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Home My WebLink About5610 RESOLUTION NO. 5610 A RESOLUTION OF THE CITY COUNCIL OF THE CITY OF AUBURN, WASHINGTON, APPROVING THE SUBMITTAL OF THE CITY'S LIMITED UPDATE OF THE 2015 COMPREHENSIVE WATER PLAN TO THE WASHINGTON STATE DEPARTMENT OF HEALTH WHEREAS, the City of Auburn operates a municipal water utility and provides drinking water to its utility customers; and WHEREAS, the City of Auburn is required to develop and adopt Comprehensive Plans for its municipal utility operations; and WHEREAS, in connection with its comprehensive planning, state law provides that the City's Comprehensive Water Plan is to be reviewed and approved by the Washington State Department of Health which has regulatory authority over drinking water systems; and WHEREAS, the City has developed a Limited Update of the 2015 Comprehensive Water Plan ("Limited Update"); and WHEREAS, Council adopted and approved the Limited Update of the 2015 Comprehensive Water Plan through passage of Resolution 5604 on August 2, 2021; and WHEREAS, the adopted Limited Update omitted the listing of one water right certificate and requires re-adoption. NOW THEREFORE, THE CITY COUNCIL OF THE CITY OF AUBURN, WASHINGTON, HEREBY RESOLVES as follows: Resolution No. 5610 August 5, 2021 Page 1 Section 1. The City of Auburn Limited Update of the 2015 Comprehensive Water Plan is adopted and approved as set forth in Exhibit"A" attached and incorporated by reference pending approval from the Washington State Department of Health. City staff is authorized to make minor changes to the approved Limited Update based on comments received from the Washington State Department of Health. Substantive changes, as determined by the Mayor or the Mayor's designee, shall be approved by the Auburn City Council. Section 2. The Mayor is authorized to submit to the Washington State Department of Health the Auburn Limited Update of the 2015 Comprehensive Water Plan for the agency's review and approval. Section 3. After the Department of Health's review and approval of the City's Limited Update of the 2015 Comprehensive Water Plan, the Limited Update shall be returned to the City Council for incorporation as an element of the City's overall 2021 Comprehensive Plan update. Section 4. The Mayor is authorized to implement such administrative procedures as may be necessary to carry out the directives of this legislation. Resolution No. 5610 August 5, 2021 Page 2 Section 5. This Resolution shall be in full force and effect upon passage and signatures hereon. DATED and SIGNED this 16th day of August 2021. CITY OF AUBURN ANCY S MAYOR ATTEST: \i100,4006 Shawn Campbell, City Clerk APPROVED AS TO FORM: cUw‘2unA Kendra Comeau, City Attorney Resolution No. 5610 August 5, 2021 Page 3 Exhibit A CITY OF TT Nancy Backus,Mayor �V sBUµJ�01 �I + - WASHINGTON 25 West Main Street*Auburn WA 98001-4998*www.auburnwa.gov*253-931-3000 August 16, 2021 Richard Rodriguez Regional Planner Washington State Department of Health Northwest Regional Office 20425 72nd Avenue South, Suite 310 Kent, WA 98032 RE: City of Auburn 2015 Water System Plan (Water System ID 03350) Approval Extension Request - . Dear Mr. Rodriguez: On behalf of the City of Auburn, I am requesting approval of a 4-year extension for the City of Auburn Water System Plan (WSP), entitled "City of Auburn Comprehensive Water Plan, October 2015". On May 11, 2016, the Washington State Department of Health approved the City's WSP for a 6-year term that will expire on May 11, 2022. To date, there have been no significant changes to the WSP that warrants the scheduled approval update per WAC 246-290-100. The projects, demands and growth presented in the current WSP are still valid and are accurate projections of the City's current planning efforts. Additionally, the current WSP includes projects, demands and growth projections 4 years beyond the 6-year planning period in anticipation of this extension request. Although the City is requesting a 4-year extension, a full water system plan will be prepared as part of the City-wide comprehensive plan, expected to be completed in 2024. SYSTEM CAPACITY Demand The City's annual water demand between 2014 and 2020 has been less than the projected demand in the City's 2015 WSP for each corresponding year. Table 1 and Figure 1 show the difference between the projected average day demand (ADD) and maximum day demand (MDD) in the 2015 WSP, and the actual ADD and MDD for the years 2015 through 2020. With conservation, low distribution system leakage, and Lake Meridian securing an alternate wholesale source so that it has not been utilizing wholesale water from Auburn, the City expects to remain below the demands shown in 2015 WSP Table 4.17 and Figure 4.8 through 2025. ENG-163-ELH, Revised 12/19 AUBURN * MORE THAN YOU IMAG[NED Richard Rodriguez August 16, 2021 Page 2 of 9 Table 1 Projected vs. Actual Water Demand Projected Projected Year Average Day . Maximum Day Actual Average Actual Maximum Demand Demand Day Demand iDay Demand MGD MGD MGD IMGD 2015 10.02 15.44 7.58 13.16 2016 10.12 15.61 7.85 '14.53 2017 10.21 15.79 6.80 12.54 2018 10.31 15.97 6.73 113.61 2019 10.41 16.15 6.55 11.29 2020 10.51 ',16.33 6.29 13.62 Figure 1 Projected vs. Actual Water Demand 20 mon 15 v c E 10cu 0 cu au 0 5 0 2015 2016 2017 2018 2019 2020 Year -Projected ADD -Projected MDD Actual ADD Actual MDD Water Use Efficiency (WUE) Goal The Previous 2014-2020 WUE goal that was adopted in the 2015 WSP Section 8.2 has been reported annually to customers and Department of Health. Atte end of the 6-year cycle, a new goal was established through a public process. The new 2021-2025 goal was adopted by the City Council on August 2, 2021. The projected demands that were calculated for the 2015 WSP update using historical water production, purchase, sales data, and the growth projection data were used to support the new goal. 2021-2025 WUE Goal: Decrease the planning ERU value (gpd/ERU) 1 percent annually from the current planning ERU value of 179 gpd/ERU, which is the 75th percentile of 7 years of historical data (2014-2020). Revaluate goal when the planning ERU value reaches less than 172 gpd/ERU. ENG-163,Revised 12/18 Richard Rodriguez August 16, 2021 Page 3 of 9 The City plans to continue to implement 14 of the 15 demand-side WUE program measures noted in the 2015 WSP Section 8.2.5 to achieve the new 2021-2025 WUE goal. The Demonstration Garden (Measure 14) is no longer maintained because the location exacerbated homeless encampment issues. However, a new program measure described below is proposed, keeping the total number of program measures at 15. Rainwater Harvesting: The City will evaluate implementation of a rainwater harvesting (rainwater reclamation) promotion program as a means to reduce irrigationwater usage by commercial, public and residential customers. The City Stormwater Utility's requirement to use Low Impact Development(LID) measures, where feasible, strives to keep rainwater on the property, further reducing irrigation demands. Storage 2015 WSP analysis identified storage deficiencies in the Valley and Lea Hill service areas in 2035. A combination of storage and supplies are needed to eliminate these deficiencies. Long-term capital,projects to install iron and manganese treatment at Well 7 and construct a-new Valley storage reservoir will eliminate the deficiencies when completed. These projects remain in the Capital Improvements Plan in the mid-term and long-term planning. CAPITAL IMPREOVMENT PLAN The City has made progress in completing the following capital improvements per the schedule outlined in Chapter 10 of the 2015 WSP. Listed below is a summary of the scheduled Capital Improvement Projects and/or Programs from the 2015 WSP Table 10.6 that were completed or are still in progress. Most water main replacement projects are not identified individually in the 2015 WSP. They are included in the Street Utility Improvements Program, Water Repair and Replacement Program, and Annual Distribution Improvements Program. Status Project Name Completed 2015 • SCADA Upgrades • Valley Asbestos Cement(AC) Water Main Replacement— 1,480 feet 6" and 1,280 feet 8" replaced with 12" ductile iron • 2015 Local Street Reconstruction— 1,955 feet 6" cast iron and 1,330 feet 8" cast iron replaced with 8" ductile iron • Auburn Way South Flooding Improvements (17th St SE)—3,160 feet 8" cast iron replaced with 8" ductile iron Completed 2016 • Well 1 On-Site Improvements • Well 4 Emergency Power Improvements • Lakeland Hills Reservoir 5 Improvements • Muckleshoot Indian Tribe (MIT) Casino Master Meters ENG-163, Revised 12/18 Richard Rodriguez August 16, 2021 Page4of9 • 2016 Local Street Reconstruction — 1,315 feet 6" cast iron replaced with 8" ductile iron, 1,250 feet 4" cast iron replaced with 12" ductile iron • Auburn Way South Corridor Improvements (MIT Plaza— Dogwood) —2,080 feet 10" cast iron replaced with 12" ductile iron Completed 2017 • West Hill Springs Flow Control Improvements • 2017 Local Street Reconstruction—2,440 feet 6" cast iron replaced with 8" ductile iron Completed 2018 • Fulmer Field Improvements • Lea Hill PRV Station Improvements • Water Meter& Billing System Improvements (AMI) '• 2018 Local Street Reconstruction—600 feet 6" cast iron replaced with 12" ductile iron Completed 2019 • Reservoir 1 Seismic Control Valve • 2019 Local Street Reconstruction—2,115 feet 6" cast iron and 740 feet 8" cast iron replaced with 8" ductile iron • A Street SE Improvements—760 feet 6" cast iron and 340 feet 8" cast iron replaced with 12" ductile iron Completed 2020 • Green River Pump Station Back-Up Power • Meter Vault Replacement • Pipe Asset Management Study • 2020 Arterial Street'Reconstruction— 1,155 feet 8" cast iron'replaced with 16" ductile iron In Progress • Cascade Water Alliance Water Purchase—annual payments until 2029 • Well 4 Pump Improvements • Academy Pump Station No. 1 Replacement • Coal Creek Springs Transmission Main Replacement • Street Utility Improvements Program—annual program that funds water main repair, replacement, or upgrade in conjunction with City street projects • Water Repair and Replacements Program—annual program that funds repair and replacement of water mains • Annual Distribution Improvements Program—annual program that funds upgrades or extensions of new water main projects Cancelled • Utilities Field Operations Center—This project is replaced with a more comprehensive upgrade to the City's Operations and Maintenance Facilities ENG-163, Revised 12/18 Richard Rodriguez August 16, 2021 Page 5 of 9 Table 2 below has an updated project list of the 2015 WSP CIP, and new projects for the requested 4-year time extension. Costs have been updated from those presented in Table 10.6 of the 2015 WSP to account for inflation. Projects with minimal costs (e.g., $10,000 in 2021 and no future year costs) are nearing completion. Table 2 2021-2026 Capital Improvement Projects and Programs(x$1,000) 2015 WSP ID Project Name 2021 2022 2023 2024 2025 2026 ;S-04 Cascade Water Alliance Water Purchase $ 935 $ 935 $ 935 $ 935 $ 935 $ 935 S-06 . Well 5/5A Upgrades $ - $ - $ - $ $ 947 $ 112 S-07 Well Inspection;and Redevelopment $ - $ 185 $ - $ - $ 200 $ - S-08 Water Resources Protection Program $ 27 $ 28 $ 29 $ 29 $ 30 $ 31 S-09 Coal Creek Springs Rehabilitation $ - $ - $ - $ - $ - $ 1,126 West Hill Springs Water Quality S-12 Improvements, $ - $ - $ - $ 100 $ 480 $ - 'S-13 Algona Well 1 Decommissioning $ - $ - $ 50 $ - $ - $ - _ S-18 Howard Road CCTF Expansion $ - $ - $ - $ - $ - $ 349 S-22 . Well 4 Facility Improvements $ 147 $ 830 $ - $ - $ $ - hR-03 Reservoir Repair and Replacements $ 50 $ 62 $ 64 $ 66 $ 68 $ 70 R-04 Valley Service Area Reservoir No.3 $ - $ 50 $ - $ - $ - $ 700 R-05 Reservoir Painting $ - $ - $ - $ $ - $ 1,747 R-06 Reservoir Seismic Rehabilitation $ $ - $ - $ 262 $ - $ 298 R-06 Reservoir 2 Valves $ - $ 240 $ 760 $ - $ - $ - Intertie Booster Pump Station PS-04 Improvements $ - $ - $ - $ - $ - $ 250 PS-07. Academy PS#1;Pump Replacement $ 3,000 $ 610 $ - $ - $ - $ - PS-09, Station/Distribution System D-16 Improvements ' $ - $ - $ - $ - $ - $ 70 PS-10 Lea Hill PS Replacement $ - $ - $ - $ - $ 491 $ 746 Annual Distribution System D-02 Improvements Program , $ - $ - $ 300 $ 1,000 $ 300 $ 1,000 104th Park Development(104th to 102nd D-02 Water Main Loop) $ 250 $ - $ - $ - $ - .$ - D-06 Street Utility Improvements Program $ 2,000 $ 1,000 $ 1,000 $ 1,000 $ 1,000 D-06 F Street SE Non-Motorized Improvements $ 10 $ - $ - $ - $ - $ - D-06 M Street NE Widening $ - $ 37 $ - $• 320 $ - $ - Auburn Way South-Hemlock Street SE to D-06 Poplar Street SE $ - $ - $ 2,176 $ 256 $ - . $ - D-06 2021 Local Streets Reconstruction $ 2,520 $ - $ - D-06 Water Trench Patches Program $ 150 $ 155 $ 160 $ 165 $ 170 $ - D-06 4th Street SE Reconstruction $ 50 $ 800 $ - $ - $ - $ - D-06 Garden Avenue Realignment $ 55 $ 440 $ - $ - $ - $ - D-09 Water Repair&Replacements Program $ - $ 100 $ 1,000 $ 300 $ 1,000 $ 300 D-11 Coal Creek Springs Transmission Main $ 10 $ 2,425 $ - $ - $ - $ - G-08 Comprehensive Water Plan $ - $ 263 $ 271 $ 20 $ - $ - New Deduct Meter Replacement Program $ 515 $ 485 $ - $ - $ - $ - New Lea Hill AC Main Replacement $ 10 $ - $ - $ - $ - $ - New Lead Service Line Replacement $ 2,900 $ 1,600 $ - $ - $ - $ - ENG-163,Revised 12/18 Richard Rodriguez August 16, 2021 Page 6 of 9 LAND USE AND GROWTH The Auburnwater service area is smaller than the entire area of the City. For purposes of projecting growth over the next 5-year period, the service area represents approximately 75% of the City's corporate boundaries, taking into account areas are not developed or are served by private wells that are not expected to connect to the(water system within the next 5 years. The 2015 WSP Table 4.8 projected a total service area population of 57,213 for 2015 and 62,581 for 2021. The State Office of Financial Management (OFM) _ population estimates are presented in Table 3. The total population of the City is the sum of the parts in King and Pierce Counties, with calculated water servl ice area population 75% of the total. Table 3 City of Auburn Population) 1 1 ; 1' 1 j 20101 2015' 2016' 2017 I 2018 20191 2020 Population Population Population Population Population Population Population County Jurisdiction Census Estimate) Estimate Estimate Estimate Estimate! Estimate King Auburn(part) 62,7611 65,9501 67,340 69,060 I 70,650 71,740 71,960 Pierce Auburn(part) 7,4191 9,5951 9,720 9,900 9,965 9,980 9,980 Auburn Total 70,1801 75,5451 77,0601 78,9601 80,615 81,7201 81,940 Water Service Area Population 52,635 56,6591 57,7951 59,220 60,461 61,29061,455 2015 WSP Table 4.8 Projections i 57,213i 58,1081 59,002 59,8971 60,792 61,686 As Table 3 shows, the OFM estimated population of 61,455 and the 2015 WSP projection of 61,686 are fairly close. It is anticipated the actual growth in demand over the requested 4-year extension period will not exceed the demand projections stated in the 2015 WSP. POLICIES AND DESIGN CRITERIA The City's water service policies as presented in Section 3 of the 2015 WSP have remained the same for operating and constructing new facilities. The Design and Construction Standards provided in Appendix Q of the 2015 WSP have had minor modifications to provide clearer information or revised materials specifications. The water sections of the City of Auburn Design and Construction Standards are attached. FINANCING AND IMPLEMENTATION The financial analysis in Section 11 of the 2015 WSP identified the capital improvement plan (CIP)that the City is currently still pursuing. The City continues to fund the water operations and CIP programs while still maintain positive reserves as indicated in Table 4. The City obtained bond funding in 2020 for approximately $13.7 million for some of the planned projects. This funding was anticipated and discussed in the 2015 WSP Chapter 11. The City has adequate reserves to fund its debt service. ENG-163,Revised 12/18 Richard Rodriguez August 16, 2021 Page 7 of 9 Table 4 Statement of Revenues,Expenses,and Changes in Fund Net Position I I I I 20141 20151 20161 20171 20181 2019 1 1II 1 1ng Revenues I-- I i 24,782,310 1 2 854 . Oper•atigesf0rservice s 13,123,260 S 14,225,395 s 14,603,413 —_ � ,_s_ 5, 93,4 15,057,517 CharOther Operating Revenue -_ i 600 835 Total Operating Revenues __ –}- 13,123,260 1_ 14,225,395( 14,603,4134 14,781,3 ____ 15,394,085; 15,058,352 i 1 , Operating Expenses —— r r —I I — --— !Operations and Maintenance 4 542882 i 5,724,3611 4,708,531 1 —3,753,573 3,692,419 1 3,789,093 Administration 2,927,033 I 2,773 9522,876,688 i 4,672,569 4,702,259.._ 4,727,972 Depreciation/Amortization 2,420,6041 2,934,694 3,014,425 1 3,z69,581 3,407,9331 3,848,016 - Other Operating Expenses I 1,528,3131 1,650,7191 1,812,7881 8,964 - i - Total Operating Expenses ' 11,408,832 13,083,726 22,412,432 1 11,704,687 21,802,611 I 12,365,080 - - _ -_._ 1 1,1166 2,190,991I 1 Operatinglnwme(Loss)--__ .714, 284__-_ 4 9.1 .._ 3,076,623 _ 3,491,474 ?.69337? Non-Operating Revenue(Expenses) _ _Interest Revenue 13,972 19,431 1t__ 44,0451104,564178,2711 261,654 ;Other Non-Operating Revenue_—_ 1347,225 _ 241,238 1 228,927 269,264_ 324,228 _589,809 !Gain on Sale of Capital Assets _ - - 1 - - 1 - Interest Expense i..�_ (546,355) (606,837)1 (687,081)— (703,321) (697,363) - _ (658,808) • Other Non-Operating Expenses i (37,857)1 (966)1 (8,116)— - - - Total Non-Operating Revenue(Expenses) �_ ; (222,915)! (347,134)1 (433,225)1 (339,493) (194,864)L193,655_ 1 I . Income(Loss)Before Contributions and Transfers 1,491,533_` 794,535'—1,758,756 I 2,747,230 3,296,6101 2,885,927 Capital Contributions 1,283,EI 1,999,057] 3,299, 288 I! 1,176,756 1,274,234 3,446,853_ Transfers In -� - it - ' 2,500,000 2,686,332 __—_39,358 Transfers Out (110,271)1t (203,642) (88,921) (2,693,946)7 (2,800,400)1— (147,002) Changes in Net Position __ 2,664,529_I_ 2,589,9501_—_4,969,663,; _—_3,719,940 _ 4,453,776 i6,035,036 ! Net Position,January l,asPreviouslyReported i 6_8,655,975 72,320,49_470,782,0421 75,751,7051 79,481,645 83,935,421. Change in AccountinPrinciple ( (3,128,402) • Net Position,JanuarylasRestated I 68,192,01— 92 _____ Net Position,December 31 1 s 71,320,494 C$ 70,782,042 r$ 75,751,705 $ 79,481,6451$ 83,935,421 I$ 89,960,457 SEPA COMPLIANCE --' Since the 2015 WSP, no changes have occurred that would require a new Determination of Non-significance to be issued. Some planned capital improvements may require project-specific.SEPA documents, which will be developed as part of those projects. ADJACENT WATER SYSTEMS AND WHOLESALE CUSTOMERS The following adjacent water systems and wholesale customers have been notified of the City's 2015 WSP extension request. The draft letter was emailed on June 28, 2021 for agency review. Response deadline was July 9, 2021. All received comments and responses are documented. ENG-163, Revised 12/18 Richard Rodriguez August 16, 2021 Page 8 of 9 Agency Agency Comments Auburn Responses City of Algona Comment 6/28/2021 Algona transferred inquiring about the $50,000 ownership of their well to on line S-13 of the Capital Auburn. The cost is to Program. decommission the Algona well after the water right is transferred to an Auburn well location. City of Bonney Lake No response N/A City of Kent No comments (6/30/2021) N/A City of Pacific No response N/A City of Sumner No response N/A Covington Water District No response N/A Highline Water District No response N/A Lakehaven Water and Comment 6/30/2021 stating Auburn is not exempt Sewer District there was no mention of the from the requirements of requirements of the 2018 AWIA and has met the American Water AWIA requirements for Infrastructure Act(AWIA), assessment and asking if Auburn is exempt emergency planning. from this planning requirement. Lake Meridian Water No response N/A District Muckleshoot Indian Tribe No response N/A The City Council is anticipated to approve of the adoption process for this Extension Request letter at its August 16, 2021 meeting. The City requests that the 2015 WSP's existing approval be extended by 4 years as the analyses and recommendations contained in the 2015 WSP are still valid, and the WSP currently meets the Department of Health's water system planning requirements. If you have any questions, please contact me at 253-804-5061 or sfenhaus( auburnwa.gov ENG-163, Revised 12/18 Richard Rodriguez August 16, 2021 Page 9 of 9 Sincerely, Susan Fenhaus, PE Water Utility Engineer Public Works Department SF/XX File: WTR 2.2.1 Enclosure(s) • 2021 Water Rights Self-Assessment Form • Population Estimates Washington State Office of Financial Management • Water Use Efficiency Program • 2021 Design and Construction Standards ENG-163,Revised 12/18 CITY OF AUBURN LIMITED COMPREHENSIVE WATER PLAN UPDATE ATTACHMENTS • 2021 Water Rights Self-Assessment Form • Population Estimates from Washington State Office of Financial Management • 2021 — 2025 Water Use Efficiency Program • 2021 Design and Construction Standards -qw Water Right Self-Assessment Form for Water System Plans 331-372 • 1/13/2017 All water right permits, claims, and certificates must be evaluated in a water right self- assessment for all sources used to supply the water system.The self-assessment compares the parameters and other limitations of existing water rights against current and forecasted water production, as described in your water system plan, to determine whether the rights are adequate to serve your system's current and future water needs. You must account for all sources of supply and total quantities of water withdrawn from the source. If you purchase water from another purveyor through a non-emergency intertie,you must complete the INTERTIES section of the self-assessment. A Note on Exempt Wells If you're seeking-DOH approval of a new Group A or Group B water system using an exempt i well, you must complete the self-assessment, although certain fields will not apply.Talk to your DOH regional planner about using the Water Right Self-Assessment form for a Small Water System Management Program instead of this version. Local governments must ensure that an adequate potable water supply is available from the exempt-well before issuing a.building permit. Before developing a permit exempt well, check with your local-authorities on their criteria for establishing an adequate potable water supply for your planned public water system. Water Right Parameters Below is a brief description of the parameters associated with a typical water right. For the self- assessment,you only need to describe the last two bulleted items if they apply to your water rights. Source Type—this refers to whether the source is surface water, groundwater or a spring. Source Location—this refers to the location of points of groundwater withdrawal or surface water diversion for each right. Purpose of Use—this refers to the type of use, such as municipal water supply, community domestic, industrial or agricultural purposes. Place of Use—this describes where water can be put to beneficial use under the right. Under the 2003 Municipal Water Law, RCW 90.03.386,the place of use for a water right held for municipal water supply purposes may be the system's service area as identified in an approved water system plan or small water system management program. See Ecology Policy 2030 for information on how Ecology administers the Municipal Water Law. jr.