOVED OR STABILIZED ON SITE. THE PAVEMENT SHALL NOT BE CLEANED BY WASHING DOWN THE STREET, EXCEPT WHEN SWEEPING IS INEFFECTIVE AND THERE IS A THREAT TO PUBLIC SAFET . IF NECESSARY TO WASH THE STREETS, THE CONSTRUCTION OF A SM LL SUMP SHALL BE CONSIDERED. THE SEDIMENT WOULD THEN BE WASHE INTO THE SUMP. 4. ANY QUARRY SPALLS THAT ARE OOSI�NED FROM THE PAD AND END UP ON THE ROADWAY SHALL BE REMOVE IMMF-DIATELY. 5. IF VEHICLES ARE ENTERING OR EXITING THE SITE AT POINTS OTHER THAN THE CONSTRUCTION ENTRANCE(S), FENCING (SEE SECTION D.4.1) SHALL BE INSTALLED TO CONTROL TRAFFIC. 5 GRAVEL C90STRUCTION ENTRANCE N.T.S. C1.05 TONGUE END ON INLET END GROOVE END ON OUTLET END ENDS TO FIT ADJACENT PIPE SECTION. ROUND EDGES 1 /2"-1" PLAN END SECTION 1' MIN. ��- 3 �1 (TYP.) :r a PAVMENT & PLANNED CULVERT LENGTH NOTE: SIDE SLOPE SHALL BE WARPED TO MATCH THE BEVELED PIPE END. WHEN CULVERT IS ON SKEW, BEVELED END SHALL BE ROTATED TO CONFORM TO SLOPE. IF SLOPE DIFFERS FROM 3:1, PIPE SHALL BE BEVELED TO MATCH SLOPE. END SECTION 1' MIN. METAL 4' MIN. PLASTIC 3 �1 (TYP.) t� PAVMENT & PLANNED CULVERT LENGTH ELEVA11ON CONCRETE PIPE METAL & PLASTIC PIPE BEVELED END PEE SECTION 1 N.T.S. C1.O5 GROUND BUT ALLOWING �2" DRISCOPIpE DRISCOPIPE TO SLIDE FREELY. 124 DRISCOPIPF 3' MIN. Y,j HDPE ANCHORS N.T.S. 1 5' ~ 0.5' Min. 1' Key rock into swale Min. 0.25' INTERCEPTOR DITCH X—SECTION & ROCK CHECK DAM (FRONT VIEW) m. Ditch Sloe Check Dam Spacing 0 - 5% 150' 5 - 10% 100' > - 10/0 50' 1. Flow Flow �- 6"-12" Sum behind rock check dam Key rock shall be inspected daily & into Swale 5 cleaned when collected debris Min. 0.25' exceeds 1/2 of its depth. NOTE: Rock shall be 4" minus quarry rock ROCK CHECK DAM X—SECTION (SIDE VIEW) TYPICAL INTERCEPTOR DITCH WITH ROCK CHECK DAM C1.05 1" MIN. DIAM. STEEL L- ROD (STRAP) CLAMPED 5+00 SECURELY TO 15" SLEEVE PROPOSED GRADE e a.. d a .. 'e. a,.�. d. I2' ( ELEV. = 241.0 SECTION Y—Y ELEV. = 234.0 EXISTING GRADE HDPE WATER TIGHT CONNECTION SEE DETAIL, THIS SHEET THRUST ARRESTOR SEE DETAIL, THIS SHEET — \ 6'x6'x6' (8 YARDS) CONCRETE BLOCK 17, ALL STEEL PARTS MUST BE GALVANIZED AND ASPH PIPE COUPLING I 3 4" DIAM. SMOG, 1 1' MIN. �� BARS W ENDS WE TO BAR -FRAME �1 ri BEVELED PIPE END SECTION I - ALT COATED (TREATMENT 1 OR BETTER) MAY BE REMOVED 2"x5" ANCHOR STRIPS WELDED �^ To 3 4 DIAM. BAR -FRAME. 4 PLCS. SPACED UNIFORMLY FASTEN W/1 /2" GALV. OR NON -CORROSIVE BOLTS & NUTS. 4" O.C. MAX. BAR SPACING 3/4" DIAM. BAR -FRAME ­0000ft- 3"-5" for 18" 5"-8" for 24" TRASHRACK DETAIL N.T.S. 4+00 3+00 2+00 1+00 12" HDPE STORM DRAINAGE PROFILE SCALE — 1 "= 50' HQRZ. METAL FLANGE 1 "= 50' VAT. CB #2, TYPE II-48" PIM = 941 rin CONCRETE BLOCK AND THRUST ARRESTOR SYSTEM N.T.S. 12" HDPE 2 C1.05 0+00 CB WALL MOLDED STUB END "0" RING CAGED STUDS HDPE WATER TIGHT CONNECTION 7 N..s. C1.05 an I I - 1.0" 0.375" — 12.75" I -- I THRUST ARRESTOR APPROVED. CITY OF PACIFIC DATE THESE DRAWINGS ARE APPROVED FOR CONSTRUCTION FOR A PERIOD OF 12 MONTHS FROM THE DATE SHOWN HEREON. THE CITY RESERVES THE RIGHT TO MAKE REVISIONS, ADDITIONS, DELETIONS, OR MODIFICATIONS SHOULD CONSTRUCTION BE DELAYED BEYOND THIS TIME LIMITATION, OR THE APPROVED DRAWINGS ARE FOUND TO BE IN ERROR, OR IF FIELD CHANGES (AS APPROVED BY THE CITY) WARRANT THE SAME. THE CITY, BY APPROVING THESE DOCUMENTS, IN NO WAY WARRANTS THEIR ACCURACY OR ACKNOWLEDGES OMISSIONS. o 1-1 Cn Z Ny = O o s Uj �8 Q w CD �j o z o > Zj o o 0) z 00 H Cn � w C N .rn H �.