- FYchin,hm5hzfcptprimeio( If you need this publication in an alternative format, call 800.525.0127 !,410 (TDD/TTY call 711).This and other publications are available at eel t www.doh.wa.gov/drinkingwater. Period of Use—this refers to time-of-year limitations in which the water right may be put to use. If any water right has a time-of-year limitation, please include this information in the INTERRUPTIBLE WATER RIGHTS section. Provisions or Limiting Conditions—this refers to any provisions or conditions placed on the water right. If a water right has a limiting condition or other provision, such as a collection and reporting requirement, other than a time-of year limitation, include this information in the ADDITIONAL COMMENTS section at the bottom of the self- assessment and in the water system plan narrative. - See Ecology Policy-1040 for more information on water right terminology. If you have questions about your water rights, please contact the Ecology regional office in your area. Completing the Water Right Self-Assessment Form The self-assessment is a Word document to allow users to make changes or to expand the document.You mayuse another format, if preferred, as long as all reqbired information is included. Below is a description of all fields and how to complete them.This form is divided into four different sections. Each section is described in the headings below. See the column identifiers (A, B, C, etc) at the bottom of each column for guidance in completing the necessary calculations. Water Right Permit, Certificate, or Claim Number: This number is assigned by Ecology when a permit applicationis filed. It's listed at the top of the permit or certificate. For water right claims, this is the registration number stamped in the lower left hand corner of the claim form. WA Source#: Identify the individual sources (e.g.well #1, well #2) as defined on the DOH Water Facilities Inventory form. If a water right is associated with multiple sources, list all sources in the same row in this column. If a source is associated with multiple water rights, identify each water right on a separate row. If you have any source(s)that is not currently being used (categorized as standby, back-up, or emergency), and the source has an associated water right that is not listed in column #1, please include the source and water right information in the ADDITIONAL COMMENTS section. This will identify that the source is still intended for a beneficial use under RCW 90.03.015(4). See Ecology Policy 1040. EXISTING WATER RIGHTS SECTION (olive green color, top section) . . This section refers to existing water rights. It does not include any water right applications that have been submitted to Ecology. Primary Qi (Instantaneous Quantity):This is also known as instantaneous flow rate. It's the amount of water allowed to be taken under the right from the source during a period of peak operation. For surface water, this is generally expressed in terms of cubic feet per Page 2 of 6 second (cfs). For groundwater, this is generally expressed in terms of gallons per minute (gpm). One cfs equals 448.8 gpm. Please indicate the units of measurement you are using for each source. If there are situations where the flow rate will be limited (e.g. limitations established on the source when other sources are utilized), please note them in the ADDITIONAL COMMENTS section in the form and in the WSP narrative. Non-Additive Qi: This term was formally known as "supplemental." Your water rights may use the old terminology. See.Ecology Policy 1040 for more information. Not all water rights have non-additive quantities. If a water right has non-additive Qi quantities, include the non- additive quantity in this field. This is generally listed in the "quantity,type of use, period of use" section on both permits and.certificates. Non-additive quantities should not be included in the primary Qi totals. Primary Qa (Annual Quantity): This is the amount of water that can be taken from the source-under the right on anannual basis. It's usually expressed in terms of acre-feet. An acre-foot is the amount of water necessary to submerge an acre of land to a depth of one foot. One acre-foot equals 43,560 cubic feet or 325,851 gallons of water. Non=Addiitiv_e:Qa:This term was formerly known as "supplemental."Your water rights may use the old terminology. See Ecology Policy 1040 for more information. Not all water rights have non-additive,quantities. If a water right has non-additive Qa quantities, include the non-additive quantity in this field.This is generally listed in the "quantity, type of use, period of use" section on both permits and certificates. Non-additive quantities should not be included in the primary Qa totals. CURRENT SOURCE PRODUCTION SECTION (light green color, top section) This section refers to how much water is withdrawn from the source under each water right for the most recent full calendar year. You will need to determine any excess or deficiency for each water right after calculating how much water was withdrawn compared to how much water is allowed under each water right. If demand has decreased over past years, you may wish to include historic maximum production information in the ADDITIONAL COMMENTS section. This will provide a more complete picture of the use of your water rights. Use the water use data and demand projections from your water system plan to define current and projected water needs. You can determine if you'll need additional water rights based on the comparison of existing water rights, current water production, and projected 10- and 20- year needs. Total Qi (Instantaneous Quantity):This refers to the total maximum instantaneous flow rate withdrawn from the source under each water right during the most recent calendar year. For surface water, this is expressed in terms of cubic feet per second (cfs). For groundwater, this is expressed in terms of gallons per minute (gpm). One cfs equals 448.8 gpm. Page 3 of 6 -Current Excess or Deficiency (Qi): Please calculate the excess or deficiency for each water right after comparing the total amount withdrawn against each water right. Please use parentheses for deficient amounts. Total Qa (Annual Quantity): This refers to the total volume of water withdrawn from each source under each water right during the most recent calendar year. It's usually expressed in acre-feet. Current Excess or Deficiency (Qa): Please calculate the excess or deficiency for each water right after comparing the total amount withdrawn against each water right. Please use parentheses for deficient amounts. 10-YEAR"FORECASTED SOURCE PRODUCTION SECTION (light blue color, top section) This section refers to how much water you project to withdraw from each source in ten years as determined in your water system plan. Please complete this section in,the same manner(using the same units of measurement) as the current source production section using your 10-year forecasted amounts. 20-YEAR FORECASTED SOURCE PRODUCTION SECTION (darker blue color, top section) This section refers to how much water you project to withdraw from each source in twenty years as determined in your water system plan. Please complete this sections in the same manner (using the same units of measurement) as the current source production section using your 20- year forecasted amounts. If you are unable to provide 20-year forecasts for each source, you may choose to include the combined 20-year total at the bottom. PENDING WATER RIGHTS SECTION (second section of form) Please complete this section for any water right applications that have been submitted to Ecology. Please include the application number,whether it's a new or a change application, the date submitted, and the total quantities requested. INTERTIES SECTION (third section of form) This section must be completed by purveyors who purchase any amount of wholesale water. If your system sells water to another public water system, include the quantity sold in the CURRENT SOURCE PRODUCTION section. Purchasers of wholesale water must account for all water obtained through the intertie for non- emergency supply purposes. This is to ensure that all sources of supply are considered when evaluating whether new water rights are needed within 20 years. Please identify the maximum quantity of water, expressed in the same manner as the above sections, allowed under each intertie contract. If there are limiting conditions or temporary Page4of6 agreements that effect the long-term use of the intertie, you must account for such limiting conditions when evaluating the current and forecasted water supply needs in your water system plan. Finally, purchasers of wholesale water are responsible for ensuring that the underlying water right (held by the purveyor selling water) are adequate for such use.You should confirm that the selling system has accounted for the wholesale area in their water system plan to ensure that the water right authorizes the distribution of water through the intertie. INTERRUPTIBLE WATER RIGHTS SECTION (bottom section of form) This section refers to water rights that have an annual time-of-year interruption. Please complete this section forany water right listed in the above fields that has a time-of-year interruption. Please include the water:right number, describe the limitation, and the time period of interruption. Purveyors with interruptible rights should develop a water shortage response plan as part of their water system plan to describe how demand will be met during periods of interruption through aggressive demand-side conservation, fixing leaks or other means. ADDITIONAL COMMENTS SECTION (bottom section of form) If the system has any source that isnot currently being used on a regular basis (such a source may be categorized as stand-by, back-up, emergency), you should identify the source in this section if the source has an associated water right that is not listed in the above sections.The purpose isto identify that such water rights are still intended for a future beneficial use as required under RCW 90.03.015(4).See Page 2, Item 9 (b) in ECY Policy 2030. For these water rights, please briefly describe the future intended use of the source and when you expect to utilize the water right.This does not refer to sources categorized as seasonal sources. You should also include any other comments in this section that will explain aspects of your water right portfolio that are not identified above. Page 5 of 6 Water Right Self-Assessment Form for.Water System Plan _ Mouse-over any link for more information.Click on any link for more detailed instructions. Water Right WFI Source# Existing Water Rights. . Current Source Production-Most Recent 10-Year Forecasted Source Production 20-Year Forecasted Source Production Permit. If a source has " Qi=Instantaneous Flow Rate Allowed(GPM) Calendar Year (determined from WSP) (determined from WSP) Certificate,or multiple water Qa=Annual Volume Allowed(Acre-Feet/Year) Qi=Max Instantaneous Flow Rate Withdrawn(GPM) This includes wholesale water sold This includes wholesale water sold Claim# rights,list each -This includes wholesale water sold Qa=Annual Volume Withdrawn(Acre-Feet/Year) .If water right is water right on This includes wholesale water sold interruptible, separate line Primary Non-Additive Primary Non- Total Qi Current Total Qa - Current_- Total Qi 10-Year .Total Qa 10-Year Total Qi 20-Year Total Qa 20-Year identify limitation Aigi -Oa_ Additive Qa. Maximum Excess or Maximum Excess or. Maximum Forecasted Maximum Forecasted Maximum Forecasted Maximum Forecasted in yellow section Maximum Maximum Maximum Maximum., Instantaneous (Deficiency) Annual .(Deficiency) Instantaneous Excess or- Annual Excess or Instantaneous Excess or Annual Excess or below Rate Allowed Rate _ Volume Volume'-. Flow Rate •g -Volume Qa - Flow Rate (Deficiency) Volume - (Deficiency)• Flow Rate (Deficiency) Volume .(Deficiency) .. 'Allowed Allowed Allowed Withdrawn Withdrawn in 10 Years Ql in 10 Years Q. in 20 Years Qi in 20 Years Qa 857 Coal Creek Springs 6,730 9,410,a „, 4,550..,-_, ._ 2,180; 3,887 5,523 6,000 730 9,410 0 6,730 0 9,410 0 3560-A Wells 1,6,&7 2,200 1,120 • 2,185 15 657 463 2,200 1,120 0 - 2,200 0 1,120 0 G1-00277C Wells 2,6,&7 2,400 1,360 2,480 1,925. 475 1,360 0 2,400 1,360 0 2,400 0 1,360 0 G1-23629C Wells 3A,3B,6,&7 2,800 . 3,600 . 0- 2,800 0 3,600 0•, 2,800 . 0 3,600 2,800 0 500 3,100 G1-20391C Wells 4,6,&7 2,800 3,600 2,505 295' 477 ,. 3,123, ' . 2,600 -.= 200- 2,500„ , 1,200 . 2,600 . 0 2,460 1,140 G1-23633C Wells 5,5A,5B,&5C 1,000 720 - 770 - - 230 232 488 800,;. . . ' 200 .,_ 600 120 950 50 720 0 G1-25518C Well 5A 167 - 0 - 187 167 0 - 0 0 167 0 0 0 167 0 0 0 G1-22769C Algona Well 1 500 175 0 500 0 175 0 500 0 175 500 0 175 0 G1-25173C Braunwood well 20 6.5 17 3 5 2 17 3 6.5 0 20 0 7 0 S1-049354CL West Hill Springs 625 • 1,010 ' `' 600 25 413 597 600 25 960 50 600 25 1,010 0 111111.1111M _ TOTALS= 19,242 21,002 12,719 6,523 7,031 13,971 14,784 4,458 15,957 5,045 19,167 75 16,762 4,240 Column Identifiers for Calculations: A B C =A-C D =B-D E =A-E F =8-F G =A-G H =B-H PENDING WATER RIGHT APPLICATIONS:Identify any water right applications that have been submitted to Ecology. Application New or Change Quantities Requested Number Application? Date Submitted Primary Qi Non-Additive Qi Primary Qa Non-Additive Qa G1-28404 New 01/05/06 12,500 13,433 INTERTIES:Systems receiving wholesale water complete this section.Wholesaling systems must include water sold through intertie in the current and forecasted source production columns above. Name of Wholesaling - Quantities Allowed • Expiration -.Currently Purchased 10-Year Forecasted Purchase 20-Year Forecasted Purchase System Providing Water In Contract Date of Current quantity purchased through intertie Forecasted quantity purchased through intertie _ Forecasted quantity purchased through intertie Maximum Maximum Contract • Maximum Current Maximum Current Maximum Future Excess Maximum Future Maximum Future Maximum Future Si - ga 4 Excess or _ ga Excess or Q.( _ _PI CZa _ Excess or ) Excess or_ 9,a__ _Excess or -Instantaneous Annual-- Instantaneous (Deficiency) Annual (Deficiency) 10-Year (Deficiency) 10-Year (Deficiency) 20-Year (Deficiency) 20-Year (Deficien y) Flow Rate Volume Flow Rate Qi Volume Qa Forecast Qi Forecast Qa Forecast Q! Forecast Qa Tacoma Public Utilities 3,560 3,920 N/A 0 . 3,560 0 . 3,920 0 3,560 0 3,920 0 3,560 0 3,920 TOTALS= 3,560 3,920 1111111111111.11 0 3,560 0 3,920 0 3,560 0 3,920 0 3,560 0 3,920 Column Identifiers for Calculations: A B C =A-C D =B-D E =A-E F =B-F G =A-G H =B-H INTERRUPTIBLE WATER RIGHTS:Identify limitations on any water rights listed above that are interruptible. ADDITIONAL COMMENTS: Water Right it Conditions of Interruption Time Period of Interruption Current and proposed Qa quantities for Well 5A,G1-25518C are included with G1-23663C. 1 " Current Well 6 Qa=1074 AF.This was allocated 219 AF to 3560-A,637 AF to G1-00277C,and 218 AF to G1-20391C. 210-year and 20-year forecasted Qa include providing annual average of 2.5 MGD from Coal Creek Springs(857)to 3 Muckleshoot Indian Tribe(MIT)for hatchery. April 1,2020 Population of Cities,Towns and Counties Used for Allocation of Selected State Revenues State of Washington County Census Estimate Estimate Estimate Estimate Estimate Estimate Estimate Estimate Estimate Estimate Municipality 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 Douglas continued Rock Island 788 .790 790 790 790 865 965 1,005 1,040 1,130 1,220 Waterville 1,138 1,140 1,145 1,145 1,155 1,160 1,165 1,175 1,175 1,185 1,195 Ferry 7,551 7,600 7,650 7,650 7,660 7,710 7,700 7,740 7,780 7,830 7,910 Unincorporated .. 6,478 6,520 6,565 6,555 6,560 6,620 6,610 6,645 6,680 6,730 6,805 Incorporated 1,073 1,080 1,085 1,095 1,100 1,090 1,090 1,095 1,100 1,100 1,105 Republic 1,073 1,080 1,085 1,095 1,100 1,090 1,090 1,095 1,100 1,100 1,105 Franklin • 78,163 80,500 82,500 84,800 86,600 87,150 88,670 90,330 92,540 94,680 96,760 Unincorporated 13,491 13,665 13,820 13,160 12,820 12,825 12,065 12,540 12,830 13,230 13,500 incorporated " 64,672 66,835 68,680 71,640 73,780 74,325 76,605 77,790 79,710 81,450 83,260 ."_ Connell 4,209 5,150 5,320 5,350" 5,330 5,405 5,365 5,450 5,460 5,500 5,500 Kahlotus 193 190 195 195 185 185 185 165 165 165 165 Mesa 489 495 495 495 495 495 495 495 495 495 495 Pasco 59,781 61,000" 62;670 65,600. 67,770 68,240 70,560 71,680 73,590 75,290 77,100 Garfield 2,266 2,250 2,250 2,250 2,240 2,260 2,200 2,200 2,210 2,220 2,225 Unincorporated 841 835 840 850 845 855 805 805 815 820 820 Incorporated 1,425 1,415 1,410 1,400 1,395 1,405 1,395 1,395 1,395 1,400 1,405 Pomeroy 1,425 1,415 1,410 1,400, 1,395 1,405 1,395 1,395 1,395 1,400 1,405 Grant 89,120 90,100 91,000 91,800' 92,900 93,930 94,610 95,630 97,350 98,740 100,130 Unincorporated 40,134 40,395 40,790 40,956, 41,470 41,840 42,130 42,422 42,765 43,255 43,625 Incorporated 48,986 49,705 50,210 50,844. 51,430 52,090 52,480 53,208 54,585 55,485 56,505 Coulee City 562 565 560- 570. 565 560 560 565 570 570 575 Coulee Dam part 0 0 0" 0': 0 0 0 0 0 0 0 Electric City . 968 1,065 995 1,010- 1,010 1,010 1,010 1,020 1,030 1,030 1,030 Ephrata 7,664 7,690 7,750 7,870 7,930 7,985 8,020 8,005 8,130 8,180 8,210 George 501 690 700 720'• 720 720 720 720 720 725 730 Grand Coulee 988 1,020 1,035 1,045 1,050 1,050 1,045 1,055 1,055 1,055 1,055 Hartline 151 150 150 155 155 160 155 155 155 155 155 Krupp 48 50 50 50 50 50 50 50 50 50 50 Mattawa 4,437 4,460 4,495 4,540 4,460 4,535 4,625 4,805 4,900 4,920 4,955 Moses Lake 20,366 20,640 20,950 21,250 21,600 22,080 22,250 22,720 23,660 24,220 24,620 Quincy 6,750 6,815 6,945 7,000 7,235 7,270 7,345 7,370 7,510 7,720 7,930 Royal City 2,140 2,150 2,160 2,190 2,210 2,235 2,240 2,245 2,275 2,295 2,605 Soap Lake 1,514 1,515 1,520 1,530 1,530 1,520 1,535 1,550 1,575 1,585 1,575 • Warden 2,692 2,690 2,695 2,705 2,710 2,710 2,720 2,730 2,745 2,765 2,800 Wilson Creek 205 205 205" 209+ 205 205 205 218+ 210 215 215 Grays Harbor 72,797 72,900 73,150 73,200 73,300 73,110 72,820 72,970 73,610 74,160 74,720 Unincorporated 28,438 28,555 28,610 28,615 28,635 28,475 28,110 28,190 28,320 28,410 28,675 incorporated 44,359 44,345 44,540 44,585 44,665 44,635 44,710 44,780 45,290 45,750 46,045 Aberdeen 16,896 16,870 16,890 16,860 16,850 16,780 16,780 16,740 16,760 16,880 16,890 Cosmopolis 1,649 1,645 1,640 1,650 1,645 1,640 1,650 1,660 1,665 1,680 1,695 Elma 3,107 3,115 3,110 3,115 3,130 3,135 3,145 3,145 3,360 3,375 3,410 Hoquiam 8,726 8,650 8,655 8,620 8,625 8,575 8,580 8,560 8,560 8,540 8,540 McCleary 1,653 1,655 1,655 1,655 1,660 1,680 1,685 1,695 1,760 1,790 1,815 Montesano 3,976 4,010 4,050 4,070 4,075 4,095 4,105 4,120 4,155 4,175 4,175 Oakville 684 685 690 690 690 685 695 690 690 695 695 Ocean Shores 5,569 5,615 5,745 5,815 5,880 5,935 5,955 6,055 6,220 6,490 6,690 Westport 2,099 2,100 2,105 2,110 2,110 2,110 2,115 2,115 2,120 2,125 2,135 Island 78,506 78,800 79,350 79,700 80,000 80,600 82,910 82,790 83,860 84,820 85,530 Unincorporated 53,565 53,700 54,215 54,665 55,090 55,600 57,460 56,880 58,000 58,730 59,500 Incorporated 24,941 25,100 25,135 25,035 24,910 25,000 25,450 25,910 25,860 26,090 26,030 Coupeville 1,831 1,855 1,880 1,890 1,895 1,900 1,905 1,905 1,905 1,925 1,925 Langley 1,035 1,045 1,055 1,065 1,075 1,100 1,135 1,165 1,175 1,195 1,195 Oak Harbor 22,075 22,200 22,200 22,080 21,940 22,000 22,410 22,840 22,780 22,970 22,910 Jefferson 29,872 30,050 30,175 30,275 30,700 30,880 31,090 31,360 31,590 31,900 32,190 Unincorporated 20,759 20,870 20,990 21,050 21,345 21,500 21,605 21,860 22,045 22,290 22,525 Incorporated 9,113 9,180 9,185 9,225 9,355 9,380 9,485 9,500 9,545 9,610 9,665 Port Townsend 9,113 9,180 9,185 9,225 9,355 9,380 9,485 9,500 9,545 9,610 9,665 King 1,931,249 1,942,600 1,957,000 1,981,900 2,017,250 2,052,800 2,105,100 2,153,700 2,190,200 2,226,300 2,260,800 Unincorporated 325,000 285,265 255,720 253,100 252,050 253,280 245,920 247,060 247,240 248,275 249,100 Incorporated 1,606,249 1,657,335 1,701,280 1,728,800 1,765,200 1,799,520 1,859,180 1,906,640 1,942,960 1,978,025 2,011,700 Algona 3,014 3,055 3,070 3,075 3,090 3,105 3,175 3,180 3,180 3,190 3,210 I Auburn part 62,761 63,050 63,390 64,320 65,350 65,950 67,340 69,060 70,650 71,740 71,960 I Beaux Arts Village 299 300 300 290 295 300 300 300 300 300 300 Bellevue 122,363 123,400 124,600 132,100 134,400 135,000 139,400 140,700 142,400 145,300 148,100 Black Diamond 4,153$ 4,160 4,170 4,170 4,180 4,200 4,305 4,335 4,360 4,525 5,205 April 1,2020 Population of Cities,Towns and Counties Used for Allocation of Selected State Revenues State of Washington , County Census Estimate Estimate Estimate Estimate Estimate Estimate E$Itimate Estimate Estimate Estimate Municipality 2010 2011 2012 2013 2014 2015 2016 2017 2018 2019 2020 Lincoln - 10,570 10,600 10,675 10,675 10,700 10,720 10,640 10,700 10,810 10,960 11,050 Unincorporated 5,081 5,110 5,185 5,230 5,305 5,305 5,240 5,280 5,370 5,495 5,580 Incorporated 5,489 5,490 5,490 5,445 5,395 5,415 5,400 5,420 5,440 5,465 5,470 Almira 284 285 285 285 280 280 275 ' 275 275 275 275 Creston 236 235 235 235 230 230 225 225 225 225 225 Davenport 1,734 1,735 1,730 1,700 1,685 1,685 1,690 1,700 1,715 1,730 1,740 - Harrington 424 420 420 420 415 420 415 415 415 415 415 Odessa 910 910 915 905 900 905 900 1 905 905 910 905 • Reardan 571 575 575 575 570 570 575 570 575 580 580 Sprague 446 445 445 445 440 445 440 440 440 440 440 Wilbur 884 885 885 880 875 880 880 890 890 890 890 Mason 60,699 61,100 61,450 61,800 62,000 62,200 62,320 63,190 64,020 64,980 65,650 Unincorporated 50,865 51,245 51,580 51,825 52,005 52,130 52,250 53,070 53,880 54,760 55,260 Incorporated 9,834 9,855 9,870 9,975 9,995 10,070 10,070 110,120 10,140 10,220 10,390 Shelton 9,834 9,855 9,870 9,975 9,995 10,070 10,070 10,120 10,140 10,220 10,390 Okanogan 41,120 41,200 41,425 41,500 41,700 41,860 41,730 42,110 42,490 42,730 43,130 Unincorporated 24,780 24,805 25,085 25,110 25,120 25,320 25,090 25,400 25,720 25,920 26,220 Incorporated 16,340 16,395 16,340 16,390 16,580 16,540 16,640 16,710 16,770 16,810 16,910 Brewster 2,370 2,365 2,355 2,370 2,380 2,395 2,395 2,400 2,405 2,405 2,420 Conconully 210 220 215 220 230 230 230 230 235 235 235 Coulee Dam part 911 910 915 915 915 910 915 915 915 915 915 ; Elmer City 238 240 235 235 240 285• 290 290 290 290 290 Nespelem 236 235 235 235 235 245 245 ' 245 245 245 245 Okanogan 2,552 2,585 2,535' 2,560 2,595 2,580 2,595 2,610 2,620 2,640 2,665 Omak 4,845 4,845 4,835 4,830 4,840 4,900 4,925 14,925 4,935 4,940 4,955 . Oroville 1,686 1,690 1,715 1;715 1,700 1,695 1,710 1,705 1,705 1,700 1,700 Pateros 667 665 665 665 665 525 560 580 585 585 595 Riverside 280 280 280 280' 290 285 285 285 285 285 290 Tonasket 1,032 1,025 1,020 1,020 1,110 1,110 1,110 1 1,110 1,110 1,110 1,115 Twisp 919 925 930 940 945 945 950 970 975 980 985 Winthrop 394 410 405 405 435 435 430 445 465 480 500 Pacific 20,920 20,900 20,970 21,000 21,100 21,210 21,180 21,250 21,420 21,640 21,840 Unincorporated 14,073 14,070 14,115 14,125 14,225 14,320 14,285 14,360 14,500 14,710 14,770 Incorporated 6,847 6,830 6,855 6,875 6,875 6,890 6,895 6,890 6,920 6,930 7,070 Ilwaco 936 935 940 940 945 945 945 945 965 965 965 Long Beach 1,392 1,390 1,400 1,410 1,410 1,420 1,430 1,440 1,445 1,455 1,550 Raymond 2,882 2,870 2,890 2,895 2,890 2,905 2,900 I 2,885 2,885 2,885 2,910 South Bend 1,637 1,635 1,625 1,630 1,630 1,620 1,620 1,620 1,625 1,625 1,645 Pend Oreille 13,001 13,000 13,100 13,150 13,210 13,240 13,290 13,370 13,540 13,740 13,850 Unincorporated 9,810 9,790 9,890 9,945 9,985 10,030 10,085 10,140 10,310 10,485 10,550 Incorporated 3,191 3,210 3,210 3,205 3,225 3,210 3,205 3,230 3,230 3,255 3,300 Cusick 207 210 210 205 205 200 200 205 205 205 220 lone 447 445 445 445 445 440 440 445 445 450 450 Metaline 173 175 175 175 185 175 180 170 170 170 170 Metaline Falls 238 240 240 240 240 235 235 240 240 240 245 Newport 2,126 2,140 2,140 2,140 2,150 2,160 2,150 2,170 2,170 2,190 2,215 Pierce 795,225 802,150 -808,200 814,500 821,300 830,120 844,490 859,400 872,220 888,300 900,700 Unincorporated 366,738 372,110 375,955 378,495 381,970 386,050 392,260 450,480 409,020 420,000 426,200 Incorporated 428,487 430,040 432,245 436,005 439,330 444,070 452,230 458,920 463,200 468,300 474,500 • (Auburn part 7,419 7,655 7,850 8,915 9,280 - 9,595 9,720 ,9,900 9,965 9,980 9,9801 Bonney Lake 17,374 17,500 17,730 18,010 18,520 19,490 20,000 20,500 20,940 21,060 21,390 Buckley 4,354 4,345 4,365 4,370 4,430 4,440 4,550 4,670 4,765 4,885 5,080 Carbonado 610 610 610 610 610 615 635 665 665 665 685 DuPont 8,199 8,430 8,640 8,855 9,175 9,250 9,330 19,385 9,385 9,425 9,525 Eatonville 2,758 2,775 2,785 2,815 2,840 2,880 2,925 12,950 2,955 2,970 3,010 Edgewood 9,387 9,405 9,425 9,460 9,525 9,615 9,735 10,420 10,990 11,390 12,070 Enumclaw part 0 0 0 0 0 0 0 1 0 0 0 0 Fife 9,173 9,220 9,235 9,290 9,405 9,545 9,910 10,100 10,100 10,140 10,200 Fircrest 6,497 6,500 6,525 6,540 6,555 6,575 6,625 6,640 6,710 6,770 6,790 Gig Harbor 7,126 7,200 7,340 7,670 7,985 8,555 9,065 9,560 10,320 10,770 11,240 Lakewood 58,163 58,190 58,260 58,310 58,360 58,400 58,800 59,280 59,350 59,670 60,030 Milton part 6,137 6,140 6,150 6,345 6,350 6,375 6,625 6,705 6,705 6,735 6,805 Orting 6,746 6,770 6,790 6,930 7,065 7,290 7,535 7,835 8,105 8,380 8,635 Pacific part 92 85 85 85 80 70 55 1 55 40 35 30 Puyallup 37,022 37,240 37,620 37,980 38,670 38,950 39,850 40,500 41,100 41,570 42,700 Roy 793 795 805 805 805 805 805 815 815 820 820 Ruston 749 750 755 795 830 905 935 975 990 1,005 1,040 South Prairie 434 435 435 435 435 435 435 435 435 480 500 Steilacoom 5,985 6,000 6,015 6,040 6,060 6,115 6,170 6,410 6,425 6,450 6,505 -----* 1 CITY OF A„ _ - .. _ _ ..... , ....