� X V mro� w a) Ln _L v E+ 000 a w W p N a, a M o O L0 U N � NL W TW i ♦^ 1 v, O o CO) �N O J0 ILL] O zb N <V w Q0 F- =a�00U T W jc J a- W -^ O Q 0 F- dN- F_ L0 V) 0 Z CO)Q J �'t � � rn 0) Pr Z 0 U W 0) SHEET C1.05 JOB No. 23066 _. . <. ,. �' -- -- _ __ - -- -_ . -_ ___ _ . _ .,_ _ _ _ _ i REMOVABLE WATER- TIGHT COUPLING PLATE WITH ORIFICE ' AS SPECIFIED ELBOW DETAIL LOWER BAND PLAN B2 WATER TIGHT CONNECTION WITH 18" CPEP SO AS NOT TO IMPEDE FLOW C1 B1 1' SECTION OF PIPE ATTACHED BY GASKETED BAND TO ALLOW REMOVAL TOP OF BERM ELEV.=91.00 EMERGENCY OVERFLOW ELEV.=90.5 A=PIPE DIA. B1=BOTTOM ORIFICE B2=MIDDLE ORIFICE (BACKSLOPED) C2 SECTION CONTROL STRUCTURE DETAIL TABLE LOCATION B1 B2 A C1 C2 ELEV. DIAM. ELEV. DIAM. ELEV. DIAM. ELEV. DIAM. ELEV. DIAM. SDMH #5 83.0 3.65" 88.75 3.36" 90.0 18" 85.00 18" 85.00 18" 3 4" DIAM. SMOOTH ROU BARS EQUALLY SPACED. BARS L BE WELDED TO UPPER & LOWER NDS 3/4" DIAM. SMOOTH ROUN BARS EQUALLY SPACED (4" D.C. MAX.) a aU �4 o_ Cn *NOTE: BARS OMITTED ON / DRAWING NOTES: 1. WHERE POSSIBLE, MAINTAIN NATURAL VEGETATION FOR SILT CONTROL. 2. TEMPORARY SILTATION TO BE CONSTRUCTION BY PLACING FILTER FABRIC FENCES ACROSS SWALES UTILIZING FILTER SYSTEM PRIOR TO DISCHARGE 3. ALL TEMPORARY SILTATION SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETED AND SURFACE RESTORATION HAS BEEN COMPLETED. 4. RETURN SILTATION CONTROL AREAS TO ORIGINAL GROUND CONDITIONS, UNLESS SPECIFICALLY DIRECTED OTHERWISE BY THE CITY i iooro BAND /4" DIAM. BAR 1/2" PLATE 3/4" BAR DRILL HOLES----\ FOR LOCK CB INNER DIAM. 48" 58" 54" 65" 60" 72" 72" 86" 96" 114" LOWER BAND — NOTES: 1. ALL STEEL IN PLATES, BARS AND BANDS SHALL CONFORM TO THE REQUIREMENTS OF ASTM A36. 2. DEBRIS CAGE SHALL BE HOT — DIP GALVANIZED IN ACCORDANCE WITH ASTM A123 (AASHTO M111). BIRDCAGE DETAIL 2 N.T.S. �O7 PIPE SUPP FILTER FABRIC MATERIAL SAND ORS WIRE RINGS 2"X 4" DOUGLAS FIR �a I N NEWLY GRADED OR 8 U i DISTURBED SIDE SLOPE CROSS SECTION STAPLES OR WIRE RINGS FOR SECURING FABRIC TO 2" x 4" (TYPICAL) FILTER FABRIC MATERIAL ' 2"x2"x2"x14Go. a (O a N 2"X 4" DOUGLAS FIR 2"X �4" DOUGLAS FIR ® 4' O.C. NO. 1 GRADE O 4 O.C. N0. 1 GRADE OR EQUAL OR EQUAL ELEVATION SILT FENCE DETAIL N.T.S. 3 C1.07 TYPE- 8 - 48" 6 N.T.S. Ci.07 L CIFICAT TREATMENT CAPACITY: 6.0 CFS OIL STORAGE: 700 GALLONS SEDIMENT STORAGE: 2.5 CU. YD. SEDIMENT CHAMBER DIA.: 6'—d' MIN. nhsumMi } PLAN VIEW B - B Manhole Elev. ;91.0't frames and perforated covers, by Vortechnics. (Typ. of 3) Ri 7 1 /2" Concrete reinforced for HS20-44 loading.- _ _ — — _ = Elev. 90.38' Seal top Band sides • Weir JB 7'-0" Weir and th o Orifice / �tyl rub er Plates sealant -0ril Ice INV. 85.75' 4" a� 3,-0, '• I 1 2'-8 7 1,-cr Elev. 82.75' SECTIONA -A This CADD file is for the purpose of specifying sil m water treatment equipment to be fumid"ty Vortechnics, Inc. and may only be transferred to other documents exactly as provided by Vortechnics. Title block information, excluding the Vortechnics logo and the VorWw SSwmwater Treatment System designation and patent number, may be deleted if necessary. Revisions W any part of this CADD file without prior coordination with Vortechnics shaN be considered unauthorized use of proprietary information. Vortechnicr VISTA HEIGHTS, PACIFIC, WA 41 Evergreen Drive STORMWATER TREATMENT SYSTEM Portland, ME 04103 Tel.: 207-878-3662 VO RT E C H S TM MODEL 4000 U.S. PATENT No. 5,759,415 Fax: 207-878-8507 DATE: 08 01 02 SCALE: 1" = 40' FILENAME: 3036T IDRAWNBY. DMF I CHECKED BY. JAG OVERFLOW ELEV.=232.00 OVERFLOW WATER SURFACE EL=90.50 0.3' TOP BERM = 91.0 nrn.nu u.•rrn �-1.0' ROCK LINING EMERGENCY OVERFLOW SPILLWAY N.T.S. C1.07 APPROVED. CITY OF PACIFIC DATE THESE DRAWINGS ARE APPROVED FOR CONSTRUCTION FOR A PERIOD OF 12 MONTHS FROM THE DATE SHOWN HEREON. THE CITY RESERVES THE RIGHT TO MAKE REVISIONS, ADDITIONS, DELETIONS, OR MODIFICATIONS SHOULD CONSTRUCTION BE DELAYED BEYOND THIS TIME LIMITATION, OR THE APPROVED DRAWINGS ARE FOUND TO BE IN ERROR, OR IF FIELD CHANGES (AS APPROVED BY THE CITY) WARRANT THE SAME. THE CITY, BY APPROVING THESE DOCUMENTS, IN NO WAY WARRANTS THEIR ACCURACY OR ACKNOWLEDGES OMISSIONS. w 3 3 w 5 5 Of = Qf o Z N U U w 3- o 0 U N M o: Of Of o a a- o- w o w w w UJ N o7 07 � w w w N (V N ( \ N 't co �_ o Lo � m o Z Z Z Z Y M M M M S U r 3 3 0 00 O O -6 N p M z z0 L G7.. 04 in L w �c:NSr W Q) Cy), Q C: X m:EU z 0 w a LO LO E-1 vv0 w a � p N Q W rn o U O u7 U N L a 0 U \` 1 v♦ ' = J V a = W a� V♦ z �a Z O V W O 0 ENO JW `:'NO -�Z 0O0N w rn 1 =Q �00 J W 0- =�Z H� �v LO 0J SHEET C1.07 JVD No. 23066 NOTES: Rockery construction is a craft -and depends largely on the skill and experience of the builder. A rockery is a protective system which helps retard the weathering and erosion process on an exposed soil face. While by its nature (mass, size and shape of the rocks) it will provide some degree of retention, it is not a deigned or engineered system in the sense a reinforced concrete retaining wall would be considered designed or engineered. The degree of retention achieved is dependenton the size of thge rock used; that is, the mass or weight, and the height of the wall being constructed. The larger the rock, the more competent the rockery should be.. ' inspection e riOCIIC Rockeries should be considered maintenance items that will requirep and repair. They -should be located so that they can be reached by a contractor if repairs becomes necessary. Maximum inclination of the slopes above and hlehind rockeries should be 2 : 1 (Horizontal Vertical). Minimum thickness of rock filter layer B in ches. nches. Rockeries great than g e greater h n 8 feet in height to be installed under periodic or