„.„ ...,„ ,..„- ..,.....„ WASH I NGTON CITY OF AUBURN • 2021 - 2025 WATER USE EFFICIENCY PROGRAM • ..._ . . ,-'$;,--- • . .. '' '';„,„,yo',1„.,74..,,,,,,;,..4. . , .-- . . ' 'e•,- .I'.:. ....-Iir . . . .. .1....6.‘, ,. ,,,,,#,:,, :1 ••,--",-.',..- ..4,,,,,,,,..4 . if.' . ' ''..'''' '''. • '-'','-At.' . ';''' '' - ..•.... .. , k''''',..''t'7.:0 f'''‘'''• ?I' . A ' . • , ..,',,,,,,. _ --'. ,'” ,:,' ..,61t.,-1- - ,, • --,. - . . 1.4,1.iff ' "1": I "K •. . i•-- *: ' s,-,.."0.'_ . , , .4k,,,,,,, , .-. ?,• ,f.'....—, Pi ,. ',, --* to kv , , \''s:' .=•, v.I.,- 4904 frig. ,,-.k.,-., ..'''',i. ,,, ..4,:r: T--4,--- . , a -,: .;, ..• .... ,- q;'''ft ' ' .• '''":- .4 "Ikerg 1 :4::' '1 '.-'' .'1g:' ,,,ti- ' t '0,,,Ci.-,:.,."-.,'•z .' 44,“:,e-4-4,,, ...---.., . , 1,,; *,4,,,, r,..A.,#r 11 ,.'10 , ,. ',--. „ ,:''.r*,,; fv, '',,''z52"44',5. '';';,..:-'..; „': li.,'.7,'t.. of.,' 'J.::.. .3%. e'•4 • I . . „...i. - .7"'' k•,- 't' - ..;,.. , . . ., _ `,,- , ;,.---y.' -14,„:44-' "I'",,I,14;,,,,,re?' ,4:-,,,,cf.717 )ii.11,411:71,..,‘r,"•,:.1-,t...,, ,,:..4;,.,..741 ago.: L.;,,, ''/ '',---;:ft,.'r -'-•-57'1' '''- -. '. • ' ,.....• yo Is: _ •- .. 20.: I I._ ...., , _ . -.. .1 ....,-- . 1 . Ni........ - NI ... . . . .. , . . . • „,., . . . . .. :, • _,. ... _ ,-1-,--1 1:-.4...,..,,,-.- ..,, ., , . :: .. ., - -,..-.........,...;? .• --;). -4,' ...-r."x`, . . . . .. • WATER USE EFFICIENCY As populations continue to climb, demand for limited water supplies is steadily increasing in the Pacific Northwest. Efficient water use is critical for water systems to support growth in their communities and support the environment and recreation: The efficient use of water helps ensure reliable water supplies are available for the City of Auburn (City)well into the future. It is important to the City to not only conserve water, which reduces use, but also promote efficient use, which both conserves water and reduces wasteful uses. The purpose of this document is to provide an analysis of the City's historic water conservation program _ and to evaluate the existing andproposed conservation and water use efficiency measures. This document is formatted into two sections. The first section analyzes the previous conservation programs by examining how it was formed, it's program and goals, and analyzes the savings. The second section presents the City's new 2021 Water Use Efficiency (WUE) Program, and includes the new requirements, measures, and demand savings anticipated from the program. 1 PRIOR CONSERVATION PROGRAMS 1.1 History The first formal water conservation program was developed by the City in 1995, one year after the Washington Department of Health (DOH)jointly published conservation guidelines, as described below. The City's program included several conservation activities such as school outreach, program promotion, leak detection, meter repair/replacement, and conservation pricing. The City enhanced the program in 2001, 2009, and in 2015. The 2015 program will provide the basis of the historical review in this chapter. The City's 2021 WUE Program follows DOH's 2017 Water Use Efficiency Guidebook, while building off previous plans. Therefore, it is worth noting that in preparing previous plans the City reviewed the 1990 South King County Coordinated Water System Plan (CWSP), and Washington Department of Ecology's 1994 Conservation Planning Requirements (CPR) - Guidelines and Requirements for Public Water Systems Regarding Water Use Reporting, Demand Forecasting Methodology, and Conservation Programs, and the Water Conservation Bibliography for Public Water Systems by the US Army Corps of Engineers. 1.2 Regulatory Requirements The Washington Water Utilities Council, DOH, and Department of Ecology jointly developed the CPR. Interim guidelines were first established in 1990, and subsequently finalized and approved in 1994. The DOH published the CPR in 1994, which was the basis of the City's 1995 and 2001 conservation programs. July 2021 — DRAFT 1 In 2003, the Washington State Legislature passed Engrossed Second Substitute House Bill 1338, better known as the Municipal Water Law, to address the increasing demand on our state's water resources. The law established that all municipal water suppliers must use water more efficiently in exchange for water rights certainty and flexibility to help water municipal suppliers meet future demand. The Legislature directed the DOH to adopt an enforceable WUE Program, which became effective on January 22, 2007. The WUE Program replaced the CPR, and emphasizes the importance of measuring water usage and evaluating the effectiveness of the water supplier's WUE Program. 1.3 Previous Program Goals and Historical Water Usage The City's 2015-2020 WUE Program was a continuation of the 2009-2014 Program, with specific enhancements to the program to comply with WUE regulations and create an emphasis on efficient water usage rather than only conservation. The program goals were set per the WAC 246-290-830(4)(a)through a public process and posted to the City's website in October 2014. The goals for the 2015-2020 Program targeted a 1 percent reduction per year in Equivalent Residential Unit(ERU) values. The City also wanted to raise the visibility and performance of the Conservation Program by becoming a community leader in waterconservation through example and public education. As part of that leadership,the City supported and participated in applicable regional plans in order to maintain a reliable and adequate supply of water for the region. In 2013, the planning ERU value was 195 gpd per ERU, based on the 75th percentile of the previous six years of data. The 2020 (current) planning ERU value is 179 gpd per ERU, which was also based on the 75th percentile of the previous seven years of data. This equates to a 1.1 percent annual decrease in the planning ERU value. The annual water use per Single Family account from 2014 through 2020 used to calculate the planning ERU value is shown in Table 1. Table 1 Historical Annual Water Use Per Account(gpd/account) Year Single Family/Duplex 2014 174 2015 179 -- -- 2016 170 2017 176 2018 193 - -_�------- — 2019 _ _---- 169 2020 179 Average j _ 177 75th percentile 179 ERUs per Account 1.0 July 2021 –DRAFT 2 Seasonal water use can have a huge impact on the system's ability to deliver water during peak demands. The winter months generally show a steady monthly usage, while summer months typically show an increase, peak, and decrease in watr usage. Historically, single- family residential customer class has produced a large peak in the summer months. This peaking is quantified in the MDD to ADD peaking factor presented in Table 2. The 75th percentile of the MDD to ADD peaking factor for the period between 2012 and 2020 is 1.85, which is slightly above the previous plan of 1.82. The City would like to decrease peak use and has included it as a new goal in the 2021-2025 WUE Program. Table 2 Historical Annual ADD, MDD, Peak Day and Peaking Factor Average Maximum Date of ( Max Day/ Annual. Day Day , Maximum Avg Day Production . Demand Demand Day Peaking Year (MG/year) • . (mgd) (mgd) Demand Factor 2012 2,728 7.64 12.08 8/16/2012 1.58 2013 2,710 7.43 12.07 8/21/2013 1.62 2014 2,764 7.30 12.97 8/6/2014 1.78 2015 2,763 7.58 13.16 6/16/2015 1.74 2016 2,871 7.85 14.53 8/16/2016 _ 1.85 2017 2,484 " 6.80 12.54 X7/26/2017 1.84 2018 2,458 6.73 13.61 7/11/2018 j 2.02 2019 2,392 6.55 11.29 8/1/2019 1.72 2020 2,291 6.26 13.62 8/27/20202.18 Average 2,607 _ 7.13 12.87 "--------'_ 1.82 Percentile 2,763 7.58 13.61 1.85 1.4 Historical Distribution System Leakage Distribution system leakage (DSL) is a significant element of the WUE requirements. It is calculated as the difference between the total amount of water produced and the sum of water sold and authorized unmetered water usage. It may include inaccurate master and service connection meters, unaccounted-for non-revenue water use, pipeline leakage, and unauthorized use. DSL does not include authorized water usage such as water used for fire protection, flushing, construction, and other maintenance and operations practices. However, to be credited, this must be accounted for by metering or by estimating water use with credible means. All water that is not authorized is considered distribution system leakage. The DOH requires the 3-year average DSL to be under 10 percent to minimize water waste. The historical 3-year rolling average DSL ranged between 3.4 percent and 9.7 percent for the period from 2013 to 2020. July 2021 -DRAFT 3 2 2021-2025 WATER USE EFFICIENCY PROGRAM The 2021-2025 WUE Program will be a continuation of the City's current WUE Program. Program measures have been expanded, reflecting the City's increased service population of over 50,000 people. The program has also been updated to leverage the City's investments in improved SCADA, leak detection, and Advanced Metering Infrastructure (AMI). The 2021 Plancomplies with regulations as set forth in WAC 246-290-830 and DOH's 2017 Water Use Efficiency Guidebook. This section summarizes the program's goals, demand and supply side measures, reclaimed water, and DSL. The projected demand with the conservation goals, program budget, and cost savings are also presented. 2.1 Program Goals Per the WAC 246-290-830(4)(a), all water purveyors with 1,000 or more connections were required to set efficiency goals through a public process. The City has chosen to focus on implementing voluntary measures to decrease both the average and peak water usage. The 2021 program has established the following goals: • Water Use per ERU: Decrease the planning ERU value (gpd/ERU) 1 percent annually from the current planning ERU value of 179 gpd/ERU, which is the 75th percentile of 7 years of historical data (2014-2020). Revaluate goal when the planning ERU value reaches less than 172 gpd/ERU. • MDD/ADD Peaking Factor: Decrease the planning peaking factor from the current 1.85, which is equal to the 75th percentile of 7 years of historical data (2014-2020), to a planning peaking factor of less than 1.72. • Distribution System Leakage: Maintain 3-year average DSL under 10 percent to minimize water waste. • Customer Support: To provide the service and support necessary to those water customers expressing a desire to conserve water as a part of their environmental ethic and as a means of minimizing water bills. • Regional Support: To support and participate in the South King County CWSP and other applicable regional plans in order to maintain a reliable and adequate supply of water for the region. The WUE Program measures, as summarized below, are designed to help meet these established goals. 2.2 Program Requirements The WUE requirements emphasize the importance of measuring water usage and evaluating the effectiveness of the City's program. There are three fundamental requirements of a WUE Program that the City follows: July 2021 —DRAFT 4 • Planning Requirements— Municipal water suppliers are required to: — Collect data. — Forecast demand. — Evaluate WUE measures. — Calculate DSL. — Implement a WUE Program to meet their goals. • -- Distribution Leakage Standard —Municipal water suppliers are required to meet a distribution system leakage standard to minimize water loss from their distribution system. • Goal setting and performance reporting —Municipal water suppliers are required to set WUE goals through apublic process and report annually to their customers and DOH. 2.3 Mandatory Measures The WUE Program includessupply side measures that the City implements to understand and control leakage including new meters, leak detection surveys, and water audits. Per the WUE requirements, the following measures shall be continued for the 2021-2025 WUE program: • Install production (source) meters. • Install consumption (service) meters. • Perform meter calibration. • Implement a water loss control action plan to control leakage if the 3 year rolling average exceeds 10 percent. • Educate customers about water use efficiency practices. • Establish rates that encourage water demand efficiency. See Chapter 11 of 2015 Comprehensive Water Plan for discussion on water rates. • Evaluate reclamation opportunities. 2.4 Distribution System Leakage DSL is a significant element in the City's WUE Program. In the past, distribution leakage was referred to as "unaccounted-for-water". To limit DSL, the City has ongoing leak detection, meter calibration, and an active repair and replacemlent program for water system infrastructure. Additionally, the City has recently increased its efforts to reduce non- payment of bills and water theft. Further, the City has updated its SCADA and implemented AMI during the 2015-2020 period. These investments significantly increase the City's ability to measure DSL both July 2021 —DRAFT 5 temporally and geographically. The resulting information allows the City to better target its WUE activities to reduce DSL. 2.4.1 Increasing Effectiveness of the WUE Program with AMI The City implemented AMI throughout the system during the 2015-2020 program period. AMI provides a new tool to improve the effectiveness of the WUE Program measures. AMI provides detailed water use data for each customer that allows the City to better understand water use patterns and target WUE Program measures to specific customers. Data is sent 6 times each day and is stored in 15-minute intervals indefinitely. Below is a summary of how the City uses AMI. • Run continuous consumption reports daily to identify customer leaks. - •. Detect service leaks sooner resulting in reduced costs for Service Replacement program and Leak Detection program. • Use meter tamper and other daily alarms to reduce water theft. • Compareproduction and customer water use to calculate DSL on a monthly basis. • Implement a customer portal to provide additional reporting options to educate customers, such as their peak water use. 2.5 2015-2020 Demand-Side Program Measures The City has incorporated program measures that target reductions in customer usage, saving the customers money without reducing the quality of service. Under the WUE requirements, a program measure may include water efficient devices, actions, business practices, or policies that promote efficient water use. With 15 measures as part of the 2021 Program, the City exceeds the minimum DOH requirement of 12 measures. WUE measures can target specific customer classes or a combination of customer classes. The City's demand-side program measures are summarized below. 1. School Outreach: School programs will continue to be arranged to educate students on efficient water usage. The City has partnered with Nature Vision to provide classroom education for grades K through 12. This program provides hands-on activities to teach water conservation, water supply, groundwater and surface water protection, and the water cycle. The City will conduct alternative or additional outreach if requested by schools. 2. Speakers' Bureau: The City will seek speaking opportunities to discuss water use efficiency with a wide-audience spectrum. Topics could include water efficient fixtures and appliances, curbing seasonal peak demands, lawn watering practices, etc. 3. Program Promotion: The City will seek opportunities for public service announcements for water use efficiency, and submit news articles to local papers July 2021 —DRAFT 6 and Auburn City Magazine on efficient water usage especially during the spring and summer months. Additional information is published on the City's website 4. Theme Shows/Fairs: The City hosts an annual Kids Day fair. The fair includes a wide range of activities for all ages of kids. As part of the fair, the City has fun water related activities and provides water efficiency brochures and other materials. The City will conduct outreach at other Theme Shows/Fairs if requested. 5. Water Audits: The City will conduct a water audit upon the request of a customer, including industrial, commercial, and institutional customers. The audits will review items such as: recirculation of cooling water, reuse of cooling and process water, reuse of treated wastewater, efficient landscape irrigation, low water using fixtures, fixing leaks, and process modifications. 6. Customer Leak Detection: The City identifies potential leaks through investigation of the water meter upon request of customers. The City's AMI system identifies smaller leaks and allows the City to notify customers of a potential leak within a couple days of the leak starting. 7. " Bills Showing Consumption History: The City will continde to provide customer bills showing the previous year's water usage. The City is evaluating AMI customer portal options that will educate customers on their water use, alert them to leaks in real time, and identify opportunities to reduce their peak water use to help the City meet its goal of reducing the MDD:ADD ratio. 8. Water Saving Device Kits: The City will participate in distribution of water use efficiency kits through education events such as speakers' bureaus, theme shows, fairs, and through bill insert request forms. 9. WUE Pricing: The City has an inverted block rate structilre for single-family residential customers to encourage WUE. The City will consider WUE in future cost of service/rate studies. Studies will determine the most appropriate water structures and rate levels to achieve the City's WUE goals, while generating sufficient revenues for utility operations. The studies consider uniform rates by class, inverted block rates, seasonal rates, and excess use rates. 10. Water Efficient Toilet Rebate Program: The City will continue to provide rebates to customers that replace old toilets with new high-efficiency toilets through their EPA WaterSense Toilet Rebate program. 11. Low-Flow Shower Heads Giveaways: The City gives aw1ay free low-flow shower heads at the Utility Billing Counter. 12. School Outdoor Water Use Reduction: The City will target schools in an effort to reduce their outdoor water consumption. Water audits and education on benefits of replacing inefficient irrigation systems or landscaping (including turf)will be conducted. 13. City Water Use Reduction: The City will audit the water use of City accounts in an effort to identify both indoor and outdoor water saving opportunities. The Water Utility staff will help educate City account holders on WUE; however, no water budget has been allocated to implement water saving devices at City facilities. July 2021 — DRAFT 7 14 Landscape Workshops: The City will seek opportunities to educate homeowners on water saving landscaping. 15. Rainwater Harvesting: The City will evaluate implementation of a rainwater harvesting (rainwater reclamation) promotion program as a means to reduce _ irrigation water usage by commercial, public and residential customers. The City Stormwater Utility's requirement to use Low Impact Development (LID) measures, where feasible,.strives to keep rainwater on the property, further reducing irrigation demands. WUE measures can result in savings in energy and cost, both for the City and its customers, as described below: • ' Reduced water use can result in significant customer energy savings because water heaters are the second largest energy users in the home. Hot water use can be reduced almost one-third by cost-effective WUE measures, such as water efficient - fixtures and appliances. Significant energy savings can also occur for industrial processes requiring water heating and other power uses. • Efficient landscaping and irrigation techniques save on maintenance costs. • Reductions in water production decrease the energy costs incurred to treat and distribute water and to collect and treat wastewater. Chemical costs are also reduced in water and wastewater operations. • 'Actions that result in water production cost savings include: — - Identification of non-revenue water could result in recovery of unbilled revenue from inaccurate meters and reduced unauthorized water usage (theft). — Leak detection helps prevent major main breaks, which could result in significant repair costs as well as lost water for sale. — Leak detection reduces the City's liability by preventing potential property damage. — Repair and/or replacement of service and source meters allows the City to recover unbilled water revenues. 2.6 Reclaimed Water According to WAC 246-290-100 and the WUE requirements, water systems with over 1,000 connections must collect and evaluate information on reclaimed water opportunities. The City is committed to wastewater reuse and rainwater reclamation. The City monitors opportunities for use of King County's reclaimed water through the City's involvement in the Metropolitan Water Pollution Abatement and Advisory Committee (MWPAAC) and Regional Water Quality Committee. Additionally, the City has completed the King County Water Reclamation Evaluation Checklist (see Appendix J in the 2015 Comprehensive Water Plan). Currently, there are no reclaimed water users in the City. The City considers the most likely users of reclaimed water to be the irrigation customer class. Total irrigation use July 2021 —DRAFT 8 just from dedicated irrigation meters for 2020 was 0.40 million gallons per day. Irrigation from residential customers was significantly more. The City has also identified that it may be possible for three large users to use reclaimed water(Boeing g, Emerald Downs, and Supermall/Walmart); however, these users have not confirmed an interest in using reclaimed water and there is not currently a reclaimed water source in the area. The City will implement reclaimed water as a conservation measure and include this savings in the demand projections when specific opportunities,arise. The City, in conjunction with King County, may develop projects or consider participation in water reuse projects and programs developed by adjacent jurisdictions and others as appropriate. The efforts may include demonstration or pilot projects developed in accordance with applicable federal, state, and local laws and regulations. 