full time observation ation of the geotechnical engineer. Unless otherwise specified in writing by the rookery "designer', all rocks placed in the lower two-thirds of the wall should be 5 to 6 man rock, 4000 tbs. or larger. Rocks placed above wal l height us ing 3 t 05 man increasing wt this level should gradually decrease in -size t� 9 9 rock, 700 to 6000 lbs. The long dimension of the rock s should eaten back towards the cut or fill fence to provide maximum stability. Rocks should be placed to avoid continuous joint planes in vertical or lateral directions. Each rock should bear on two or more rocks blow it, with good flat -to -flat contact. All rockeries over 4 feet in height should be constructed on basis of wall mass, not square footage of face. Size Approximate Weight - lbs. Approximate Diameter 1 Man 50 - 200 12 -18" 2 Man 200 - 700 18 - 2W 3 Man 700 - 2000 28 - 36" 4 Man 2000 - 4000 36 - 48" 5 Man 4000 - 6000 48 - 54" 6 Man 6000 - 8000 54 - 60" REFERENCE: Local quarry weight study using average weights of no less than six rocks of each man size conducted in January, 1988. LEGEND - Drainage ' Drainage materials to consist of dean- angular weli-graded quarry spalls, 3 .s .;. ; , ��r�� . YN�,�.�,: with 4 inch maximum size, or oth$r material approved by the geotechnrca 4 ^iY f4.. ^:,g . engineer. Surface seal; may consist of impervious soil or a fine free draining granular material. —1O III Undisturbed firm Native Soil. Drain .pipe; 4 inch minimum diameter, perforated or slotted rigid plastic ADS Opipe laid with a positive gradient to discharge under control well away from the wall. GEOGRIb SOIL REINFORCEMENT A. Geosynthetic reinforcement shall consist of geogrids manufactured specifically for soil reinforcement applications and shalt be manufactured from high tenacity polyester yam or high density polyethylene. Polyester geogrid shall be knitted from high tenacity polyester filament yam with a molecular weight exceeding 25,000 Meg/m and a carboxyl end group values less than 300. Polyester geogrid shall be coated with an impregnated PVC coating that resists peeling, cracking and stripping. B. Tensar UX1400, Miragrid 3XT or approved equivalent shall be used for the Reinforced Fill Construction. C. Manufacturing Quality Control The geogrid manufacturer shall have a manufacturing quality control program that includ es C testing by an independent laboratory. . The QC testing shad include: ...Tensi-le Strength Testing ...Melt Flow Index (HDPE) ...Molecular -Weight (Polyester) STRUCTURAL GEOGRID INSTALLATION highest strength axis perpendicular to the Rockery with ed w t ' nt 9t aft be one A. Geogrid shall 9 alignment. p 9 B. Geogrid Reinforcement shall be laced at the strengths, lengths and elevations shown on the construction design drawings or as directed by the Engineer. C. The 9 9 eo rid shall be.laidhorizontally on compac ted backfill and extend to the back of the Rockery. The geogrid shall be pulled taut, and anchored prior -to backfill placement on the geogrid. H