2.7 Budget The City has established a budget for outside expenditures for applicable program measures from 2021-2025, shown in Table 3. Program Measure budgets coincide with the biannual budget. Budgets increase by three to four percent on,average over the period. Table 3 2021-2025 Budget for Each Program Measure I � Measure 2021 2022 2023 2024 2025 1.School Outreach ' $20,000 $20,000 $22,000 $22,000 $24,000 2.Speakers' Bureau* $1,500 $1,500 $1,550 $1,550 $1,600 3.Program Promotion* $2,000 $2,000 $2,200 $2,200 $2,400 4.Theme Shows/Fairs, 14.Landscape $6,350 $6,350 $6,400 $6,400 $6,450 Workshops 5.Water Audits, 6.Customer Leak Detection, $15,000 $15,000 $16,000 $16,000 $17,000 12.School Outdoor Water Use Reduction, 13.City Water Use Reduction, and 15.Rainwater Harvesting* 7.Bills Showing Consumption History* $2,000 $2,000 $2,200 $2,200 $2,400 • 8.Water Saving Device Kits $6,000 $6,000 $6,500 $6,500 $7,000 9.Conservation Pricing* $9,000 $9,000 $9,200 $9,200 $9,400 10.Toilet Rebates and 11.Low-flow Shower $5,000 $5,000 $5,500 $5,500 $6,000 Heads Totals $66,850 $66,850 $71,550 $71,550 $78,250 *City labor costs only July 2021 -DRAFT 9 Table 4 shows the City's budget for required WUE measures through the planning period. Table 4 2021-2025 Budget for System Required WUE Measures Measure 2021 2022 2023 2024 2025 Leak Detection & Repair $8,000 $8,000 $8,500 $8,500 $9,000 Large Meter $20,000 $20,000 $22,500 $22,500 $25,000 Test/Repair/Replace Service Line and Meter _ $150,000 $150,000 $175,000 $175,000 $200,000 Replacement* ' Totals _ . $178,000 $178,000 $206,000 $206,000 $234,000 'primarily City labor costs 2.8 Public Participation The City publishes its Water Use Efficiency Annual Performance Report on the Water Utility webpage and summarizes it in the Annual Water Quality Report. The report, which is also submitted to DOH, provides the,City's DSL, date of most recent public forum, WUE goals, description of progress in reaching goals, and additional information on WUE efforts. The City website provides the last three years of Efficiency Reports allowing customers to compare performance between,several years. The City's website also prominently displays its Conservation Promotions, including frequently asked questions and rebate forms, that are also available at the Utility Billing counter. The City has conducted a public process to establish its 2021-2025 WUE Program Effectiveness goals, which are outlined in the next section. A public meeting will be held on August 2, 2021 at 7:00 PM.. Public comments were incorporated into the WUE goals, and are in the Appendix. 2.9 2015-2020 WUE Program Effectiveness The City's water use, both on average and peak demand days, has declined. An aggressive WUE Program is likely a major reason for this decline; however, it is difficult to estimate the actual water savings directly resulting from the City's WUE Program because the measures are not directly quantifiable. Measures such as rebates for high-efficiency toilets and low- flow showerheads, do have a direct water savings per device, but the water savings from installation of water saving devices without requests for rebates is impossible to measure. The impacts on customer water use as a result of public education, which is the main focus of the City's WUE Program, is challenging to measure, as the response of each participant varies greatly. 2.9.1 Future Methods for Measuring Program Effectiveness The existing program effectiveness was evaluated using system-wide historical water use data. Future program effectiveness may measure the effectiveness of the City's WUE July 2021 —DRAFT 10 Program based on targeted public education programs to customers in a particular area. This area could be limited to a particular pressure zone, group;of neighborhoods, etc., but should be an area for which the City can track water use before and after participation in WUE activities or events. Winter months would provide an estimate on indoor water use, since outdoor water-uses, such as irrigation, are kept to a minimum during the winter. Summer months could provide an estimate on total indoor and outdoor water use. The first step would be to establish a baseline from historical information. The second step would be to_evaluate the resulting water use after promoting WUE through targeted activities and events to customers in the defined area. AMI wouldprovide additional capabilities to more easily perform these studies. The water use would be tracked for an additional year to identify seasonal trends. Some consideration would need to be given to variations in weather and economic conditions. Another method would be to perform the same before/after water use analysis for WUE Program participants who volunteer and provide their address. The resulting information would be valuable for the City to correlate its WUE Program efforts with direct water savings for its customers. 2.9.2 Cost Savings The WUE Program primarily provides cost savings in two ways. Reducing demand may reduce or delay capital projects for additional supply and expanded distribution infrastructure. Additionally, reducing DSL can provide additional revenue, as well as increase the efficiency of supplying existing water uses. The City has completed a cost analysis of their proposed WUE Program using historical data and projected annual water.savings. The City has exceeded its WUE Program goal of five percent water use reduction from 2014 through 2020; the actual reduction was nine percent. However, significant portions of the water use savings,may be attributed to the factors other than the WUE Program, such as the economy. To avoid over-estimating cost savings, it was assumed-that the WUE Program only achieved its goal of five percent, rather than the 9 percent reduction; this corresponds to savings of 0.4 mgd of ADD from 2014 to 2020. The City will budget approximately$244,850.00 for the WUE Program in 2021. This budget includes both the WUE Program measures ($66,850.00), and the required measures, ($178,000.00). This annual expenditure is budgeted and expended through the City's operation and maintenance budget. Based on the projected 2021 budget and the estimated annual water savings of 0.06 mgd, projected unit cost of water from the City's program for 2021 is estimated to be $0.0112 per gallon on average. It is important to consider the majority of the WUE budget is for service line and meter replacements,which is a key Utility business practice to maintain accurate billing and payment. Without these costs, the estimated cost for each gallon of water saved by the WUE Program is only $0.0031 per gallon on average. Additionally, WUE plays an important role in reducing the need for new supplies and delaying costly distribution system upgrades. July 2021 —DRAFT 11 2.10 Projected Water Demand The WUE Program is only applicable to retail customers. Wholesale customer demand is not included in projections. The projected water demand for the Retail Water Service Area with and without WUE for the ADD and the MDD are presented in Table 5. Demands are presented for the 15-year planning period, as well as the Ultimate demand. The planning ERU value of 172 gpd/ERU is expected to be achieved in 2025 based on an annual one percent decrease. No further reductions in demand are projected beyond 2025. Figure 1 is a graphical representation of the data in Table 5. Table 5 Retail ADD &MDD with and without WUE Demand 2020 2021 2022 2023 2024 2025 2035 Ultimate ADD w/o 6.35 6.67 7:00 7.35 7.72 7.84 9.15 11.65 WUE ADD w/.WUE .6.26 6.53 6:79 7.06 7.33 7.37 8.07 10.26 Savings 0.09 0.13 0i21 0.29 0.38 0.47 1.08 1.39 % Savings 1% 2% 3% 4% 5% 6% 12% 12% • MDD w/o.. 13.62 13.96 14.31 14.67 15.03 15.32 16.66 21.20 WUE • MDD w/WUE 12.80 12.98 13.16 13.35 13.53 13.63 13.88 17.67 Savings 0.82 .0.98 1:14 1.32 1.50 1.69 2.78 3.53 % Savings 6% 7% 8% 9% 10% 11% 17% 17% July 2021 -DRAFT 12 Figure 1 Demand Reductions from Water 1.1e Efficiency Program 18.00 I i � I 16.00 -- --- — - - - - - -� -- - - -- 14.00 - -- -- ---------- - ---- I � _..-----1-----' ---_._._....�_---- ------ i � I 11 � E 10.00 ZC 8.00 __.__. _......._.... __...,.-.__..,......_____..__.._....-............._.-.-.___._._._._._...._..,.___...._..---r-"'_-. _._.-.....___.._--. _ -... ------ A 1 a 0 6.00 - -- - - - --- ---- - --- - - f 4.00 -- - --- -- - ---- - j 2.00 -- ------_._._._- --- ------.-.._ ._. -', ---- - ---------_ ! i 0.00 1 2020 2021 2022 2023 2024 2025 2035 -._. Year HADD w/0 WUE HADD w/WUE w/o}NUE -.MDD w/WUE As shown in the table, WUE measures are projected to result in an average day reduction inretaildemand of 1.08 mgd by 2035, representing a reduction of approximately 12 percent. A reduction of 0.47 mgd (6percent) is projected by 2025. As shown in the table, WUE measures are projected to result in a reduction in retail MDD of 1.69 mgd (11 percent) by 2025, and approximately 2.78 mgd (17 percent) by the year 2035. 2.11 Summary of Water Use Efficiency Program The City's WUE Program provides for efficient water use and supports continued growth. This program fulfills all the necessary requirements of DOH. The selected program measures will allow the City to meet its WUE goals, resulting in'decreasedwater demand. Measures are interrelated and will help the City achieve its goals to both reduce average water use and peak water use per customer. Public education measures (showing water use in bills, workshops, school outreach, fairs/trade shows, etc.)will continue to be a main focus of the WUE Program to increase customer awareness and knowledge of WUE opportunities. Public education is needed to support the City's other WUE measures and to support reductions in both average and peak water use. Continued appliance rebates and July 2021 —DRAFT 13 shower head give-away help customers implement what is learned in the public education campaign. With the implementation of AMI, it is expected that the City and customers will be able to identify substantially more water loss reduction opportunities than previously possible. Therefore, customer and City leak detection and water audits may have a prominent role in the.2021-2025 WUE Program. The increased water loss reduction activities are expected to support reducing average water use. The program will also continue to provide financial disincentives for excessive water use through metering and WUE pricing. This aspect of the program is likely to help reduce peak water usage further. These measures will result in the City being able to achieve its WUE goals, which results in reduced demand. In conclusion, the City will maintain the target water use efficiency goal of one percent reduction per year in the planning ERU value from 179 gpd per ERU to 172 gpd per ERU by 2025. Additionally, it is the City's goal to reduce the MDD/ADD peaking factor from 1.85 to 1.72..The goals will be reached through implementation of the proposed program measures. July 2021 —DRAFT 14 CITY OF .. .;';1 _ WASHINGTON ENGINEERING DESIGN STANDARDS January 6, 2021 City of Auburn Community Development & Public Works Departments 25 West Main Street Auburn,WA 98001-4998 Approved By: glees ems;, 01/12/2021 Jacob Sweeting, P.E. Date Assistant Director of Engineering Services/City Engineer Issued January 2021 City of Auburn Engineering Design Standards Page 1 TABLE OF CONTENTS 1 General Information 11 1.00 Preface 11 1.01 - Definitions 11 1.02 Contact Information 18 1.03 City Reference Material 18 1.03.01 City of Auburn Surface Water Management Manual (SWMM) 18 1.03.02 City of Auburn Engineering Construction Standards Mlanual 18 1.03.03 Planning Documents 19 1.03.04 InformationalHandouts19 1.03.05 Additional Technical Information 19 1.03.06 Other Reference Material 19 1.04 Deviation from Standards 20 1.04.01 General Deviations 20 1.04.02 Surface Water Management Manual (SWMM) Deviations 21 - 1.05 Appeal of City Engineer's Decision 21 1.06 Changes to Standards 21 1.07 Downtown Sidewalk Design Guidelines 22 1.07.01 Applicability 22 1.07.02 Downtown Sidewalks 23 1.07.03 Street Corners I 24 1.07.04 Street Trees in Grates 25 1.07.05 Pedestrian Crosswalks 25 1.07.06 Lighting and Traffic Signals 26 2 Plan Approval Process 27 2.00 Preface ; 27 2.01 Types of Plans 27 2.01.01 Grading Plans 27 2.01.02 Building Site Plans 27 2.01.03 Public Facility Extension (FAC) Plans 27 2.01.04 Other Plans 27 Issued January 2021 City of Auburn Engineering Design Standards Page 2 2.02 Review and Approval Process 28 2.02.01 Submittals 28 2.02.02 City Review 29 2.02.03 Plan Approval 29 _ 2.02.04 . Project Close Out 30 3 Plan Preparation Requirements 32 3.00 Preface 32 3.01 General Requirements 32 3.02 _ . Plan Format 32 3.03 General Plan Requirements 34 3.03.01 Standard Plan Format 34 3.03.02 Drafting Standards 34 3.04 Plan Sheet Elements 35 3.04.01 Cover Sheet • 35 3.04.02 Temporary Erosion and Sediment Control (TESC) Plan Sheet 36 3.04.03 Grading and Private Storm Drainage Plan Sheet 37 3.04.04 Cross-Section Sheet 38 3.04.05 Detail Sheet 38 3.04.06 Public Storm Drainage Plan Sheet 39 3.04.07 Utility Plan Sheets 40 3.04.08 Utility Profile Sheet 42 3.04.09 Public Street Plan and Profile Sheet 43 3.04.10 Site and Landscape Plan Sheet 49 3.04.11 Site Irrigation Plan sheet 50 3.04.12 Critical Area Restoration/Mitigation 50 3.04.13 Phasing Plans 50 AppendixA—Approval Blocks 52 Appendix B—Standard Notes 53 Appendix C—Deviations 58 Appendix D—Survey Standards 59 Appendix E—Minor Grading Permit Criteria 61 Appendix F—AutoCAD Layers Standards 62 Issued January 2021 City of Auburn Engineering Design Standards Page 3 4 Report Preparation Requirements 64 4.00 Preface � 64 4.01 General Requirements 64 _ 4.02 Report Types and Requirements 64 4.02.01 Geotechnical Reports 64 4.02.02 Stormwater.Site Plan Report 65 4.02.03 Critical Area Report 65 4.02.04 Traffic Impact Analysis 66 4.02.05 Construction Stormwater Pollution Prevention Plan (SWPPP) 66 4.02.06 Other Reports z 66 5 TESC,Clearing and Grading 67 5.00 Preface 67 5.01 TESC Design Criteria • 67 •5.01.01 Temporary Erosion and Sediment Control (TESC) 67 5.01.02 Temporary Sedimentation Systems 67 5.01.03 Construction SWPPP 67 5.02 Land Clearing 67 5.03 Grading 67 5.03.01 Purpose 67 5.03.02 Excavations .- 68 5.03.03 Fills 68 5.04 Retaining Walls 69 5.04.01 Underdrains 69 5.04.02 Rock Walls 70 5.04.03 Block Retaining Walls 70 5.04.04 Reinforced Concrete Walls 70 5.04.05 Mechanically Stabilized Earth Walls(MSE Walls) 70 5.05 Construction Sequence 71 5.05.01 Requirements 71 6 Storm Drainage Facilities 72 6.00 Preface 72 6.01 SWMM Requirements 72 Issued January 2021 City of Auburn Engineering Design Standards Page 4 6.02 Additional Requirements 74 6.02.01 Storm Drainage Pipes and Structures 74 7 Water Facilities 75 7.00 Preface 75 7.01 Water Mains 75 7.01.01 Water Main Sizing 75 7.01.02 Water Main Location 76 7.01.03 _Water Main Fittings 76 7.02 Water Services 77 7.02.01 Domestic Services 77 7.02.02 . Other Services 78 7.03 Water Valves 79 7.03.01 Water Valve Sizing 79 7.03.02 Water Valve Location 79 7.04 Cross Connection Control 79 7.04.01 Domestic Services 80 7.04.02 Irrigation Services 80 7.04.03 Fire Line Connections 80 7.04.04 General 80 7.05 Pressure Reducing Stations 81 7.06 Fire Systems 81 7.06.01. Fire Hydrant Assemblies 81 7.06.02 Fire Sprinkler Systems 82 7.06.03 Fire Flows 83 7.06.04 Fire Authority and Hydrant Access 84 7.07 Public Water Utility Easements 84 8 Sanitary Sewer Facilities 85 8.00 Preface 85 8.01 Sanitary Sewer Mains 85 8.01.01 Sanitary Sewer Main Sizing/Slope 85 8.01.02 Sanitary Sewer Main Location 86 8.01.03 Material Requirements for Sanitary Sewer Systems 87 Issued January 2021 City of Auburn Engineering Design Standards Page 5 8.02 Sanitary Sewer Manholes 88 8.02.01 Sanitary Sewer Manhole Type and Size 88 8.02.02 Sanitary Sewer Manhole Locations 1 89 8.02.03 Sanitary Sewer Manhole Parameters 90 8.03 Side Sewers 90 8.04 Oil/Water Separators 92 8.05 Pressurized Sewer Systems 1 93 8.06 Sanitary Sewer Meters 93 8.07 Public Sanitary Sewer Utility Easements 94 9 Facilities in the Right of Way 1 95 9.0 Preface 95 9.01 Franchise/Public Way Agreement Requirement 95 9.02 Construction,Permit Requirement 95 9.03 Underground Facilities 95 9.03.01 Design Criteria 95 9.03.02 Perpendicular AsphaltTrenching and Restoration Requirements 96 9.03.03 Longitudinal Trenching in Asphalt Pavement 97 9.03.04 Trenching in Cement Concrete Pavement 98 9.03.05 Trenching in Other Right-of-Way Surfaces 98 9.04 Aboveground Facilities 98 9.05 Building and Structure.Related Facilities 99 9.06 Small Wireless Facilities 99 9.06.01 General Requirements 99 9.06.02 Attachments to City Facilities 100 9.06.03 General Pole Requirements 100 9.06.04 Wiring and Conduit 101 9.06.05 Concealment 101 9.06.06 Pole Mounted Antennas and Equipment 101 9.06.07 Non-Pole Mounted Equipment 102 9.06.08 Strand Mounted Small Wireless Facilities 102 10 Streets 103 10.00 Required Public Street Improvements 103 Issued January 2021 City of Auburn Engineering Design Standards Page 6 10.00.01 Half-Street Improvements 103 10.00.02 Additional Improvements 104 10.01 Street Classification and Street Layout 104 10.01.01 Arterials 105 10.01.02 Collectors 108 10.01.03 Local Streets 110 10.01.04 Alleys 115 10.01.05 -Private:Access Roads on Access Tracts or Easements(Shared Driveways) 116 10.01.06 Private Street 117 10.01.07 Cul-de-sacs 118 10.02 Street Geometry 118 10.02.01 Horizontal Curves 118 10.02.02 Reverse Curves 119 10.02.03 Superelevatioris 119 10.02.04 Vertical Grades 119 10.02.05 Vertical Curves 119 10.02.06 Cross Slopes 119 10.02.07 Posted and Design Speed 120 10.02.08 Right of Way 120 10.02.09 Sight Distance 120 10.03 Roadway Width (Travel Way) 121 10.03.01 Inside Through Lanes and Curb Lanes 121 10.03.02 Center Turn Lanes 121 10.03.03 Other Lanes 121 10.03.04 Road Edge 122 10.03.05 On-Street Parking 122 10.04 Roadway Intersections 123 10.04.01 Intersection Spacing 123 10.04.02 Horizontal Approach Angle 124 10.04.03 Intersection Approach Offsets 124 10.04.04 Curb and Right-of-Way Radius 124 10.04.05 Landing Approach 124 Issued January 2021 City of Auburn Engineering Design Standards Page 7 10.05 Driveways 125 10.05.01 Driveway Classifications 125 10.05.02 Driveway Locations 126 10.05.03 Driveway Lay Out 128 10.05.04 Driveway Alignment(Horizontal and Vertical) 129 10.05.05 Driveway Widths 129 10.05.06 Restricted Access Driveways 129 10.06 Sidewalks 129 10.06.01 Sidewalk Widths 130 10.06.02 Meandering Sidewalks 130 10.06.03 Accessibility 130 10.06.04 Curb Ramps 130 10.07 Bikeways 131 10.07.01 Class I Bikeway 131 10.07.02 Class II Bikeway 131 10.07.03 Class III Bikeway 132 10.07.04 Class IV Bikeway 132 10.07.05 Bikeways at Railroad Crossings 132 10.07.06 Bikeways at Roundabouts 132 10.07.07 Bikeways at Signalized Intersections 132 10.07.08 Bikeways at Un-signalized Intersections 133 10.07.09 Bikeway Pavement Markings,Signing,and Striping 133 10.08 Pavement Design 133 10.08.01 Simplified Pavement Design 133 10.08.02 AASHTO Pavement Design 135 10.08.03 Pavement Design Report 136 10.08.04 Permeable Pavements for Roads,Access Tracts,and Shared Driveways136 10.08.05 Pavement Surface Restoration and Preservation 137 10.09 Street Landscaping 137 10.09.01 Landscape Strips 137 10.09.02 Street Trees 138 10.09.03 Ground Cover Planting 142 Issued January 2021 City of Auburn Engineering Design Standards Page 8 10.09.04 Planting Methods and Maintenance 143 10.09.05 Establishment Period 143 10.09.06 Irrigation Systems 143 10.10 Mailboxes 144 10.10.01 Mailbox Locations 144 10.10.02 Mailbox Installation 144 10.11 Illumination -- 144 10.11.01 General 144 10.11.02 Design 144 10.11.03 Lighting Design Schedule 145 10.11.04 Luminaries 145 10.11.05 Light Standards 146 10.11.06 Light Standards Foundations 146 10.11.07 Service Cabinet, Foundation,Conduit 146 10.11.08 Junction Boxes 146 10.12 Survey Monuments 147 10.13 Guardrail 147 10.14 Bollards 147 10.15 Bus Transit Facilities 147 10.15.01 Bus Stops Locations 148 10.15.02 Bus Stops Features 148 10.15.03- Bus Pullout Lanes 148 10.16 Traffic Control Devices 149 10.16.01 Median Islands 149 10.16.02 Mountable Curbs 150 10.16.03 "Pork Chop" Islands 150 10.16.04 Signage 150 10.16.05 Crosswalks 150 10.16.06 Left and Right Turn Lane Channelization 152 10.16.07 Lane Division 152 10.16.08 Painted Islands 152 10.16.09 Two-way Left-turn Lanes 152 Issued January 2021 City of Auburn Engineering Design Standards Page 9 10.16.10 Other Pavement Markings 153 10.16.11 Construction Area Temporary Traffic Control 153 10.16.12- Roadway Barricades 153 10.16.13 Traffic Signals 153 10.17 Traffic.Impact Analysis 154 10.17.01 When Traffic Impact Analyses are Required 154 10.17.02 Elements of a Traffic Impact Analysis 154 10.17.03 Special Uses 155 10.17.04 Mitigation Identification 155 10.17.05 Recommendations 155 10.17.06 Area Circulation Plan 156 10.18 Clear Zone—Lateral Separation 156 11 City Telecommunication Utility 159 11.00 Preface 159 11.01 Design Criteria 159 11.01.01 Conduits 159 11.01.02 Splice Vaults and Pull Boxes 159 Issued January 2021 City of Auburn Engineering Design Standards Page 10 7 Water Facilities 7.00 Preface The design and construction of Public Water Facilities shall conform to the State of Washington Department of Health (DOH) Design Standards for Group A Public Water Systems, the 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. Contact the City of Auburn Engineering Services for specific requirements for the design of pump stations, wells, reservoirs,treatment systems, and other special facilities. 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. Applicants needing to construct public water improvements shall enter into a Developer Public Facility Extension Agreement (FAC) with the City. The City's Permit Center can provide information on this agreement as well as applicable permit and connection fee estimates. 7.01 Water Mains Unless otherwise approved by the City Engineer, all water mains shall be constructed using Special Class 52 Cement Lined Ductile Iron Pipe having standard asphaltic coating on the exterior and cement—mortar lining on the interior. The list of acceptable valves, fittings, and other appurtenances for water facility construction is subject to change as new and improved components become available. Refer to the City of Auburn's Construction Standards manual (latest edition)for the most current information on these requirements. The design of water mains shall meet the requirements in the following subsections: 7.01.01 Water Main Sizing Public water mains shall be sized using the following criteria: A. New water mains shall be sized, as indicated in the City's current Comprehensive Water Plan. For lines not specified in the plan, the mains shall be sized as described in this subsection. B. Water mains in single-family residential areas shall be a minimum of 8 inches in diameter. C. Water mains in multi-family residential and non-residential areas shall be a minimum of 12 inches in diameter. Onsite water main loops, with no possibility of future extension as determined by the City Engineer, serving two or less fire hydrants with no fire line connection may be reduced to a minimum diameter of 8 inches. D. Water mains shall be looped to provide a minimum of two separate connection points to the existing water system, with sufficient valves so that water can be Issued January 2021 City of Auburn Engineering Design Standards Page 75 delivered through either connection point independe t of the other, except where determined to be not feasible by the City Engineer. Such looping will provide more reliable service and water movement hrough the distribution system. E. Water mains shall be sized under fire flow conditions, so that flow velocity shall not exceed 8 feet per second in distribution mains or 5 feet per second in transmission mains. F. Exceptions to the minimum diameter allowed may be made in small cul-de-sacs and in areas where looping of a main is determined to be not feasible. In these cases, the main may be a minimum of 4 inches in diameter after the last fire hydrant connection. If a conflict arises between two or more of these criteria, tl'e water main shall be designed using the largest pipe diameter required. 