D. Geogrid Reinforcements shall be continuous throughout their embedment lengths and } (} I } I -) I I D placed side -by -side to provide 100°fo coverage at each level- Spliced connections between shorter pieces of geogrid or gaps between adjacent pieces of geogrid are not Native cut or permitted. Compacted Structural Fill REINFORCED BACKFILL PLACEMENT A. Reinforced Backfill shall be placed, spread and compacted in such a manner that minimizes the development of slack in the geogrid and installation damage. B. Reinforced Backfill shall be placed and compacted in lifts not to exceed 6 inches where hand compaction is used, or 8 -10 inches where heavy compaction equipment is used. Lift thickness shall be decreased to achieve the required density as required. C. Reinforced Backfill shall be compacted to 95% of the maximum density as determined by ASTM D-698. The moisture content of the backfill material prior to and during compaction shall be at or near the optimum moisture content. D. Tracked construction equipment shall not be operated directly upon the goo �`" 1 reinforcement. A minimum fill thickness of 6 inches is required prior to operation of J tracked vehicles over the geogrid. Tracked vehicle turning should be kept to a minimum to prevent tracks from displacing the fill and damaging the geogrid. E. Rubber tired equipment may pass over geogrid reinforcement at slow spelo.. 10 MPH. Sudden- braking and sharp turning shall be avoided. NATIVE CUT ROCKERY A. Rockery construction shall be performing in accordance with the Associated Rockery Contractor Guidelines. B. The Geotechnical Engineer shall observe cuts for the rockery. Additional flattening of cuts may be recommended by the Geotechnical Engineer depending on the soil and groundwater conditions observed. C. A 4 inch diameter Perforated Drain Pipe and drainage rock shall be installed behind the rockery, as indicated on the plans. FIELD QUALITY CONTROL A. The rockery construction shall be observed by Earth Consultants, Inc. on a full-time basis. Testing of the compacted backfill shall be performed by the Geotechnical Engineer. B. Quality assurance shall include foundation soil inspection, soil and backftlt testing, verification of design parameters and observation of construction for general compliance with design drawings and specification. 3AA ,.f.. ax _ UL ��i.�,x�'i is y':-4�:`i .('�t'•i. 4 ��'# 2` LR .. .: :.. ,r 4 Reinforced i Fill 26 co 0 s. rt — :�: f;: „�►� RR einforced r : ,'fir:ram Fill o _ III 111= H 3 g 7 4" Perforated PVC Native Cut Schedule 40 NOTES: 1. MAXIMUM ROCKERY HEIGHT H =12 FEET 2. EMBEDMENT DEPTH D -12 FEET 3. MINIMUM DRAINAGE ZONE B =12 INCHES FILL ROCKERY Dt:ai`AIL NOT - TO - SCALE H III=all D Native cut e Perforated PVC Schedule 40 NOTE: MAXIMUM ROCKERY HEIGHT H = 12` CUT ROCI�RY DETAIL ROCKERY ELEVATION NOT - TO - SCALE j NOT - TO - SCALE �Q►'�AARrE k F� 0E� �XFXPIAES R� Y, tZ QQ a) O CD C W 7 n O CO ZW,U 4) Qa� U � I O OL Q O L. 0.. 0 m U J U U �r c 000 N J 1: r- O m m � C m 3 JS Sheet No. G1.00