7.01.02 Water Main Location A. Water mains shall be installed with no less than 42 inches and no more than 72 inches of 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 9.03. C. Water mains shall be located a minimum horizontal distance of 10 feet from buildings and sanitary sewer mains and a minimum horizontal distance of 5 feet from all other utilities. The minimum separation distance is measured from the outside wall of each pipe. D. At crossings between utilities,water mains shall be located a minimum vertical distance of 18:inches above sanitary sewer mains and a minimum vertical distanceof 12 inches from all other underground utilities, and shall be in conformance with the applicable sections of the State of Washington Department of Ecology's "Criteria for Sewage Works Design" manual (DOE Manual) unless modified herein. E. -Water mains shall be extended through the full width of the property to be served. Where deemed appropriate by the City Engineer, 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 and the main extended to the adjacent property line or right-of-way for future looping of the dead-end main. F. When the potential exists to serve adjacent properties,water mains shall extend through the property being served, through the shared riveway or access tract serving the property(s), or across the entire length of the lot frontage as necessary to serve the adjacent properties, as determined by the City. 7.01.03 Water Main Fittings A. Blowoffs (See City of Auburn Standard Detail W-03 or W-04) are required on dead-end water mains with a diameter of 6 inches or leas;hydrants are required for dead-end mains over 6 inches 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 50 feet of said area or ona short segment(20 feet Issued January 2021 City of Auburn Engineering Design Standards Page 76 or less)where the water main dips under other utilities. Blowoffs shall be placed in a level clear area within the right-of-way or easement, be located as close to the main as possible, and be easily accessible to the City. B. Combination air/vacuum release valves (See City of Auburn Standard Detail W-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 50 feet of said area. Combination air release valves shall be _ placed withina 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 City of Auburn Standard Detail W-01). The City may require restrained joints in lieu of thrust blocking in special conditions. D. Tees shall have flanged joints unless there is no valve against the Tee, in which case the Tee may be flanged or mechanical. Tees shall include concrete thrust blocking (See City of Auburn Standard Detail W-01). When connecting to an existing public water main, a tapping tee and valve may be used, if only a single valve is needed at the tee, or unless otherwise approved or required by the City. E. Tapping tees, are not allowed on commercial fire lines or other water taps needing uninterruptible service; a cut-in tee or installed tee is required. F. Size-on-size taps are not allowed unless authorized in writing by the City Engineer or designee. G. The maximum allowable deflection per joint for ductile iron water mains shall be half of the maximum joint deflection specified by the pipe manufacturer or 4 degrees,whichever is less. 7.02 Water Services See City of Auburn Standard Details W-06,W-13 through W-16a, and W-20. The City owns and shall maintain the water service line from the main to the meter, the meter and setter, the meter radio, the meter tailpiece, and the meter box. The property owner owns and shall maintain the tailpiece connection fitting, shut-off valve, service line after the shut-off valve, 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 include and cease at the valve installed at the point of connection between the main and the fire service line. 7.02.01 Domestic Services Domestic Water 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 water services shall meet the following requirements: A. Each parcel receiving water service shall have its own meter. Non-single family developments with multiple buildings on a single parcel shall have a meter for each building unless otherwise authorized in writing by the City Engineer or designee. B. 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 rights-of-way and easements. The Issued January 2021 City of Auburn Engineering Design Standards Page 77 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 2 inches and smaller. C. Water meters of 3 inches and larger will be purchased from the City and installed by the developer/contractor under City observation. Where vaults are required, the vault roof shall contain a 2-inch port for remote read device. D. Water meters shall be located in a level unobstructed area not subject to vehicular parking or travel, and as close to the City main as possible with the distance not to exceed 50 feet. E. Residential sites shall have water meters placed in landscape strips within the right-of-way, set 2 inches above the finished grade including landscaping and mulch: If no areas are available in the right-of-way that'are not subject to vehicle parking or traffic,water meters may be placed outside the right-of-way in public water utility easements. F. Commercial and industrial sites shall 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. G. Meters may not be placed within sidewalks or pedestrian travel pathways except in cases where obstructions prevent the meter box from being placed behind the sidewalk or in a landscape strip(where a landscape,strip is present). In such conditions, the meter box shall be placed in the sidewalk such that the edge of the meter box closest to the roadway is no closer than 6-inches to the adjacent edge of sidewalk. A minimum of 2 inches shall be maintained between meters boxes. H. The water service diameter and meter size shall be sized per Tables 610.3 and 610.4 of the current Uniform Plumbing Code and, upon request by the City, supporting documentation of the meter size selection provided to the City. The length of the service between the meter and the struct re shall not exceed 300 feet. I. When installing multiple services to a public main, a minimum spacing of 2 feet shall be used between corporation stops, a minimum spacing of 5 feet shall be used between corporation stops and tapping tees, and a minimum spacing of 5 feet shall be used between tapping tees on existing ductile iron mains and 10 feet on all other types of existing water main materials. J. Domestic water services shall be connected to a looped distribution main unless otherwise approved by the City. 7.02.02 Other Services Irrigation and other non-domestic water services shall meet all the above requirements as well as the following: A. An Irrigation meter shall be installed in cases where water is used for landscape purposes by non-single family customers and does not enter the sanitary sewer system. B. For fire sprinkler service line requirements, see Section 7.06.02. C. Cross connection control devices shall be installed per Section 7.04. Issued January 2021 City of Auburn Engineering Design Standards Page 78 7.02.03 Service Abandonment Services shall be abandoned when properties are redeveloped and existing meters will no longer be used.The following actions are required after removal of the meter: A. Obtainthe necessary permits (e.g.,for work in the right-of-way,for meter abandonment) B. Shut off the corporation stop at the main. C. Disconnect the service line from the corporation stop. D. Remove the meter box. E. Restore the roadway or other surface(s)disturbed by construction activities (e.g., trench patch/overlay) 7.03 Water Valves Water valves shall be as specified in the Construction Standards and meet the following additional requirements: See City of Auburn Standard Details W-17 through W-19 for valve box and extensions 7.03.01 Water Valve Sizing Water valves shall be of the resilient wedge gate variety. Butterfly valves shall be placed on water mains 14"or larger in diameter. Valves larger than 12 inches require the valve to be turned with a gear to maintain minimum cover. 7.03.02 Water Valve Location A. Water valves shall be installed along the water mains at a maximum spacing of 400 feet and at the intersection of lateral lines. A maximum of 20 service connections between valves shall be maintained except on dead end residential streets where up to 30 service connections between valves are allowed. B. Water valves shall be located in clusters at tees and crosses 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 shall not be placed within the wheel path of vehicle traffic. E. A gravel or paved road surface may be required within the public water utility easement as needed to allow access to valves and other appurtenances. F. Valves shall be adjusted to final grade in accordance with City of Auburn Standard Detail T-05. 7.04 Cross Connection Control See City of Auburn Standard Details W-22 through W25. Water Systems shall be designed to protect the City water system from contamination via cross connection control in accordance with Washington State Law(WAC 246-290-490), Auburn City Code(ACC),the City's Cross Connection Control Program manual,and these design standards. Premises isolation shall be provided on service connections and proposed building tenant improvements in accordance with these standards. Issued January 2021 City of Auburn Engineering Design Standards Page 79 7.04.01 Domestic Services A. Backflow protection assemblies shall be installed on all new non-single family service_connections. Backflow protection assemblies shall be installed on existing non-single family service connections as directed by the City Cross Connection Specialist. The type of backflow protection assembly shall be as determined by the City Cross Connection Specialists. 1) A Reduced Pressure Backflow Assembly(RPBA)shall be installed adjacent to the meter or at an alternate location where the service line enters the building. RPBA assemblies installed at an alternate location, require the approval of the City, shall have no connections between the meter and the assembly, and shall be installed with adequate drainage to accommodate discharges from the RPBA. 2) A Double Check Valve Assembly (DCVA) for domestic service shall be installed adjacent to the meter, unless installed at an alternate location approved by the City Cross Connection Specialists. 7.04.02 Irrigation Services A. A. backflow prevention assembly shall be installed on all irrigation service connections. The layout of the backflow prevention assembly shall be per City of Auburn Standard Detail W-06 for single family residential services up to 2 inches and per City of Auburn Standard Detail W-20 for non-single family residential services. The minimum level of backflow prevention required shall be-provided by a Double Check Valve Assembly (DCVA) per City of Auburn Standard Detail W-24.A higher degree of protection may be required if deemed necessary by the City Engineer, which may include a Reduced Pressure Backflow Assembly(RPBA)per City of Auburn Standard Detail W-22. B. The backflow prevention assembly shall be installed adjacent to the meter. 7.04.03 Fire Line Connections A. A backflow prevention assembly shall be installed on all tire service connections. The layout of the backflow prevention assembly shall be per City of Auburn City of Auburn Standard Detail W-09 for single family residential services up to 2- inches and per City of Auburn Standard Detail W-20 for non-single family residential services.The minimum level of backflow prevention required shall be provided by a Double Check Valve Assembly (DCVA) per City of Auburn Standard Detail W-24.A higher degree of protection may be required if deemed necessary by the City, which may include a Reduced Pressure Backflow Assembly(RPBA) per City of Auburn Standard Detail W-22. B. The backflow prevention assembly shall be located in the building riser room. 7.04.04 General A. A DCVA shall be installed to provide adequate access four inspection,testing and maintenance. B. A DCVA located outside the building shall be installed in a vault, as described on City of Auburn Standard Detail W-24. Issued January 2021 City of Auburn Engineering Design Standards Page 80 C. A DCVA located inside the building shall be installed per City of Auburn Standard Detail W-25. D. An RPBA shall be installed in an above ground enclosure or at alternate location with no connections between the meter and assembly (see City of Auburn Standard Detail W-23). An RPBA is required for all services utilizing chemicals. E. Prior to installation, 2 sets of backflow prevention assembly plans, including the connection point to the City main,shall be submitted for review and approval by the City. F. Only assemblies listed on the current list of Backflow Prevention Assemblies Approved for Installation in Washington State shall be allowed. This list is maintained by the State of Washington and is available from the City. G. When multiple buildings are proposed on a parcel the building backflow prevention devices shall all be located outside the buildings or all be located • inside the buildings per City of Auburn Standards. 7.05 Pressure Reducing Stations A Pressure Reducing Station shall be installed as required between pressure zones to maintain adequate pressure in the water system. Isolation valves are required upstream and downstream of the station. Contact the City Water Utility Engineer for specific requirements,when applicable. Water system design shall be done so as to minimize the number of pressure reducing stations necessary. 7.06 Fire Systems 7.06.01 Fire Hydrant Assemblies See City of Auburn Standard Details W-07&W-08. Fire Hydrant Assemblies shall meet the following requirements: A. Fire hydrant assemblies shall conform to the standard details listed above. B. Fire hydrant service lines shall be installed at right angles to 8 inch minimum diameter supply mains. C. Fire hydrants shall stand plumb, be set to meet manufacturer's specification for ground bury line, and have a clear, level area around the hydrant with a radius of no less than 60 inches. D. Fire hydrants shall be located no closer than 50 feet to the surrounding structures, or at a distance as determined by the Fire Marshal and approved by the City Engineer. Fire hydrants shall be located such that no portion of the fire hydrant is within 5 feet of any portion of a driveway(including throat, apron,and wings). E. Fire hydrants shall be provided with two 21/2 inch National Standard Thread (NST)hose ports and one 4'/z inch NST by 5 inch 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 firefighting and pumping operations. There shall be at least 18 inches clear from the face of the pumper port to the edge of pedestrian or traveled ways. Issued January 2021 City of Auburn Engineering Design Standards Page 81 G. The service line from the supply main to the fire hydrant shall be 6 inches in diameter unless the service line extends over 50 feet ill length, in which case the service line shall be 8 inches in diameter. H. Fire hydrants shall be installed with a maximum spacing of 600 feet along streets in single-family zones and 300 feet in all other zones. I. The maximum distance allowed from any part of a single-family residential structure to the closest fire hydrant is 450 feet. J. Buildings, other than single-family residences, located with portions of the building more than 150 feet in vehicular travel (see figure below) 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. ti Na Abs I 1 `O i-1 �tt B111LQING. ,�. eri ift- /CO ACCESS.ROAD 7.06.02 Fire Sprinkler Systems Fire Sprinkler Systems shall meet the following requirements: A. Any contractor offering to design,install,test,and/or provide maintenance of fire sprinkler systems in Washington must be licensed with the State Fire Marshal's Office, Licensing Section. B. Fire sprinkler systems shall be required in commercial/industrial and multifamily buildings according to the adopted fire code regulations. Sprinkler systems may be required in single-family residences when determined by the City and the Fire Authority. C. Fire sprinkler supply lines for commercial buildings, unless designed by a Fire Protection Engineer, shall be a minimum of 8 inches in diameter. D. Fire sprinkler supply lines for non-single family buildings shall be connected to a looped water main. Issued January 2021 City of Auburn Engineering Design Standards Page 82 E. Fire sprinkler supply lines shall be separated from the public water main by a valve located at the point of connection. The fire sprinkler supply line shall be installed with a cut-in tee and shall have a 3 valve cluster unless otherwise approved by the City Engineer. F. The design of fire sprinkler supply lines for single-family/duplex shall be in accordance with City of Auburn Standard Detail No.W-09. G. A Washington State Certified Level "U"contractor shall install underground fire sprinkler supply lines in accordance with WAC 212-80-010. Prior to installation, 3 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" maybe attached in lieu of a stamp from the Fire Protection Engineer. H. 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. I. -Fire Department Connections (FDC's)shall be placed within 50 feet of a fire hydrant or as directed by the Fire Marshal. FDC's must be identified and approved by the Fire Marshal. J. New water mains shall be constructed with valves on each side of fire line taps. K. Fire sprinkler systems shall have backflow prevention in accordance with Section 7.04. L. Fire sprinkler,service lines shall not be connected to fire hydrant service lines. M. Flow-through fire sprinkler systems may be installed for single family residential only. Design shall be according to NFPA 13D. Backflow prevention is not required for flow-through systems. 7.06.03 Fire Flows New developments, redevelopment of existing sites, or changes in land use 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 within Auburn Water Service areas are: 1) Single Family Residential: 1,500 GPM @ 2 Hours 2) Industrial/Commercial/Multi-Family: 2,500 GPM @ 3 Hours 3) Additional fire flow may be required per ACC 15.36A. Minimum fire flows outside Auburn Water Service areas shall be determined by the water service provider and the Fire Marshal. Issued January 2021 City of Auburn Engineering Design Standards Page 83 If off-site water system improvements are necessary to meet these requirements, the Developer shall be responsible for said improvements. 7.06.04 Fire Authority and Hydrant Access Fire Authority and hydrant access shall meet the following reghirements: A. Access shall be a minimum of 20 feet wide with a minimum vertical clearance of 13114 feet and capable of supporting 75,000 lbs gross vehicle weight. - B. For 20 feet wide roadways, turns in the access shall be designed using a minimum inside radius of 28 feet and a minimum outsiJe radius of 48 feet.The City can provide a turning template for any situation beyond this. - C. Except as noted otherwise in these standards, access that exceeds 150 feet in length from the face of curb or edge of the existing asphalt of the public road and does not return to a public road shall provide a turnaround within 150 feet of the dead-end. If a hammerhead configuration is utilized for the turnaround, it shall be designed per Figure D103.1 and Table D103.4 in Appendix D of the International Fire Code. If a cul-de-sac is utilized for the turnaround, it shall be designed per the City of Auburn Design Standards. D. Single family residential driveways greater than 150 feet in length from the face of curb or the edge of the existing asphalt to a location where a single family home has all portions of the building no more than 150 feet, as measured by an unobstructed route around the exterior of the building,shall have an 18 foot wide driveway apron and a minimum 20 foot wide paved surface. 7.07 Public Water Utility Easements Public Water Utility Easements are required for the placement, operation,and maintenance of water facilities upon private property. Public Water Utility Easements shall meet the following requirements: A. Public Water Utility Easements shall extend a minimum of 7%feet to each side of the centerline of the main and all water appurtenances. Easements shall extend a minimum of 7%feet either side of the vault walls of pressure reducing stations. Additional easement area may be required for facilities constructed in areas of steep terrain or at greater depths. 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 iplain bond paper with margins acceptable to the County of recording. C. Public Water Utility Easements shall be reviewed by thei City and then recorded in the appropriate County prior to acceptance of the public water main. Issued January 2021 City of Auburn Engineering Design Standards Page 84 CITY OF AuL; Iu �� WASHINGTON ENGINEERING CONSTRUCTION STANDARDS COMPRISED OF PART 1 : SPECIAL PROVISIONS PART 2: STANDARD DETAILS January 6, 2021 City of Auburn Engineering Services Community Development & Public Works Departments 25 West Main Street Auburn, WA 98001-4998 Approved By: 4Z-..1)4‘4, 01/04/2021 Jacob Sweeting, P.E. Date Assistant Director of Engineering Services/City Engineer Issued January 2021 City of Auburn Engineering Construction Standards Intro, Page 1 DIVISION 1: GENERAL REQUIRMENTS 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 2021. WSDOT Standard Specifications for Road, Bridge, and Municipal Construction (English Version) as supplemented and amended by the City of Auburn Special Provisions contained within Part 1 of this document and the applicable and most current published version of City of Auburn Standard Details and Washington State Department of Transportation (WSDOT) Standard Plans for Road and Bridge Construction,as included or referenced in Part 2 of this document. Contractors are required to 'have the City of Auburn Engineering Construction Standards (Parts 1 and 2) and the WSDOT Standard Specifications for Road, Bridge, and Municipal Construction available at the job sate during construction. Contractors must also have-a copy of all City of Auburn Standard Details and WSDOT Standard Plans that are referenced in the Plans 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.qov/Publications/Manuals/PriceList.htm. The City of Auburn Engineering Construction Standards are available online at: http://www.auburnwa.gov/doing business/public works/publications forms.htm It is the responsibility of the user to obtain the most current version and any associated revisions from the City of Auburn. 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 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. Issued January 2021 City of Auburn Engineering Construction Standards Page 2 TABLE OF CONTENTS DIVISION 1 General Requirements 1-1 1-01 Definitions and Terms 1-1 Standard Details 1-3 Standard Plans 1-3 1-04.11 Final Cleanup 1-4 1-05 Control of Work 1-4 1-05.7 Removal of Defective and Unauthorized Work 1-4 1-05.10 Guarantees 1-5 1-05.11 Final Inspection 1-5 1-05.11 Final Inspections and Operational Testing 1-5 1-05.11(2) Final Inspection and Physical Completion Date 1-5 1-05.11(3) Operational Testing 1-6 1-05.12 Final Acceptance 1-6 1-05.17 Oral Agreements 1-7 1-05.18 Construction Record Drawings 1-7 1-06 Control of Material 1-11 1-06.1 Approval of Materials Prior to Use 1-11 1-06.1(2) Request for Approval of Material (RAM) 1-11 1-06.6 Recycled Materials 1-12 1-07 Legal Relations and Responsibilities to the Public 1-12 1-07.1 Laws to be Observed 1-12 1-07.2 State Taxes 1-13 1-07.5(7) City of Auburn Requirements 1-13 1-07.6 Permits and Licenses 1-13 1-07.11(2) Contractual Requirements 1-13 1-07.13(2) Relief of Responsibility for Completed Work 1-13 1-07.13(3) Relief of Responsibility for Damage by Public Traffic 1-14 1-07.15 Temporary Water Pollution Prevention 1-14 • Issued January 2021 City of Auburn Engineering Construction Standards Page 3 1-07.16 Protection and Restoration of Property 1-14 1-07.16(1)A Protection and Restoration of Existing Markers and Monuments 1-15 1-07.16(2)Vegetation Protection and Restoration 1-15 .. ._ 1-07.17 Utilities and Similar Facilities ` 1-15 1-07.17(1)A Disruptions to City Water Services 1-16 1-07.17(1)B(1)Utility Potholing 1-16 1-07.17(2) Utility Construction, Removal, or Relocation by Others 1-17 1-07.18 Public Liability and Property Damage Insurance 1-17 1-07.18(1) General Requirements 1-17 1-07.18(2)Additional Insured 1-18 1-07.18(3) Subcontractors 1-18 1-07.18(4)Verification of Coverage 1-19 1-07.18(5) Coverages and Limits 1-19 1-07.18(5)A Commercial General Liability 1-19 1-07.18(5)B Automobile Liability 1-20 1-07.18(5)C Workers' Compensation 1-20 1-07.18(5)D Excess or Umbrella Liability � 1-20 1-07.18(5)E LHWCA Insurance 1-21 1-07.18(5)J Pollution Liability 1-21 1.07.23 Public Convenience and Safety 1-21 1-07.23(1) Construction Under Traffic 1-21 __ 1-07.23(1)A Dust and Mud Control and Street Cleaning 1-22 1-07.23(1)B Daily Cleanup and Maintenance Items 1-22 1-07.23(2) Construction and Maintenance of Detours 1-23 1-07.24 Rights of Way 1-24 1-07.28 Haul Routes 1-25 1-08 Prosecution and Progress 1-25 1-08.0 Preliminary Matters 1-25 1-08.0(1) Preconstruction Conference 1-25 1-08.0(2) Hours of Work 1-26 1-08.4 Notice to Proceed and Prosecution of the Work 1-26 1-10 Temporary Traffic Control 1-26 1-10.1 General 1-26 Issued January 2021 City of Auburn Engineering Construction Standards Page 4 1-10.2 Traffic Control Management 1-27 1-10.2(2)Traffic Control Plans 1-27 1-10.3(1)Traffic Control Labor 1-27 1-10.3(1)B Other Traffic Control Labor 1-27 1-10.3(3)A Construction Signs 1-27 1-10.3(3)L Temporary Signage for Roadway Traffic Revisions 1-28 DIVISION 2 Earthwork 2-1 2-01 Clearing, Grubbing and Roadside Cleanup 2-1 2-01.1 Description 2-1 2-01.2 Disposal of Usable Material and Debris 2-1 2-01.2(1) Disposal Method No. 1 —Open Burning 2-1 2-01.2(3) Disposal Method No. 3 -Chipping 2-1 2-01.3 Construction Requirements 2-1 2-02 Removal of Structures and Obstructions 2-2 2-02.3 Construction Requirements 2-2 2-02.3(2) Removal of Bridges, Box Culverts, and other Drainage Structures 2-2 2-02.3(4)A Remove and Reset Fencing 2-2 2-02.3(4)B Remove and Reset Private Signs 2-2 2-02.3(4)C Remove and Reset Private Luminaires 2-3 2-02.3(5) Salvage 2-3 2-03 Roadway Excavation And Embankment 2-3 2-03.3 Construction Requirements 2-3 2-03.3(3) Excavation Below Subgrade 2-3 2-03.3(7) Disposal of Surplus Material 2-4 2-03.3(7)C Contractor-Provided Disposal Site 2-4 2-03.3(14) Embankment Construction 2-4 2-04 Haul 2-4 2-04.2 Hauling on other than City Streets 2-4 2-06 Subgrade Preparation 2-4 2-06.3(1) Subgrade for Surfacing 2-4 2-06.3(3) Subgrade for Permeable Pavements 2-5 Issued January 2021 City of Auburn Engineering Construction Standards Page 5 2-07 Watering 2-5 2-07.3 Construction Requirements 2-5 2-07.4(1) Water from City Hydrants 2-5 DIVISION 3 Aggregate Production and Acceptance 3-1 DIVISION 4 Bases 4-1 DIVISION 5 Surface.Treatments and Pavements Bases 5-1 5-03 Non-Woven Fabric for.Pavement Overlays 5-1 5-03.1 Description 5-1 5-03.2 Materials 5-1 5-03.3 Construction Requirements 5-1 5-04 Hot Mix Asphalt 5-3 5-05 Cement Concrete Pavement 5-34 5-05.3(1) Concrete Mix Design for Paving 5-34 5-05.3(8) Joints 5-35 5-05.3(8)D Isolation Joints 5-35 5-05.3(8)E Sealing through Joints 5-36 5-05.3(9) Integral Cement Concrete Curb on New Pavement 5-36 5-05.3(10) Tie Bars and.Corrosion Resistant Dowel Bars 5-36 5-05.3(23) Cement Concrete Pavement for Alley 5-37 5-05.3(23)A Pavement and Alley Requirements 5-37 5-05.3(23)B Extra Concrete for Alley Approach Ramp 5-37 5-06 Pervious Concrete Pavement 5-37 5-06.1 Description 5-37 5-06.2 Materials 5-37 5-06.3 Construction Requirements 5-38 5-06.3(1) Pervious Concrete Construction Meeting 5-38 5-06.3(2) Pervious Concrete Mix Design 5-39 5-06.3(2)A Mix Design Criteria 5-39 5-06.3(2)B Job Mix Formula (JMF) 5-39 5-06.3(3) Submittals 5-39 5-06.3(4) Equipment 5-40 Issued January 2021 City of Auburn Engineering Construction Standards Page 6 5-06.3(4)A Batching Plant and Equipment 5-40 5-06.3(4)B Mixer Trucks 5-40 5-06.3(4)C Side Forms 5-40 5-06.3(4)D Finishing Equipment 5-41 5-06.3(5) Measuring and Batching Materials 5-41 5-06.3(6) Acceptance 5-41 5-06.3(6)A Infiltration Rate of Placed Pavement 5-42 5-06.3(7) Rejection 5-42 5-06.3(8) Mixing Pervious Concrete 5-43 5-06.3(8)A Limitations of Mixing Pervious Concrete 5-43 5-06.3(9) Subgrade Preparation And Base 5-43 5-06.3(10) Placing, Spreading, Finishing, Edging,Tolerances, and Curing 5-43 5-06.3(10)A Contractor's Qualifications 5-44 5-06.3(10)B Test Panel 5-44 5-06.3(11) Joints 5-45 5-06.3(11)A Construction Joints 5-45 5-06.3(11)B Contraction Joints 5-45 5-06.3(11)C Isolation Joints 5-45 5-06.3(12) Cold Weather Work 5-46 5-06.3(13) Protection of Pervious Concrete Pavement 5-46 5-07 Textured Asphalt 5-47 5-07.1 Description 5-47 5-07.2 Materials 5-47 5-07.2(1) Coating Material 5-47 5-07.2(2) Colorant 5-47 5-07.3 Construction Requirements 5-47 5-07.3(1) Textured Asphalt Terms 5-48 5-07.3(2) Certification 5-48 5-07.3(3) Equipment 5-48 5-07.3(3)A Templates 5-48 5-07.3(3)B Reciprocating Infra-Red Heater 5-49 5-07.3(3)C Vibratory Plate Compactor 5-49 5-07.3(3)D Spray Equipment 5-49 Issued January 2021 City of Auburn Engineering Construction Standards Page 7 5-07.3(4) Construction 5-49 5-07.3(4)A Surface Preparation Prior to Coating 5-49 5-07.3(4)B Layout and Imprinting 5-49 5-07.3(4)C Heating of Asphalt 5-49 5-07.3(4)D Sample Area ` 5-49 5-07.3(4)E Coating Installation 5-50 5-07.3(5) Quality Control 5-50 5-07.3(5)A General 5-50 5-07.3(5)B Stamping Depth 5-50 5-07.3(5)C Coating Thickness 5-50 5-07.3(5)D Protection of Existing Pavement Markings 5-50 5-08 Stamped Colored Cement Concrete 5-51 5-08.1 Description 5-51 5-08.2 Materials 5-51 5-08.3 Construction Requirements 5-52 5-08.3(1) Stamping 5-53 5-09 Slurry Seal Surface Treatment 5-53 5-09.1 Description 5-53 5-09.1(1) Applicable Specifications 5-53 5-09.2 Materials 5-54 5-09.2(1) Asphalt Emulsion l 5-54 5-09.2(2) Aggregate 5-54 5-09.2(3) Water 5-54 5-09.2(4) Laboratory Testing 5-54 5-09.2(5) Stockpiling Of Aggregates 5-55 5-09.2(6) Storage 5-55 5-09.2(7) Sampling 5-55 5-09.2(8) Verification 5-55 5-09.3 Construction Requirements 5-55 5-09.3(1) Equipment 5-55 5-09.3(1)A Slurry Mixing Equipment 5-56 5-09.3(1)B Slurry Spreading Equipment 5-56 Issued January 2021 City of Auburn Engineering Construction Standards Page 8 5-09.3(1)C Cleaning Equipment 5-56 5-09.3(1)D Auxiliary Equipment 5-56 5-09.3(1)E Calibration 5-56 5-09.3(2) Preparation of Surface 5-56 5-09.3(3) Composition and Rate of Application of the Slurry Mix 5-57 5-09.3(4) Weather Limitations 5-57 5-09.3(5) Traffic Control 5-57 5-09.3(6) Application of Slurry Surfaces 5-57 5-09.3(6)A General 5-57 5-09.3(6)B Joints 5-58 5-09.3(6)C Hand Work 5-58 5-09.3(6)D Curing 5-58 5-09.3(6)E Protection of Existing Monuments and Utility Covers 5-58 DIVISION 6 Structures 6-1 6-02 Concrete Structures 6-1 6-02.1 Description 6-1 6-07 PAINTING 6-1 6-07.1 Description 6-1 6-07.2 Materials 6-1 6-07.3(10)H Paint System 6-2 6-07.3(10)1 Paint Color 6-2 6-07.3(15) Painting of Aluminum Surfaces 6-3 DIVISION 7 Drainage Structures, Storm Sewers, Sanitary Sewers, Water Mains and Conduits 7-1 7-01 Drains 7-1 7-01.2 Materials 7-1 7-01.3 Construction Requirements 7-1 7-04 Storm Sewers 7-1 7-04.2 Materials 7-1 7-04.3 Construction Requirements 7-2 7-04.3(1)F Low Pressure Air Test for Storm Sewers Constructed of Non Air-Permeable Materials 7-2 Issued January 2021 City of Auburn Engineering Construction Standards Page 9 7-04.3(1)G ,. Television Inspection 7-2 7-05 Manholes, Inlets, Catch Basins, and Drywells 7-2 7-05.2 Materials 7-2 7-05.2(1) Trash Racks 7-2 7-05.3 Construction Requirements 7-3 7-05.3(1) Adjusting Manholes&Catch Basins to Grade 7-3 7-05.3(3) Connections to Existing Manholes 7-3 7-05.3(5) Channels for Manholes 7-4 7-05.3(6) New Castings 7-4 7-08 General Pipe Installation Requirements 7-4 7-08.1 Description 7-4 7-08.2 Materials 7-4 7-08.3 Construction Requirements 7-5 7-08.3(1) Excavation and Preparation of Trench 7-5 7-08.3(1)A Trenches 7-5 7-08.3(1)B Shoring 7-5 7-08.3(2)B Pipe Laying-General 7-5 7-08.3(2)G Jointing of Dissimilar Pipe 1 7-6 7-08.3(2)J Joining High Density Polyethylene Pipe(HDPE) Pipe 7-6 7-08.3(2)K Packaging, Handling, Storage High Density Polyethylene Pipe(HDPE) Pipe - 7-6 7-08.3(2)L Dewatering Trenches 7-7 7-08.3(3) Backfilling 7-7 7-08.3(4) Plugging Existing Pipe 7-7 7-08.3(5) Pipe Trench Restoration 7-8 7-09 Water Mains 7-8 7-09.1 Description 7-8 7-09.2 Materials 7-8 7-09.3(10) Backfilling Trenches 7-8 7-09.3(13) Handling of Pipe 7-8 7-09.3(19) Connections 7-9 7-09.3(19)A Connections to Existing Mains 7-9 Issued January 2021 City of Auburn Engineering Construction Standards Page 10 7-09.3(19)B Maintaining Service 7-9 7-09.3(21) Concrete Thrust Blocking 7-9 7-09.3(23) Hydrostatic Pressure Test 7-9 7-09.3(24) Disinfection of Water Mains 7-10 7-09.3(24)J Preventing Reverse Flow 7-10 7-09.3(24)N Final Flushing and Testing 7-10 7-12 Valves for Water Mains 7-10 7-12.3 Construction Requirements 7-10 7-12.3(2) Adjust Valve Boxes 7-10 7-12.3(3) Combination Air Release/Air Vacuum Valve Assembly 7-11 7-12.3(4) Valve Wrench Extension Box 7-11 7-14 Hydrants 7-11 7-14.3 Construction Requirements 7-11 7-14.3(1) Setting Hydrants 7-11 7-14.3(4) Moving Existing Hydrants 7-12 7-15 Service Connections 7-12 7-15.2 Materials 7-12 7-15.3 Construction Requirements 7-12 7-17 Sanitary Sewers 7-13 7-17.2 Materials 7-13 7-17.3 Construction Requirements 7-14 7-17.3(1) Protection of Existing Sewage Facilities 7-14 7-17.3(2) Cleaning and Testing 7-14 7-17.3(2)A General 7-14 7-17.3(2)C Infiltration Test 7-14 7-17.3(2)F Low Pressure Air Test for Sanitary Sewers Constructed of Non Air-Permeable Materials 7-14 7-17.3(2)H Television Inspection 7-15 7-18 Side Sewers 7-16 7-18.3 Construction Requirements 7-16 7-18.3(1) General 7-16 7-18.3(2) Fittings 7-16 Issued January 2021 City of Auburn Engineering Construction Standards Page 11 7-18.3(3) Testing 7-16 7-19 Sewer Cleanouts 7-17 7-19.3 Construction Requirements 7-17 Division 8 Miscellaneous Construction 8-1 8.-01 Erosion Control and Water Pollution Control 8-1 8-01.3 Construction Requirements 8-1 8-01.3(1)A Submittals 8-1 8-01.3(1)C Water Management 8-1 8-01.3(1)C1 Disposal of Dewatering Water 8-1 8-01.3(1)F SWPPP Preparation and General Permit Compliance 8-2 8-01.3(2) Temporary Seeding and Mulching 8-4 8-01.3(2)B Temporary Seeding 8-4 8-01.3(2)E Tackifiers 8-5 8-02 Roadside Restoration 8-5 8-02.1 Description 8-5 8-02.3 Construction Requirements 8-5 8-02.3(1) Responsibility During Construction 8-5 8-02.3(4) Topsoil 8-6 8-02.3(4)A Topsoil Type A 8-6 8-02.3(4)C Topsoil Type C 8-6 8-02.3(5) Roadside Seeding, Lawn and Planting Area Preparation 8-6 8-02.3(5)D Root Control Barrier 8-7 8-02.3(6) Mulch and Amendments 8-7 8-02.3(7) Layout of Planting, Lawn and Seeding Areas 8-7 8-02.3(8) Planting I 8-7 8-02.3(9) Seeding, Fertilizing, and Mulching 8-8 8-02.3(11) Mulch 8-9 8-02.3(12) Completion of Initial Planting 8-9 8-02.3(13) Plant Establishment 8-10 8-02.3(14) Plant Replacement 8-10 8-03 Irrigation Systems 8-10 Issued January 2021 City of Auburn Engineering Construction Standards Page 12 8-03.1 Description 8-10 8-03.2 Materials 8-11 8-03.3(2) Excavation 8-11 8-03.3(3) Piping 8-11 8-03.3(4) Jointing 8-11 8-03.3(6) Electrical Wire Installation 8-11 8-03.3(7) Flushing and Testing 8-12 8-03.3(9) Backfill 8-12 8-03.3(11) System Operation 8-12 8-03.3(12) Cross Connection Control Device Installation 8-12 8-03.3(13) Irrigation Water Service 8-13 8-03.3(14) Irrigation Electrical Service 8-13 8-04 Curbs, Gutters and Spillways 8-13 8-04.3 Construction Requirements 8-13. 8-04.3(1) Cement Concrete Curbs, Gutters, and Spillways 8-13 8-04.3(1)A Extruded Cement Concrete Curb 8-13 8-05 Dewatering System 8-14 8-05.1 General 8-14 8-05.1(1) Design 8-14 8-05.1(1)A Dewatering Discharge 8-15 8-05.1(1)B Temporary Dewatering Plan 8-15 8-05.1(2) Damages 8-17 8-05.1(2)A Settlement Monitoring Program 8-17 8-05.1(3) Maintaining Excavation in Dewatering Condition 8-18 8-05.1(4) System Removal 8-18 8-06 Cement Concrete Driveway Entrances 8-19 8-06.1 Description 8-19 8-06.2 Materials 8-19 8-06.3 Construction Requirements 8-19 8-07 Precast Traffic Curb 8-20 8-07.2 Materials 8-20 8-07.3 Construction Requirements 8-20 Issued January 2021 City of Auburn Engineering Construction Standards Page 13 8-07.3(1) Installing Curbs 8-20 8-09 Raised Pavement Markers 8-20 8-09.3 Construction Requirements 8-20 8-09.3(2) Surface Preparation 8-20 8-09.3(8) - -_ Remove Raised Pavement Markings L 8-21 8-13 Monument Cases 8-21 8-13.1 .Description 8-21 8-13.2 Materials 8-21 8-13.3 Construction Requirements 8-21 8-13.3(1) Reference Points 8-22 8-14 Cement ConcreteSidewalks8-22 8-14.1 Description 8-22 8-14.3 Construction Requirements 8-22 8-14.3(1) Excavation 8-22 8-14.3(2) Forms 8-22 8-14.3(3) Placing and Finishing Concrete 8-22 8-.14.3(3)A Special Sidewalk 8-23 8-14.3(4) Curing 8-23 8-18 Mailbox Supports 8-24 8-18.2 Materials 8-24 8-20 Illumination,Traffic Signal Systems, Intelligent Transportation Systems, and Electrical8-24 8-20.1(1) Regulations and Code 8-24 8-20.1(3) Permitting and Inspections 8-24 8-20.2(2) Equipment List and Drawings 8-24 8-20.3 Construction Requirements 8-25 8-20.3(1)D Order of Work 8-25 8-20.3(4) Foundations 8-25 8-20.3(5) Conduit 8-26 8-20.3(5)A General 8-26 8-20.3(6) Junction Boxes, Cable Vaults, and Pull Boxes 8-26 8-20.3(8) Wiring 8-27 Issued January 2021 City of Auburn Engineering Construction Standards Page 14 8-20.3(9) Bonding, Grounding 8-27 8-20.3(10) Service,Transformer, and Intelligent Transportation System (ITS) Cabinets 8-28 8-20.3(11) Testing 8-28 8-20.3(13) _ Illumination Systems 8-28 8-20.3(13)A Light Standards 8-28 8-20.3(13)C Luminaires 8-29 8-20.3(13)F Luminaire Fusing 8-29 8-20.3(14) Signal Systems 8-29 8-20.3(14)B Signal Heads 8-29 8-20.3(14)C Induction Loop Vehicle Detectors 8-30 8-20.3(14)E Signal Standards 8-30 8-20.3(14)F Emergency Vehicle Pre-Emption 8-31 8-20.3(14)G Interconnect Network 8-31 8-20.3(14)H Pedestrian Push Buttons and Signs 8-32 8-20.3(14)1 Video Detection System 8-32 8-20.3(14)J Closed Circuit Television (CCTV)Camera System 8-32 8-20.3(14)J.1 Description 8-32 8-20.3(14)J.2 Materials 8-33 8-20.3(14)J.2(1) Mounting 8-33 8-20.3(14)J.3 Construction Requirements 8-33 8-20.3(14)J.3(1) General Cable Installation 8-33 8-20.3(14)J.3(2) Camera Cable 8-33 8-20.3(14)J.3(3) CCTV System Test 8-34 8-20.3(14)K Wireless Broadband Communications System 8-34 8-20.3(14)K.1 Description 8-34 8-20.3(14)K.2 Wireless Broadband System Materials 8-34 8-20.3(14)K.3 Testing, Mounting and Wiring 8-34 8-21 Permanent Signing 8-35 8-21.3 Construction Requirements 8-35 8-21.3(4) Sign Removal 8-35 8-22 Pavement Marking 8-35 8-22.1 Description 8-35 Issued January 2021 City of Auburn Engineering Construction Standards Page 15 8-23 Temporary Pavement Markings 8-36 8-23.1 Description 8-36 8-24 Rock and Gravity Block Wall and Gabion Cribbing 8-36 8-24.2 Materials 8-36 8-24.3 Construction Requirements 8-36 8-30 Wood Fence and Gates 8-37 8-30.1 Description 8-37 8-30.2 Construction Requirements 8-37 8-31 Fiber Optic Communications 8-37 8-31.1 Description 8-37 8-31.2 Construction Requirements 8-37 8-31.2(1) Contractor Qualifications 8-37 8-31.2(2) Quality Assurance 8-38 8-31.2(3) Fiber Optic.Cable Installation 8-38 8-31.2(4) Fiber Optic Cable Splicing 1 8-39 8-31.2(5) Fiber Optic Cable Labeling 8-40 8-31.2(6) Fiber Optic Cable Racking in Cable Vaults 8-40 8-31.2(7) - Fiber Optic Patch Panels 8-41 8-31.2(8) Fiber Optic Splice Case 8-41 8-31.3 Fiber Optic Cable Testing 8-41 8-31.3(1) Insertion Loss Testing 1 8-42 8-31.3(2) Optical Time Domain Reflectometer(Otdr)Testing 8-42 8-31.3(3) Fiber Cable Testing Documentation 8-43 8-32 Bollards 8-44 8-32.1 Description 8-44 8-32.2 Materials 8-44 Division 9 Materials 9-1 9-05 Drainage Structures and Culverts I 9-1 9-05.7(1) Plain Concrete Storm Sewer Pipe 9-1 9-05.7(2) Reinforced Concrete Storm Sewer Pipe 9-1 9-05.12 Polyvinyl Chloride(PVC) Pipe 9-1 Issued January 2021 City of Auburn Engineering Construction Standards Page 16 9-05.12(1) Solid Wall PVC Culvert Pipe, Solid Wall PVC Storm Pipe,And Solid Wall PVC Sanitary Sewer Pipe 9-1 9-05.13 Ductile Iron Sewer Pipe 9-1 9-14 Erosion Control and Roadside Planting 9-1 9-14.1 Topsoil9-1 9-14.2(1) Topsoil Type A 9-1 9-14.2(3) Topsoil Type.C 9-2 9-14.5 Mulch and Amendments 9-2 9-14.5(3) Bark or Wood Chips 9-2 9-14.6(1) Polyacrylamide(PAM) 9-2 9-14.7 Plant Materials 9-2 9-14.7(5) Tagging 9-2 9-14.6(5) Inspection 9-2 9-15 Irrigation System 9-3 9-15.1(2) Polyvinyl Chloride Pipe and Fittings 9-3 9-15.3 Automatic Controllers 9-3 9-15.5 Valve Boxes 9-3 9-15.6 Gate Valves 9-3 9-15.7(2) Automatic Control Valves 9-3 9-15.8 Quick Coupling Equipment 9-4 9-15.9 Drain Valves 9-4 9-15.11 Cross Connection Control Devices 9-4 9-15.17 Electrical Wire and Splices 9-4 9-15.18 Detectable Marking Tape 9-4 9-29 Illumination, Signal, Electrical 9-5 9-29.1 Conduit, Innerduct, Outerduct 9-5 9-29.2 Junction Boxes, Cable Vaults, and Pull Boxes 9-5 9-29.3 Fiber Optic Cable, Electrical Conductors,and Cable 9-5 9-29.3(1)A Singlemode Fiber Optic Cable 9-7 9-29.6(1)A Lighting&Signal Standards&Davit Arms 9-7 9-29.6(1)B Wrapping 9-10 9-29.6(2)A Anchor Bases 9-10 Issued January 2021 City of Auburn Engineering Construction Standards Page 17 9-29.6(4) - Welding 9-10 9-29.6(5) Foundation Hardware 9-10 9-29.7 Luminaire Fusing & Electrical Connections at Light Standard Bases, Cantilever Bases and Sign Bridge Bases 9-11 9-29.9 Ballast,Transformers I 9-11 9-29.10 Luminaires 9-11 9-29.11(2) Photoelectric Controls 9-12 • 9-29.12(1) Illumination Circuit Splices 9-12 _9-29.12(2) Traffic.Signal Splice Material 9-13 9-29.12(6) Sealants 9-13 9-29.13(2) Traffic Signal Controller Assembly Testing 9-13 9-29.13(3) Traffic Signal Controller 9-13 9-29.13(6) Emergency Preemption 9-14 9-29.13(10) NEMA,Type 170E,2070 Controllers and Cabinets JI 9-14 9-29.13(10) Traffic Signal Controller Cabinet Unit 9-14 9-29.16 Vehicular Signal Heads, Displays, and Housing 9-15 9-29.16(2) Conventional Traffic Signal Heads 9-15 9-29.16(2)A Optical Units 9-15 9-29.16(2)E Painting Signal Heads 9-16 9-29.18 Vehicle Detector 9-16 9-29.19 Pedestrian Push Buttons 9-16 9-29.20 Pedestrian Signals 9-16 9-29.22 Rectangular Rapid Flashing Beacon (RRFB) 9-17 9-29.23 Video Detection Cameras 9-17 9-29.24 Service Cabinets 9-18 9-29.26 Traffic Signal Battery Backup System 9-18 9-29.27 CCTV System 9-19 9-29.28 Variable Message Sign System 9-19 9-30 Water Distribution Materials 9-26 9-30.1 Pipe 9-26 9-30.1(1) Ductile Iron Pipe 9-26 9-30.2 Fittings 9-26 9-30.2(1) Ductile Iron Pipe 9-26 Issued January 2021 City of Auburn Engineering Construction Standards Page 18 9-30.2(6) Restrained Joints 9-27 9-30.3 Valves 9-27 9-30.3(1) Gate Valves (3-inches to 16-inches) 9-27 9-30.3(4) Valve Boxes 9-28 9-30.3(8) Tapping Sleeve and Valve Assembly 9-28 9-30.5 Hydrants 9-28 9-37 Filter Fabric - 9-29 9-37.1 Filter Fabric for Infiltration Systems 9-29 9-38 Submittal Approval 9-29 9-38.1. Submittals 9-29 9-38.1(1) Submittal Transmittal Procedures 9-29 9-38.1(2) Request for Submittal Approval(RSA) Form Instructions 9-30 9-38.1(3) Request For Approval Of Material (RAM) Submittal Content 9-31 9-38.1(5) Engineer's Submittal Review 9-33 9-38.1(6) Submittal Approval and Acceptance Codes 9-33 9-38.2 Schedule of Submittals 9-35 Issued January 2021 City of Auburn Engineering Construction Standards Page 19 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS DIVISION 7 Drainage Structures, Storm Sewers, Sanitary Sewers, Water Mains and Conduits 7-01 Drains 7-01.2 Materials (August 2016, City of Auburn GSP) Replace the first two paragraphs after the list of materials with the following: Non-perforated drainpipe shall be manufactured of polyvinyl chloride (PVC) and shall meet the requirements of Section 9-05.12 and perforated drain pipe shall be manufactured of PVC and meet the requirements of Section 9-05.2(6). Trench drains shall be Polydrain Part No. 420 with stainless steel grates Polydrain Part No. 440 or approved equivalent placed on cement concrete Class 4000 per Section 6-02 (Concrete Structures). 7-01.3 Construction Requirements (January 2018, City of Auburn GSP) Supplement this section with the following: PVC drain pipe 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. 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 drain pipe as shown on the Plans. 7-04 Storm Sewers 7-04.2 Materials (July 2019, City of Auburn GSP) 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 shall be in accordance with all provisions of the following sections: Solid Wall Polyvinyl Chloride (PVC) 9-05.12(1) (Solid Wall PVC Culvert Pipe, Solid Pipe, SDR-35 Wall PVC Storm Sewer Pipe, and Solid Wall PVC Sanitary Sewer Pipe) Solid Wall Polyvinyl Chloride (PVC) 9-05.12(1) (Solid Wall PVC Culvert Pipe, Solid Pipe, SDR-21 Wall PVC Storm Sewer Pipe, and Solid Wall PVC Sanitary Sewer Pipe) Solid Wall Polyvinyl Chloride (PVC) 9-05.12(1) (Solid Wall PVC Culvert Pipe, Solid Pipe, C900 Wall PVC Storm Sewer Pipe, and Solid Wall PVC Sanitary Sewer Pipe) Ductile Iron Pipe, Special Class 52, 9-05.13 (Ductile Iron Sewer Pipe) Storm Pipe High Density Polyethylene Pipe (HDPE) 9-05.21 (High Density Polyethylene Pipe (HDPE)) Issued January 2021 City of Auburn Engineering Construction Standards Page 7-1 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS The laying length for PVC (SDR-35) shall not exceed 14 feet. 7-04.3 Construction Requirements 7-04.3(1)F " Low Pressure Air Test for Storm Sewers Constructed of Non Air-Permeable Materials (January 2017, City of Auburn GSP) Supplement this section with the following: If the test shows zero leakage after a five-minute test time, the Engineer has the authority to accept and end the test immediately. (January 2017, City of Auburn GSP) Add the following new section: 7-04.3(1)G Television Inspection All of the provisions of 7-17.3(2)H (Television Inspection) shall apply. 7-05 Manholes, Inlets, Catch Basins, and Drywells 7-05.2 Materials (November 2020, City of Auburn GSP) Supplement this section with the following: Manholes shall be complete with frames and covers. All manhole frames and covers shall be bolt-down and from East Jordan Iron Works: EJ product #00370781 (Eon #3715ZPT Frame and #3705CPT Cover) for Sanitary Sewer and EJ product #00370782 (Eon #3717ZPT Frame and #3705CPT Cover) for Storm Drainage, or approved equivalent. 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 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 1/2 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 equivalent 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. (August 2016, City of Auburn GSP) Add the following new section: 7-05.2(1) Trash Racks Trash racks shall be constructed in accordance with Section 6-02 (Concrete Structures), 6- 03 (Steel Structures), and as detailed in the Plans. Issued January 2021 City of Auburn Engineering Construction Standards Page 7-2 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7-05.3 Construction Requirements (January 2017, City of Auburn GSP) Supplement this section with the following: 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 penetrate the manhole are completely and firmly rammed full of non-shrink grout to ensure water tightness. Manhole adapters shall be provided when connecting PVC or Polyethylene pipes to any new or existing manholes, catch basins or inlets. All manholie 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 fabricated manhole adapters will not be permitted. All manhole adapters must have approval from the Engineer in writing before being installed. See Section 2-09.3(3)D (Shoring and Cofferdams) for "Shoring qr Extra Excavation Class • B" and Section 7-08 (General Pipe Installation Requirements) for foundation material and imported bedding and backfill materials. 7-05.3(1) Adjusting Manholes & Catch Basins to Grade (November 2020, City of Auburn GSP) Supplement this section with the following: Manholes or catch basins shall not be adjusted to finish grade 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 grade. Temporary access to manholes and catch basins 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. When the Contract Plans call for rubberized adjustment risers, they shall be the Infra-Riser manufactured by EJCO, or approved equivalent. 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 volume of the excavation is replaced to within, but not to exceed 6 inches of the finished pavement surface. A quick setting admixture shall be added to the cement concrete backfill. 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), HMA Class %-inch shall be placed and compacted with hand tampers and a patching roller within 48 hours. 7-05.3(3) Connections to Existing Manholes (January 2017, City of Auburn GSP) Supplement this section with the following: Where shown in the Plans, 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. Issued January 2021 City of Auburn Engineering Construction Standards Page 7-3 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS Dissimilar pipes shall be joined per Section 7-08.3(2)G (Jointing of Dissimilar Pipe) of these Special Provisions. (August 2016, City of Auburn GSP) Add the following new section: 7-05.3(5) Channels for Manholes 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 towards the manhole outflow. Channels for manholes shall be constructed with non-shrinking mortar. Mortar shall be composed of approximately one'part Type II Portland Cement, 1%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 meet ASTM C494 specification for chemical admixture for concrete. (August 2016, City of Auburn GSP) Add the following new section: 7-05.3(6) New Castings Where new castings are indicated to be installed on existing structures in the Plans, the Contractor shall furnish and install new castings of the type specified. Casting shall include frame and grate, or ring and cover and new adjustment section(s) as necessary to set the casting to final grade. Install to the finished grade as shown. Salvaged castings shall be cleaned and delivered to the City of Auburn as specified in Section 2-02.3(5) (Salvage). 7-08 General Pipe Installation Requirements 7-08.1 Description (January 2017, City of Auburn GSP) Delete this section and replace it with the following: 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. In case of conflicting specifications between Section 7-08 and 7-09, the specifications of Section 7-09 shall take precedence for the installation of water mains and appurtenances. 7-08.2 Materials (January 2018, City of Auburn GSP) Delete this section and replace it with the following: Issued January 2021 City of Auburn Engineering Construction Standards Page 7-4 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS Imported bedding, backfill and foundation material shall meet the requirements of the p g. q following sections: Pipe Zone Bedding and Select Trench 9-03.9(3) (Crushed Surfacing) Backfill Pipe Foundation Material 9-03.10 (Aggregate for Gravel base) Imported Pipe Trench Backfill 9-03.14(1) (Gravel Borrow) Controlled Density Fill for Trench Backfill 2-09.3(1)E (Backfilling) 7-08.3 Construction Requirements 7-08.3(1) Excavation and Preparation of Trench 7-08.3(1)A Trenches (April 2017, City of Auburn GSP) The second sentence of the third paragraph is deleted. (January 2018, City of Auburn GSP) 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 native material, in the quantity required, be selectively removed, stockpiled separately, and used as pipe zone bedding, foundation material, or trench backfill instead of the quantities of pipe zone bedding, foundation material, or trench backfill respectively. 7-08.3(1)B Shoring (January 2017, City of Auburn GSP) Supplement this section with the following: Shoring shall meet the requirements of Section 2-09.3(3)D (Shoring and Cofferdams), the Occupational Safety and Health Act (OSHA), and the Washington Industrial Safety and Health Act of 1973 (WISHA), Chapter 296-155 WAC, and 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. Extra Excavation Class B will be allowed only with the approval of the Engineer. 7-08.3(2)B Pipe Laying—General (January 2017, City of Auburn GSP) Supplement this section with the following: 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. Issued January 2021 City of Auburn Engineering Construction Standards Page 7-5 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7-08.3(2)G Jointing of Dissimilar Pipe (January 2017, City of Auburn GSP) Supplement this section with the following: 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. (August 2016, City of Auburn GSP) Add the following new section: 7-08.3(2)J' Joining High Density Polyethylene Pipe (HDPE) Pipe 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. (August 2016, City of Auburn GSP) Add the following new section: 7-08.3(2)K Packaging, Handling, Storage High Density Polyethylene Pipe (HDPE) Pipe 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. 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. Issued January 2021 City of Auburn Engineering Construction Standards Page 7-6 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS (August 2016, City of Auburn GSP) Add the following new section: 7-08.3(2)L Dewatering Trenches Where water is encountered in the trench, it shall be removed du Jing 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. All "Normal Trench Dewatering"work associated with maintaining a trench suitablefor pipeline construction will be included in the cost of the _ pipes or other facilities being installed. Where groundwater cannot be removed using "Normal Trench 1 ewatering" methods, the Contractor shall provide a dewatering system that will be used o lower the water table 2 feet below the depth of excavation. See Section 8-05 (Dewatering System) for dewatering system requirements. The dewatering plan must be received 10 calendar days prior to dewatering operations and approved by the Engineer before underground utility installation begins. 7-08.3(3) Backfilling (January 2017, City of Auburn GSP) Supplement this section with the following: 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 (January 2018, City of Auburn GSP) Delete this section and replace it with the following: All existing sanitary sewer, storm, and drain pipes shown on the Plans to be abandoned and plugged, 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 tho oughly plugged. All existing water pipes shown on the Plans to be abandoned and plugged, shall be plugged on the ends with Mechanical Joint plugs. All existing sanitary sewer, storm, and water pipes shown on the Plans to be abandoned and filled, shall be filled with concrete that has a compressive strength of 1,500 psi or less for the entire length of pipe specified. The Contractor shall seal abandoned or filled pipe connections at'manholes or catch basins with Class 3000 cement concrete and grout to provide a smooth, watertight seal. Issued January2021 City of Auburn Engineering Construction Standards Page 7-7 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS (November 2019, City of Auburn GSP) Add the following new section: 7-08.3(5) Pipe Trench Restoration Trenches excavated as part of a new street construction shall be completed to subgrade beforeplacing 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. Unless otherwise shown on the plans, the minimum asphalt concrete pavement • replacement section shall be 2 inches thick. 7-09 Water Mains 7-09.1 Description (January 2017, City of Auburn GSP) Supplement this section with the following: The Contractor shall also follow the requirements of Section 7-08 (General Pipe Installation Requirements). In case of conflicting specifications between Section 7-08 and 7-09, the specifications of Section 7-09 shall take precedence for the installation of water mains and appurtenances. 7-09.2 Materials (January 2018, City of Auburn GSP) Delete 'Aggregates' and the reference sections pertaining to Foundation Material, Gravel Backfill for Pipe Zone Bedding, Pipe Zone Bedding, and Trench backfill, from the list in the first paragraph. Supplement this section with the following: Ductile Iron Pipe per Section 9-30.1(1) with Ductile Iron Fittings per Section 9-30.2(1) shall be the only pipe and fitting materials allowed for water systems owned by the City of Auburn. 7-09.3(10) Backfilling Trenches (January 2017, City of Auburn GSP) Supplement this section with the following: 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(13) Handling of Pipe (January 2017, City of Auburn GSP) Issued January 2021 City of Auburn Engineering Construction Standards Page 7-8 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS Supplement this section with the following: Strict adherence to the requirements preventing debris from entering the pipe will be required, including plugging of pipe during transport, storage, and placement. If, in the opinion of the Engineer, any pipe or fitting has been installed with dirt, foreign material, or diesel residue in it, it shall be removed, cleaned, and re-laid at Contractor expense. 7-09.3(19) Connections 7-09.3(19)A Connections to Existing Mains (January 2017, City of Auburn GSP) Supplement this section with the following: 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 (January 2017, City of Auburn GSP) Supplement this section with the following: 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 (January 2018, City of Auburn GSP) Supplement this section with the following: 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 Joints) to replace or supplement concrete blocking or anchors. Supplement and replacementrestrained joints shall be provided as recommended by the manufacturer and approved by the Engineer. 7-09.3(23) Hydrostatic Pressure Test (January 2017, City of Auburn GSP) Supplement this section with the following: 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. Issued January 2021 City of Auburn Engineering Construction Standards Page 7-9 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7-09.3(24) Disinfection of Water Mains (November 2019, City of Auburn GSP) Supplement this section with the following: 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. If original test samples prove unsatisfactory, a charge of $100.00 will be made for processing each additional sample. 7-09.3(24)J Preventing Reverse Flow (January 2017, City of Auburn GSP) Supplement this section with the following: Prior to beginning the water main installation, the Contractor shall prepare a Prevention of Reverse Flow Plan per Section 1-06 (Control of Material), 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 9-38 (Submittal Approval). The Engineer must approve this plan prior to the Contractor starting work on the water main. 7-09.3(24)N Final Flushing and Testing (January 2017, City of Auburn GSP) Supplement this section with the following: Accomplish line flushing in accordance with the latest provisions of AWWA C601. Flush all dead end mains with a temporary blow off. The Contractor is responsible for disposal of water flushed from the line. An approved bacteriological test is required before connection to the existing system. The City will measure water consumed for flushing. The Contractor shall submit a de-chlorination plan per Section 1-06 (Control of Material) indicating how chlorine concentration and pH adjustment will be achieved per this Section. All costs to submit the plan shall be included in the unit contract price per linear foot of pipe. 7-12 Valves for Water Mains 7-12.3 Construction Requirements (January 2018, City of Auburn GSP) Add the following new section: 7-12.3(2) Adjust Valve Boxes The Contractor shall adjust water valve boxes to finish grade as specified in the Plans and in accordance with the applicable City of Auburn Standard Details. Water valve boxes shall be accessible at all times. Valve boxes shall not be adjusted to finish grade until the asphalt paving is completed, at which time, each valve box shall be carefully relocated from references previously Issued January 2021 City of Auburn Engineering Construction Standards Page 7-10 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS established by the Contractor. The pavement shall be cut in a restricted area and the base material removed to permit adjustment. The base materials and crushed rock shall be removed and Class 3000 cement concrete shall be placed so that the entire volume of the excavation is replaced to within, but not to exceed 6 inches of the finished pavement surface. A quick setting admixture shall be added to the cement concrete backfill. Once the valve boxes have been,adjusted to finished grade and the cement concrete backfill has cured (the day following placing the cement concrete), HMA Class 1/2-inchshall be placed and compacted with hand tampers and a patching roller within 48 hours. (August 2016, City of Auburn GSP) Add the following new section: 7-12.3(3) Combination Air Release/Air Vacuum Valve Assembly "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 the applicable City of Auburn Standard Detail(s). (August 2016, City of Auburn GSP) Add the following new section: 7-12.3(4) Valve Wrench Extension Box The Contractor shall furnish and install valve wrench extension boxes where the valve nut will exceed 48 inches below the top of the finished valve box and finish grade, where shown on the Plans, in accordance with the applicable City of Auburn Standard Detail(s)for deep buried valves. 7-14 Hydrants 7-14.3 Construction Requirements (January 2017, City of Auburn GSP) Supplement this section with the following: 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. 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). 7-14.3(1) Setting Hydrants (January 2017, City of Auburn GSP) Delete this section and replace it with the following: Where shown in the Plans, the "Hydrant Assembly" shall be installed perpendicular to the supply main. 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. Issued January 2021 City of Auburn Engineering Construction Standards Page 7-11 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 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 inservice shall be identified by covering with a burlap or plastic bag properly secured. 7-14.3(4) Moving Existing Hydrants (January 2018, City of Auburn GSP) Supplement this section with the following: Existing hydrants shall be moved where shown in the Plans. Moving existing hydrants shall include removalof 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: • Special Class 52 Ductile Iron pipe; • 6 inch tee or tapping tee and gate valve with box; • Restraint system; • Blocking. 7-15 Service Connections 7-15.2 Materials (November 2019 City of Auburn GSP) Replace the reference to Service pipe from the list of materials and replace with the following: Service Pipe &Tail Piece 9-30.6(3)B (Service Pipes) All water service materials shall be low lead brass CDA89833 or CDA89520, and shall meet ANSI/AWWA C800 and NSF 61 Annex G maximum lead requirements. 7-15.3 Construction Requirements (January 2017, City of Auburn GSP) Supplement this section with the following: Issued January 2021 City of Auburn Engineering Construction Standards Page 7-12 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS Water service connections shall be installed where shown on the drawings in accordance with these documents and the applicable 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 pipesshallbe installed without joints from the water main to the curb valve near or within the meter box. Tailpiecesshall 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). The existing %-inch water meter shall be reinstalled to the new meter setter once the new 1-inch service line, meter setter, and tailpiece, have been installed and the new meter box has been adjusted to grade. 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. When removing existing meters, the Contractor shall protect all automated meter reading equipment including radios, receivers/transmitters, and other equipment. The removed meters/equipment will be stored in such a manner to prevent damage to the equipment. The Contractor will request and complete training from City staff on proper measures and techniques required to protect the equipment prior to removing any equipped meters. 7-17 Sanitary Sewers 7-17.2 Materials (December 2018, City of Auburn GSP) Delete this section and replace it with the following: Materials shall be in accordance with following Sections: Solid Wall Polyvinyl Chloride (PVC) 9-05.12(1) (Solid Wall PVC Culvert Pipe, Sanitary Sewer Pipe, SDR-35 Solid Wall PVC, Storm Sewer Pipe, and Solid Wall PVC Sanitary Sewer Pipe) Polyvinyl Chloride (PVC) Sanitary Sewer 9-05.12(1) (Solid Wall PVC Culvert Pipe, Pipe, SDR-21 Solid Wall PVCj Storm Sewer Pipe, and Solid Wall PVC Sanitary Sewer Pipe) Ductile Iron, Special Class 50 Sanitary 9-05.13 (Ductile Iron Sewer Pipe) Sewer Pipe High Density Polyethylene Sanitary Sewer 9-05.23 (High Density Polyethylene Pipe Pipe (HDPE) (HDPE)) The laying length for PVC (SDR-35) shall not exceed 14 feet. Issued January 2021 City of Auburn Engineering Construction Standards Page 7-13 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7-17.3 Construction Requirements 7-17.3(1) Protection of Existing Sewage Facilities (January 2017, City of Auburn GSP) Supplement this section with the following: 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 7-17.3(2)A General (August 2016, City of Auburn GSP) 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. (January 2017, City of Auburn GSP) Supplement this section with the following: Before final acceptance, the Contractor shall have all sewer lines inspected by the use of a television camera per Section 7-17.3(2)H (Television Inspection). Manholes and other structures shall be cleaned and tested per Section 7-07 (Cleaning Existing Drainage Structures). 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. 7-17.3(2)C Infiltration Test (January 2017, City of Auburn GSP) Revise the second sentence of the second paragraph to read: "Maximum leakage (in gallons per hour)" = 0.16 x x D x L J6 100 7-17.3(2)F Low Pressure Air Test for Sanitary Sewers Constructed of Non Air-Permeable Materials (January 2017, City of Auburn GSP) Supplement this section with the following: 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 included in the unit contract prices for those items installed. Issued January 2021 City of Auburn Engineering Construction Standards Page 7-14 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7-17.3(2)H Television Inspection (May 2019 City of Auburn GSP) Delete this section and replace it with the following: - The Contractor shall be responsible for having all sewer lines installed by the Contractor inspected by Cityapproved-private inspection services that includes the use of a television camera. An approved list of inspection services may be obtained from the Engineer. 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, ba last, 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. The television camera shall be a pan and tilt camera system specifically designed and constructed for sewer environments. 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 tie 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. The following television inspection information shall be provided to the City: 1. A clear color DVD or USB Flash Drive which encompasses the limits of the inspection area and including all reference data as described herein. The recorded reference time and date for the start of each run shall also be indicated. 2. A written report shall be provided corresponding o the recorded 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 1/4 inch. Issued January 2021 City of Auburn Engineering Construction Standards Page 7-15 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7-18 Side Sewers 7-18.3 Construction Requirements 7-18.3(1) General (January 2017, City of Auburn GSP) Supplement this section with the following: All joints shall be approved rubber-gasket 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 two 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. 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. (August 2016, City of Auburn GSP). The third paragraph is replaced with the following: No joint deflections shall be allowed on side sewers. No horizontal bends shall be allowed in the right-of-way. Vertical bends require Engineer approval. 7-18.3(2) Fittings (January 2017, City of Auburn GSP) Delete this section and replace it with the following: Side sewers shall be connected (where shown on the Plans), using approved sewer saddle tees. Quantities of tees will vary depending upon conditions encountered. 7-18.3(3) Testing (January 2017, City of Auburn GSP) - -• Supplement this section with the following: 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- 08.3(4) (Plugging Existing Pipe). 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. Issued January 2021 City of Auburn Engineering Construction Standards Page 7-16 DIVISION 7: DRAINAGE STRUCTURES, STORM SEWERS, SANITARY SEWERS, WATER MAINS, AND CONDUITS 7-19 Sewer Cleanouts 7-19.3 Construction Requirements (January 2018, City of Auburn GSP) Delete this section and replace it with the following: Sewer cleanouts shall be installed as indicated in the applicable Standard Details. END OF DIVISION 7 Issued January 2021 City of Auburn Engineering Construction Standards Page 7-17 DIVISION 9: MATERIALS shall retrieve message MULTI strings, a map of defective pixels, the time and date, the event schedule, and configuration parameters. Message Library The control software shall store messages and transfer messages to a sign for storage and/or display. When a user desires to send a message to a sign, the control software shall offer as choices only those messages compatible with the sign _in question. The control software shall allow message names of up to 25 characters in length. If the selected name already exists, the software shall notify _the user and give the option of replacing the existing message or selecting another name. The control software shall display all character fonts supported by the Variable Message Sign-System. Messages shall be displayed on the computer monitor in exactly the same format (font, text centering and justification) as on the Variable Message Sign. --- Software Duplication Rights The City of Auburn -shall have the right to duplicate the Variable Message Sign Control Software as needed for use in controlling signs under its jurisdiction. Documentation The Contractor-shall.furnish 1 copy of the Control Software user manuals to the Engineer. In addition, 2 sets of the software, installation program, instructions and user manual shall be furnished on CD ROM or diskettes to the Engineer. 9-30 Water Distribution Materials 9-30.1 Pipe 9-30.1(1) Ductile Iron Pipe (February 2018, City of Auburn GSP) The third sentence of the first paragraph in the list is revised to read: All other ductile iron pipe shall be Special Thickness Class 52. 9-30.2 Fittings 9-30.2(1) Ductile Iron Pipe (September 2020, City of Auburn GSP) Supplement this section with the following: 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 them protection equal to that of the pipe. Field fabricated fittings will not be permitted. Flexible couplings shall be of the style as required for specific application. Issued January 2021 City of Auburn Engineering Construction Standards Page 9-26 DIVISION 9: MATERIALS 9-30.2(6) Restrained Joints (September 2020, City of Auburn GSP) Delete this section and replace it with the following: Bolted restrained joint (R.J.) fittings shall be Megalug RomaGrip, Star, or approved alternate. All welding associated with the restraint system shall, be performed in the pipe manufacturer's shop. No field welding will be permitted. Mechanical joint restrain systems shall meet the following requirements: Restrainers shall be manufactured of ductile iron and shall meet or exceed all the requirements of ANSI A21.11 (AWWA C111) and ASTM A536. The restrainer system shall provide anchoring ductile iron pipe and fittings, valves and PVC pipe to mechanical joint pipe or fittings, or bell to spigot PVC pipe joints. The restrainer shall accommodate the full working pressure rating of the pipe plus surge allowance. In the assembly of the restrain device, the contractor shall tighten the bolts to the correct torque range as recommended by the restraint manufacturer. The restrainers shall be painted black for ductile iron pipe and painted red for PVC pipe applications. The restraining device shall not damage or lower the working pressure of the pipe installed. Restrainers shall be properly stored to minimize sand and debris build-up. Specifically, the twist-off-screws and associated threads shall be clean (free of sand) prior to installation. Restrainer specifically for ductile iron pipe may be restrained by utilizing a joint restraint gasket which includes a stainless steel locking segment vulcanized into the rubber gasket. The gasket shall be rated for operating pressures up to 250 psi based on the performance requirements of ANSI/AWWA C111/A21.11. 9-30.3 Valves 9-30.3(1) Gate Valves (3-inches to 16-inches) (December 2020, City of Auburn GSP) Delete this section and replace it with the following: Resilient wedge gate valves shallbe used on all 12 inch and smaller water lines and shall be manufactured by Clow, Kennedy, American Flow Control, Waterous, M&H or Mueller with epoxy-coated valve interiors. The valves shall conform to PkNSI/AWWA Specifications C509 or C515 with a 200 psi working pressure rating (minimum). 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 0-ring seals. 9-30.3(3) Butterfly Valves (December 2020, City of Auburn) Supplement this section with the following: Butterfly valves conforming to AWWA Specification C504, Class 150B shall have Mechanical joint ends and be rated at 150 psi or higher working pressure and shall be manufactured by Mueller, Clow, M&H, or Kennedy. Operator shall have standard AWWA 2 inch square nut. Issued January 2021 City of Auburn Engineering Construction Standards Page 9-27 DIVISION 9: MATERIALS 9-30.3(4) Valve Boxes (February 2018, City of Auburn GSP) Supplement this section with the following: Valve boxes shall be two-piece, adjustable, cast-iron (with additional extension pieces, if necessary), as manufactured by the Olympic Foundry Company, East Jordan Iron Works, or approved equivalent, with.a minimum 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 have a deep skirt. 9-30.3(8) Tapping Sleeve and Valve Assembly (January 2017, City of Auburn GSP) Supplement this section with the following: 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 approved equivalent; 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 approved equivalent. 9-30.5 Hydrants (September 2020, City of Auburn GSP) - - Supplement this section with the following: Fire hydrants shall have two 21A inch hose ports (National Standard Thread) and one 4'A_ _ inch pumper port (National Standard Thread)with caps and no chains, 11/4 inch pentagonal - operating nut (counterclockwise) opening, 0-ring-type stuffing box, automatic barrel drain, and 514 inch valve opening. Hydrants shall be equipped with a 5 inch Storz adapter with blind cap, or approved equivalent. Hydrants shall conform to the latest revision of AWWA Specification C502 for dry-barrel fire hydrants for ordinary water service. Hydrants shall be Mueller"Super Centurion 250" or M&H Style 129. (August 2016, City of Auburn GSP) Supplement Division 9 with the following new section including subsections: Issued January 2021 City of Auburn Engineering Construction Standards Page 9-28 PART 2: STANDARD DETAILS TABLE OF CONTENTS NAME I NUMBER GENERAL DETAILS BANNER DETAIL G-01 TEMPORARY CONSTRUCTION SITE SIGN BOARD (4'x4') G-02 TEMPORARY H.U.D.CONSTRUCTION SITE SIGNBOARD(4'x4') G-04 TEMPORARY CONSTRUCTION SITE-SIGN BOARD (8'x4') G-05 WSDOT STANDARD PLANS(INCLUDED BY REFERENCE ONLY) PULL BOX(CITY TELECOMMUNCATIONS PULL BOX) • J-90.10 SMALL CABLE VAULT(CITY TELECOMMUNCATIONS SPLICE VAULT) J-90.21 TEMPORARY EROSION AND SEDIMENT CONTROL(TESC) DETAILS For additional TESC detailsand figures see the City of Auburn SWMM TEMPORARY CONSTRUCTION ENTRANCE/EXIT E-01 SILT CONTROL FENCE E-02 CATCH BASIN INLET PROTECTION E-03 ALTERNATE CATCH BASIN INLET PROTECTION E-04 GRADING/EROSION DISCHARGE CONTROL STRUCTURE E-05 . TRAFFIC DETAILS TYPICAL PIPE TRENCH BACKFILL T-01 EXISTING ROADWAY RESTORATION OF UTILITYTRENCHES 1-02 EXISTING ROADWAY RESTORATION.OF UTILITYTRENCHES IN INTERSECTION T-02A TYPICAL BOLLARD INSTALLATION 1-03 DRIVEWAY WIDTHS AND LOCATION T-04 ADJUSTMENT OF NEW AND EXISTING UTILITY STRUCTURES TO FINISH GRADE T-05 STREET TREE IN LANDSCAPE STRIP T-06 NEIGHBORHOOD DELIVERY AND COLLECTION BOX UNIT(N.D.C.B.U.) INSTALLATION T-07 NEIGHBORHOOD DELIVERY&COLLECTION BOX UNIT(N.D.C.B.U.)SINGLE UNIT T-08 NEIGHBORHOOD DELIVERY&COLLECTION BOX UNIT(N.D.C.B.U.) MULTIPLE UNITS 1-09 POURED IN PLACE MONUMENT TYPE 'B' MODIFIED T-11 POURED IN PLACE MONUMENT TYPE 'B' MODIFIED(ASPHALT) T-11A DOUBLE CENTERLINE WITH RAISED PAVEMENT MARKERS T-12 CEMENT CONCRETE SIDEWALK WITH LANDSCAPE STRIP T-13 PERVIOUS CEMENT CONCRETE SIDEWALK T-14 CEMENT CONCRETE SIDEWALK WITHOUT LANDSCAPE STRIP T-15 BICYCLE LANE MARKINGS T-17 LUMINAIRE AND CONDUIT LAYOUT DETAIL T-18 LUMINAIRE POLE T-19 UNIFORM LUMINAIRE WIRING DETAIL T-20 POWER SERVICE CABINET DETAIL T-21 TRAFFIC SIGNAL CONTROLLER & FOUNDATION DETAIL T-22 TELECOMMUNICATION AND LUMINAIRE ELECTRICAL TRENCH T-23 TYPICAL SIGN POST INSTALLATION T-24 City of Auburn Issued January 2021 Engineering Construction Standards Part 2,Page 1 NAME NUMBER MAST ARM MOUNTED, STREET NAME SIGN DETAIL T-25 POST MOUNTED,STREET NAME SIGN DETAIL T-26 REPAIR OF EXISTING CEMENT CONCRETE PANEL IN ROADWAY T-27 DOWNTOWN PEDESTRIAN POLE MOUNT LIGHTING STANDARD T-28,28A,28B LOCAL RESIDENTIAL ORNAMENTAL STREET LIGHTING STANDARD T-29 TYPICAL PLAN FOR TREE GRATE 1-30 PRIVATE ACCESS ROAD/SHARED DRIVEWAY 1-31 PRECAST CONCRETE DUAL FACED SLOPED MOUNTABLE CURB RETROFIT T-32 STREET TREE UNDERGROUND STABILIZATION T-33 STANDARD DRIVEWAY-OFFSET APRON T-34 ALTERNATE DRIVEWAY- INLINE(DROP)APRON 1-35 STREET LIGHTING LAMP SCHEDULE T-37 DOWNTOWN DECORATIVE TYPE III COMBO LIGHTING &MAST ARM SIGNAL T-38 DOWNTOWN DECORATIVE LIGHT POLE T-39 "NO PARKING"SIGN 1-40 CONCRETE TRAFFIC CURB&GUTTER TO HMA WEDGE CURB TRANSITION 1-41 SPEED CUSHION DETAIL T-42 SPEED CUSHION PLAN T-42A DOWNTOWN PEDESTRIAN CROSSWALK T-43 DOWNTOWN BRICK PAVER BAND T-44 TYPICAL TRAFFIC BARRICADES T-45 POURED IN PLACE MONUMENT TYPE A MODIFIED T-46 CAST-IN-PLACE DUAL MOUNTABLE CEMENT CONCRETE TRAFFIC CURB T-47 SENSITIVE AREA SIGN COMMERCIAL AQUATIC T-48 WSDOT STANDARD PLANS(INCLUDED BY REFERENCE ONLY) RAISING BEAM GUARDRAIL DETAIL C-1 BEAM GUARDRAIL ANCHOR TYPE 2 C-6a CEMENT CONCRETE CURBS F-10.12 PARALELL CURB RAMP F-40.12 PERPENDICULAR CURB RAMP F-40.15 SINGLE DIRECTION CURB RAMP F-40.16 DETECTABLE WARNING SURFACE F-45.10 CEMENT CONCRETE DRIVEWAY ENTRANCE TYPES 1, 2,3, &4 F-80.10 LOCKING LID STANDARD JUNCTION BOX TYPES 1&2 J-40.10 TYPE 3 BARRICADE K-80.20 LEFT TURN CHANNELIZATION REDUCED TAPERS M-3.20 TWO-WAY LEFT TURN AND MEDIAN CHANNELIZATION M-3.40 DOUBLE LEFT-TURN CHANNELIZATION M-3.50 RIGHT TURN CHANNELIZATION M-5.10 BICYCLE LANE SYMBOL LAYOUT M-9.50 RAILROAD CROSSING LAYOUT M-11.10 CROSSWALK LAYOUT M-15.10 LONGITUDINAL MARKING PATTERNS M-20.10 City of Auburn Issued January 2021 Engineering Construction Standards Part 2,Page 2 NAME NUMBER SYMBOL MARKINGS-TRAFFIC ARROWS FOR LOW-SPEED ROADWAYS M-24.40 SANITARY SEWER AND STORM DRAIN DETAILS SIDE SEWER STUB S-01 PRIVATE SANITARY SIDE SEWER CLEAN OUT S-02 PUBLIC SIDE SEWER CLEANOUT(8" OR LARGER) S-03 24" DIA. MANHOLE FRAME AND COVER 5-04 RETROFIT EXISTING MANHOLE WITH INSIDE DROP S-05 EXTRA SHALLOW MANHOLE DETAIL S-06 MANHOLE AT END OF SANITARY SEWER LINE _S-07 MANHOLE CHANNEL CONSTRUCTION S-08 FLOW RESTRICTOR S-09,9a COVERED CURB OPENING INLET S-10 WSDOT STANDARD PLANS(INCLUDED BY REFERENCE ONLY) CATCH BASIN TYPE 1 B-5.20 CATCH BASIN TYPE 2 B-10.20 MANHOLE TYPE 1 ' B-15.20 MANHOLE TYPE 2 B-15.40 COMBINATION INLET B-25.20 CONCRETE INLET B-25.60 CEMENT CONCRETE CURB AND GUTTER PAN F-10.16 WATER DETAILS WATER MAIN BLOCKING W-01 TYPICAL AIR AND VACUUM RELIEF VALVE DETAIL W-02 2" PERMANENT BLOW OFF ASSEMBLY W-03 TEMPORARY BLOW OFF DETAIL W-04 WATER SAMPLING STATIONING DETAIL W-05 - 3/4"TO 2" IRRIGATION FROM DOMESTIC SERVICE LINE(SINGLE FAMILY) W-06 5 1/4" M.V.O. HYDRANT SETTING DETAIL I W-07 FIRE HYDRANT LOCATION IN CUT OR FILL W/GUARD POSTS W-08 2" FIRE SPRINKLER LINES WITH 3/4"TO 2" DOMESTIC SERVICE LINE W-09 1"WATER SERVICE FOR 3/4"AND 1" METERS W-13 1 1/2" &2"WATER SERVICE W-14 WATER METER LOCATION & MATERIAL SCHEDULE W-15 3"OR LARGER WATER METER INSTALLATION W-16,16a VALVE WRENCH EXTENSION BOX W-17 C.I.VALVE BOX TOP &VALVE BOX COVER W-18 5" C.I. SOIL PIPE VALVE BOX EXTENSION &C.I.VALVE BOX BOTTOM W-19 NON-SINGLE FAMILY SERVICE LINES W-20 TEMP. COMBINATION HYDRANT METER/REDUCED PRESSURE BACKFLOW ASSY. W-21 REDUCED PRESSURE BACKFLOW ASSY. (OUTSIDE INSTALLATION) W-22 REDUCED PRESSURE BACKFLOW ASSY. (INSIDE INSTALLATION) W-23 DOUBLE CHECK VALVE ASSEMBLY(OUTSIDE INSTALLATION) W-24 DOUBLE CHECK VALVE ASSEMBLY(INSIDE INSTALLATION) W-25 City of Auburn Issued January 2021 Engineering Construction Standards Part 2,Page 3 BLIND 0 BLIND FLANGE I OR SMALLER O O FLANGE C SIZE PIPE 0 ___.=;.* IF ir4/the : �� s 011111 all�ll�BLIND ' ell , 0 alorils ,I,,,IH-FLANGE Bil FLANGE .II III 7 OR PLUG I CAPPED CROSS UNBALANCED TEE TEE O 90' BEND CROSS D.I. PIPE - NOTE: HORIZ OR UPWARD VERT BENDS SEE STD. DETAIL W-03 { FOR TYPICAL BLOW OFF S�II1• ASSEMBLY. MAINTAIN 2" M11110:01 �° z - , CLEARANCE BETWEEN �I,.' g 3" CONCRETE AND PIPE sit FOR PIPE SIZES UNDER N'4 0 0 Ai >. , t _ - r��r 11 1/4' BEND 22 1/2' BEND •0�� - 12" USE 2 ;3/4' 0 HOT � l #4. REINF. HOOP 18" DIPPED GALV. THREADED • SHALL BE" 2" BELOW — MIN. ~ RODS FOR 12" & 14" USE TOP OF `CONCRETE 4,3/4" 0 HOT DIPPED • GALV. RODS TIE BACK BLOCK DETAIL #5 REBAR (EXTEND 2' 3 x PIPE 0 MINIMUM SIINTO CONCRETE) moo ® 'I�� 11°. - f BLOCK SHALL BE r • AGAINST UNDISTURBED EARTH- 445' BEND larmikwDOWNWARD VERTICAL BEND I PLASTIC BARRIER CONC. BLOCK • SYMMETRICAL TOP & ..BorroM , THRUST BLOCK TABLE NOTES; MIN. BEARING AGAINST UNDISTURBED SOIL 1 1. BEARING. AREA OF ,.CONE. THRUST BLOCK. IS BASED ON g .200 PSI PRESSURE *AND SAFE SOIL BEARING LOAD OF PIPE OO B OO Q E 2000 PSF. SIZE SQ. FT. SQ. FT. SQ. FT. SQ. FT. SQ. FT. 2.; AREAS MUST BE ADJUSTED FOR OTHER PIPE SIZES, 4" 3 3 2 2 2 e PRESSURES, AND SOIL CONDITIONS. 6" 4 3 2 .2 2 1. 3 3. CONCRETE BLOCKING SHALL BE CAST IN PLACE AND 8" 7 5 4 2 2 a HAVE A MINIMUM OF 1/4 SQUARE FOOT BEARING 8 AGAINST THE FITTING. 10" 11 8 6 3 2 4. THE BLOCK SHALL BEAR AGAINST THE FITTINGS ONLY 12" 16 11 9 5: 3 0) AND SHALL BE CLEAR OF JOINTS TO PERMIT TAKING 14" 22 15 12 6 3 UP AND DISMANTLING OF JOINT. 16" 29 20 16 8 4 1 5. THE CONTRACTOR SHALL INSTALL BLOCKING ADEQUATE 18" 36 25 20 10 5 3 TO WITHSTAND FULL TEST PRESSURE AS WELL AS TO - m CONTINUOUSLY WITHSTAND OPERATING PRESSURE 20 45 32 24 13 6 3 UNDER ALL CONDITIONS OF SERVICE. 22" 54 38 29 15 8 g24 64 45 35 18 9 6. USE 2" THICK STYROFOAM TO FORM THE CONCRETE 4 a BLOCKING. PLASTIC SHALL BE INSTALLED BETWEEN ALL 28" 87 62 48 24 12 '4' CONCRETE BLOCKING AND FITTINGS. 30" 101 71 55 28 14 7. RESTRAINED JOINTS ARE REQUIRED WHERE BEARING 36" 145 102 78 40 20 € SOILS OR FILL MATERIAL ARE DETERMINED BY THE 42" 197 139 107 55 27 ENGINEER TO BE UNSUITABLE TO PROVIDE ADEQUATE S BEARING LOAD, OR THIS SOIL HAS BEEN DISTURBED. 48" 257 181 140 71 36 g▪ APPROVED BY CI ENGINA E . /y DATE:fA��U WATER MAIN •1. _ [lJ i,7 _!� --_ WASIUINGTQN BLOCKING $ /t [j IAJ J"7 /'/ s COMMUNI DE OPMENT 8c PUBLIC WORKS DEPT. STANDARD DETAIL: _ W-01.1 2" OPEN PATTERN, RETURN BEND WITH 2" BEEHIVE STRAINER NOTE; FOR LOCATIONS WITHOUT 2" GALV. CURB, AIR VAC. SHALL BE PLACED STEEL PIPE ON PROPERTY SIDE OF DITCH. IF NO ROOM IS AVAILABLE, INSTALL 2-2" 90' CULVERT IN DITCH WITH AIR VAC. A ELBOWS, GALV. INFILL OVER CULVERT. --- 2" X 1" REDUCER 1" STEEL PIPE ` �i 1" UNION N 1" STEEL PIPE i 1" 90'. ELBOW -C.I. ,VALVE BOX & VALVE BOX 1" NIPPI'E COVER, SEE STD. DETAIL W-18 { 1 BRASS grip-Pi`: ' � CLOSE i - 44141 NIPPLE /40 iii /Mi�-ir�iI IIIIzmI •�.4s •, 04--.7 i IZ tiii.ri:4.4t1 011 5 Offoli:M 03 011.01,4114 , •i 1 41 �•1 4iI 0%I 0 $�1 ' 1" POLYETHYLENE 'o' o' •o i o WITH TRACER WIRE .,/,4e•/•{ •; _,,,-.4--A45 i I� .;tee.;; Z• �.;�p` — - ` 1X90' COUPLING N lb 000 :1/ �,,, `� MUELLER B-25008N n . • • ialf m . tat �L �o.1 Off :�:A..;::V 1" STRAIGHT COUPLING, 1" AIR & VACUUM N VALVE, SCREWED APCO 4" PVC PIPE, MUELLER H15451N {'. NO. 143C OR- EQUAL NOTCHED' AT 1" CURB VALVE, r' x BOTTOM ' MUELLER B-20200N l'..' 1" BRASS 90' ELBOW 1" BRASS 1 1" BRASS PIPE DIELECTRIC CORP. STOP g UNION MUELLER B-20045 NOTES; 1 A 1. AIR VALVE TO BE INSTALLED IN 17" X 30" HUBBELL QUAZITE 'OR ARMORCAST METER i BOX W/ DUCTILE COVER, EAST JORDAN IRON WORKS (OR APPROVED EQUIVALENT). 22. BED WITH 3/4' WASHED ROCK, PASSING 1Y2" AND RETAINED ON, Y4" MESH FOR DRAIN. 3. POLYETHYLENE PIPE SHALL BE AS SPECIFIED IN SECTION 9-30.6(3) OF THE m CONSTRUCTION STANDARDS AND THE CONTRACT PROVISIONS. N 4. DIELECTRIC UNIONS ARE REQUIRED FOR JOINING DISSIMILAR MATERIAL TYPES. 0 5. MAINTAIN POSITIVE GRADE FROM MAIN TO VALVE. N 6. IN LIEU OF 2" BEEHIVE STRAINER, CONTACT CITY WATER DEPT. FOR LIST OF DOH s APPROVED STRAINERS. II APPROVECJ NGjNEER: DATE: �c...�/ TYPICAL AIR AND VACUUM �Q" L .A 01/05/2021 a„oK RELIEF VALVE DETAIL PUBLIC WORKS DEPARTMENT STANDARD DETAIL: W-02.3 ----77--DOUBLE STRAP SADDLE, SEE NOTE 2 TRACER WIRE, WATER SEE NOTE 4 TRACER WIRE MAIN—�_ CONNECTED TO SADDLE BOLT 1 it 1 u ;. -...:� = Ix 1 .y i'. - Emzei_0 _._1 ,_ , CAP OR a PLUG 17"x30" HUBBELL QUAZITE OR ARMORCAST METER BOX W/ LID r/,;;/�/�,\�/�\� N,,,,,,,/ (OR APPROVED EQUIVALENT) UNDISTURBED GROUND PLAN2" I.P.T. (FEMALE) X 272" CONCRETE N.S.T. (MALE) ADAPTER & BLOCKING 272" NST BRASS LUG CAP AS REQ'D. TRACER WIRE, CI VALVE BOX PER SEE NOTE 4 _STD. DETAIL W-18- -io , 2" BRASS PIPE MUELLER, H-15428N . I t ��, STRAIGHT COUPLING a a ' lit �� MIP x :110CTS OR a sJ`c5, �� -A-6- . to Z la FORD C84-77-Q—NL , STRAIGHT COUPLING * m 3 , o 00 o-l), o ��i - 11� I+ � t I- i 2"-90' BR AS S V' . 4.4114- ELBOW � I `�II **S� a Lfs 41 � TRACER WIRE, 2" GATE VALVE, THREADED SEE NOTE 4 W/ 2" OPERATING NUT, MUELLER B-2969N 2" POLY PIPE, MUELLER A-2360N 2 CORP. STOP W/ H-15451N LENGTH AS REQ'D, OUTLET COUPLING OR FORD SEE NOTE 1 10 CU. FT. WASHED ROCK a FB500-7—NL W/ C14-77—Q—NL PASSING 172" AND RETAINED i OUTLET COUPLING ON Y4" MESH FOR DRAIN. - i ELEVATION NOTES; 1. 2" POLY PIPE SHALL BE AS SPECIFIED IN SECTION 9-30.6(3) OF THE CONSTRUCTION C STANDARDS AND THE CONTRACT PROVISIONS. 2. SADDLE SHALL BE AS SPECIFIED IN SECTION 9-30.6(1) OF THE CONSTRUCTION STANDARDS AND THE CONTRACT PROVISIONS. N 3. FOR LOCATIONS WITHOUT CURB, BLOWOFF SHALL BE PLACED ON PROPERTY SIDE OF THE DITCH. IF NO ROOM IS AVAILABLE, INSTALL CULVERT IN DITCH W/ BLOWOFF INFILL OVER CULVERT. 1 4. TRACER WIRE SHALL BE INSULATED #10 COPPER WIRE, BARED AT ENDS. s g APPROVES C` tNG1NEER: DATE: m,rai-:�"`° • 2" PERMANENT BLOW OFF are it 01/05/2021 . t -14;'a11 ASSEMBLY WASHINGTON PUBLIC WORKS DEPARTMENT STANDARD DETAIL: W-03.3 DEAD END 17"x30" HUBBELL QUAZITE OR 7:v.._WATER MAIN ARMORCAST METER BOX W/ LID M.J. CAP WITH 2" (OR APPROVED EQUIVALENT) THREADED HOLE I PROVIDE TEMPORARY REMOVABLE THRUST 2" BRASS BLOCKING —TRACER NIPPLE WIRE �. —VARIES • BRASS 1111 11 �� 11. 70 ELBOW . 2" POLY PIPE 2" BRASS PIPE, LENGTH SHALL BE (FIP, X 11OCTS. 2" I.P.T. (FEMALE) x 212" .- 6" MIN. OUTSIDE, OF COUPLING) LAN N.S.T. (MALE) ADAPTER & CONC. BLOCKING. ,. 2Y2" NST BRASS LUG CAP ' TRACER WIRE 1 CI VALVE BOX PER i STD. DETAIL W-18 ,-) 1 2"-BRASS WRAP`'END OF PIPE PIPE /��' /��,,,,,, •��•% ASSEMBLY W/ 4 MIL. ' � ��'>i PLASTIC SHEET PRIOR a° 1 Jul ' ��% TO POURING CONCRETE RI f . _ zTHRUST BLOCKING a ,l(BLOCKING NOT SHOWN (MIP {x 11OCTS COUPLING) ',r090 T. FOR CLARITY) u.. . ., ••'- * =..) woo yea � �.� g 2''-90' .S®��II�III+�III►�IIIIRt. • C•- t BRASS o o ��' i•`:�%�' 11,1�y� 0. . 2"-90' BRASS i ELBOW -t� f .� iggii`. ELBOW ��t1II11i9�=tom• TRACER k.. �! 111/46.-,±! o ry� WIRE 2" 'POLYPIPE, 2" GATE VALVE, THREADED LENGTH AS REVD 2 OPERATING NUT, TRACER WIRE MUELLER A-2360N CE CONNECTED -(FIP x 110CTS 10 CU. FT. WASHED ROCK '2 TO BOLT COUPLING) 1 PASSING 112' AND RETAINED ON 14" MESH i ELEVATION FOR DRAIN. NOTES; 1. 2" POLY PIPE SHALL BE AS SPECIFIED IN SECTION 9-30.6(3) OF THE 1 CONSTRUCTION STANDARDS AND THE CONTRACT PROVISIONS. E. 2. TEMPORARY BLOWOFFS SHALL BE USED ON ALL DEAD END WATERLINES WITH N LOCATION OF BLOWOFF BOX AS SHOWN ON THE PLAN OR WHERE DIRECTED BY THE ENGINEER. N 3. TRACER WIRE SHALL BE INSULATED #10 COPPER WIRE, BARED AT ENDS. 4. GATE VALVE SHALL BE AS SPECIFIED IN SECTION 9-30.3(1) OF THE I CONSTRUCTION STANDARDS AND THE CONTRACT PROVISIONS. E, APPROVED CI Gamp�.�:,%' 13; Or. %t� Nett 01/05/2021 4,NEER: DATE: � r 11 r2� TEMPORARY BLOW OFF PUBLIC WORKS DEPARTMENT STANDARD DETAIL: W-04.3 1Q a (PAINTED Jr - GREEN) — ROADWAY SIDEWALK 1'8"x18"x4" CONC. PAD FINISH GRADE 12" I CENTERED MIN. AROUND BASE .. mil • .,, ......,......„ • ,„,><0).„>,„,..v.„, ,,4 ,,,,,,A \\4,,y),y, ,,.„ „0...y.w.w.\,:y;›,Ay> -,a=p`. , CI VALVE BOX PER STANDARD DETAIL W-18 1 2 DIRECT TAP AWWA z TAPER x; 110CTS -7-- >_ "C\I U 0 0 0 i \ e , - - - - a -de- NIPPLE LENGTH AS , NEEDED TO CLEAR 0 IC THREAD INTO VALVE BOX CURB VALVE I, , 410 \\ 5 41V a MATERIAL LIST • 45* MIN.JFORD PART MUELLER PART ITEM NO. DESCRIPTION # - 60' MAX. *101" SADDLE I.P.T. MIPx1 10 CTS N/A. N/A s SADDLE TAP 01" CORP STOP FB1000-4-Q B-25008N is 3 1" TYPE :K COPPER N/A N/A SADDLES FOR 1Y" OR 4 1" FIP COMPRESSION ADAPTOR, C14-44-Q-NL H-154-51N 2" PfPE TAPS SHALL BE 5 1" COMPRESSION x 1" MIP C84-44-Q-NL H-15428N EPDXY COATED OR 1 E-COATED DUCTILE IRON 6 1" BALL CURB FIP x FIP B11-444W-NL B-20200N 1" BRASS UNION N/A N/A _W/_DOUBLE, STAINLESS ® STEEL STRAPS & 0 1" BRASS NIPPLE N/A N/A NEOPRENE GASKETS. 0 1" 90' BRASS STREET ELL N/A N/A 1.- SADDLES SHALL HAVE I.P.S. FEMALE THREADS KUPFERLE ECLIPSE #88-SS N/A N/A a 2 N NOTES: 1. ALL PIPE AND FITTINGS. TO BE ASSEMBLED W/ TEFLON AND PIPE DOPE UNLESS OTHERWISE NOTED. 2. SERVICE LINES SHALL BE INSTALLED PERPENDICULAR TO THE WATER MAIN. 3. THE SERVICE LINE SHALL BE INSTALLED TO ALLOW FOR THE FAR SIDE OF THE SAMPLE STATION TO 2 BE INSTALLED IN THE ROW OR EASEMENT LINE, UNLESS OTHERWISE DIRECTED BY THE CITY. 5 APPROVED BY CITY EN INEER: DATE: �trvat „0--fr WATER SAMPLING ,/ STATIONING DETAIL (--- i �.. , 2 u 71;-I 7 /2 2C ./ �vsrtttaitiOrd PUBLIC WORKS 15EPARTMENT '� STANDARD DETAIL: W-05.2 I I SHUTOFF VALVE INSTALL TEE AFTER UNION DOMESTIC WATER SERVICE METER 7-DOMESTIC WATERLINE TO LANDSCAPE IRRIGATION I\ TO WATER MAIN -PROPERTY OWNER TO BACKFLOW INSTALL AND MAINTAIN ' i PREVENTION VALVE AFTER "TEE" ASSEMBLY It, ROW, OR EASEMENT LINE I 0 ., PLAN NTS g S s a a i i 3 2 g NOTES; 2 N 1. BACKFLOW ASSEMBLY SHALL BE PER DESIGN STANDARDS. 2. THIS DETAIL IS APPLICABLE TO SINGLE FAMILY RESIDENCE ONLY. N a O G S Q S APPROVED Ci NG NEER: DATE: WIMP=.®.. 3/4" TO 2" IRRIGATION FROM DOMESTIC h te�:. 01/05/2021 _ 4Iven 41 SERVICE LINE (SINGLE FAMILY) weeHIxaroK o PUBLIC WORKS DEPARTMENT STANDARD DETAIL: W-06.3 Plotted by. Craig Dobyna on 2/15/2018 no location: 14:\ConnWctlon Standard Dotaile\Current.Working DWG\Wafer\STDE11.—W-07.2 n D O - 2'± 5 1/4" M.V.O. MIN. HYDRANT m _00 o), lv ,. �� SEE NOTE 3 LANDSCAPE - STRIP 5'" WIDE TYPE 2BB EDGE OF 0 MIN. RPM HYDRANT m SIDEWALK 2 —4 PER. TRAFFIC CURB zrn MARKER REFLECTOR M z MANUFACTURERS & GUTTER FINISH r m SPECIFICATIONS PAVEMENT M 1 J 107 Th.:✓i1%i}/./ /\„.�4\\./ 4 . WIIWI !J/J�//021eAr / • --j ” F 1 _ ��!/ 1 CI VALVE BOX 4X4 X6 THICK CONC. a 4 MIN.: ' R SLAB CENTERED ON 7` FOR 5' SIDEWALK, & I PER STANDARD " HYDRANT (AWWA C 6.25' FOR; 7' 'SIDEWALK DETAIL W-18 ..0):;"--. 0 600-77) WEDGE RESILIENT FLANGED JOINT �`` > I 10 MIL. PLASTIC ` I=` " m SHEETING.. OVER GRAVEL VALVE it1 HYDRANT MECHANICAL 2-® t.7 - WASHED .',' ow- GRAVEL \ :m ' , ,/ ,. HYDRANT TEE IS }i.',i`A'A/e'!/�;f/;k2.',`!i,- 6 DIP, 8 IF DISTANCE BETWEEN FLxMJxMJ UNLESS HYDRANT AND WATER MAIN IS 12"X12"X4" 2-3/4" STEEL INSTALLING ANOTHER CONC. BLOCK SHACKLE RODS, GREATER THAN 50' FITTING (OR AS cn °' NOTES; SEE NOTE 4 DIRECTED BY ENGINEER) z p. (/)_p.. 1. HYDRANT SHALL BE LOCATED WITHIN THE LANDSCAPE. STRIP. WHERE LANDSCAPE STRIP IS NOT PRESENT OR IS LESS THAN Qri m 5' WIDE, HYDRANT AND PAD SHALL BE PLACED BEHIND THE SIDEWALK IN R.O.W. OR EASEMENT. 0`' o 0 2 WHERE NO INDICATED ON CURB THE DRAWINGS& GUTTER IS RAWINGSS INSTALLED, FIRE HYDRANT SHALL BE LOCATED (IN RELATION TO STREET CENTER LINE) AS • y .3. HYDRANTS SHALL HAVE 2-2 1/2" NATIONAL STANDARD THREAD (NST) HOSE PORTS & 1-4 1/2" NST WITH 5" STORZ I=3 ADAPTER AND CAP. - * z 4. MEGA—LUGS OR PUSH—ON JOINT RESTRAINTS MAY BE USED IN PLACE OF SHACKLE RODS WITH PRIOR ENGINEER APPROVAL. ✓ 5. ENSURE 5' MINIMUM CLEARANCE TO OBSTACLES FROM CENTERLINE OF HYDRANT. N 6. REMOVE CHAINS. ROCK WALL GUARD POST, 9" ROUND X 6'-O" LONG OR OPTIONAL REINFORCED CONCRETE, PER SECTION KEYSTONE BLOCKSdip 9-.30.5(6) OF THE STANDARD SPECIFICATIONS TYPICAL OF 2. -�, MIN. AREA .0F LEVEL )- \9/-GROUND SURFACE a FIRE HYDRANT SEE STD. DETAIL W-077 � � : i., A c :� • oO.I.k°Si aero — . 1 by 10 to /tel - 1 ,t t �I 0 ° b 1 } . Et> . ' ',"\A.\, 5' RADIUS, AID 4' I A, r1 � ' CLEAR DISTANCE _ IN ; i EXISTING GUARD POST (ONLY GROUND PLAN WHEN SPECIFICALLY SURFACE 5' REQUIRED AS SHOWN - ,', MIN. IN THE PLAN)cd i ':&•'N>. GUARD POST d lli0.II 1 ELEVATION x W X16 ill o f 5 LIJ all' i _�X -d- (ij) Gib _ MINS. g lin kinio E ,- tIllif — ��/''t)°-- - - o ' ..„4„,,,,,,,,,,,,<,,,,,,,:„. ,,,t,„,\\,\,,. ` .'tv\ . ' .-\.. C�1,'`t',''ti\/\ '' A „ ,. 1 2 -4 b z 1 6 CONC. SLAB Nill °3 — € 4' X4' MIN. CUT j e`�°!�� & `�/./."/ \r NOTES: x - 1 �\ \ - /- I �. �\'`�\�,,,\� z 6r�`\ 2 \j � 1. SEE PLAN FOR WALLS - m afEXCEEDING 4'-0" IN �' HEIGHT. an) % FILL ,, / EXISTING GROUND \;./\>:/")//;' - 1 SURFACE APPROV J'� ERi 01 0571 anu, T FIRE HYDRANT LOCATION IN CUT U 3 ' r Zot fp,, WASHINGTON OR FILL W/ GUARD POSTS CO t UNITY VELOPMENT & UBLIC WORKS DEPT. STANDARD DETAIL: W-08.1 IJJo Z J 9p. • 9 O FIRE SPRINKLER11 LINE TO BUILDING \ anuthk...L.v.., 1 1 lb. ( I ®' �., ii1C =ilk. e----i.tda-� '�.`�a, ',.`i7... lie � r ® ® DOMESTIC SERVICE CONSTRUCTION NOTES:.. 6 0 g LINE TO BUILDING I. O 2" POLYETHYLENE SERVICE PIPE. - .. PUBLIC PRIVATE O 2" SADDLE. O 2" CORPORATION STOP. 0 CURB VALVE WITH COUPLINGS AND, LOCK WING EARS, ENCASED VERTICALLY BY 3" DIA.' SCH. 40 PVC PIPE, NOTCHED AT BOTTOM' TO FIT OVER COUPLINGS. FIRE LINE PVC PIPE SHALL BE PAINTED RED TO IDENTIFY AS A FIRE LINE. O 5 METER YOLK WITH SPACER. PIPE W/. HOLE IN SPACER. DO N,OT INSTALL GASKETS. O 17"x30" METER BOX. O ADAPTER COUPLING, TEMPORARILY CAP IF PRIVATE SIDE CONNECTION IS NOT READY. r - O SHUT OFF VALVE ON DOMESTIC LINE (CUSTOMER TO INSTALL AND MAINTAIN). x ® '2"x2"x*"' TEE, WHERE *" IS METER SIZE IN INCHES (1" MINIMUM) FOR DOMESTIC LINE. n p - 10 BACKFLOW' PREVENTION ASSEMBLY ON FIRE SPRINKLER LINE (CUSTOMER TO INSTALL AND MAINTAIN). I ,11.. #10 INSULATED COPPER TRACER WIRE. ii - 12 2" ADAPTER (MIPxCOMP) 2 13 *" BRASS NIPPLE, LENGTH AS NEEDED. 33 0 *" BRASS ELBOW NOTES: a I 1. THIS DETAIL IS APPLICABLE TO SINGLE FAMILY RESIDENCES ONLY. 2. CONNECTION TO CITY WATER MAIN PER CITY OF AUBURN REQUIREMENTS. n 3.. BACKFLOW PREVENTION ASSEMBLY SHALL BE PER DESIGN STANDARDS. 4. PLANS FOR SEPARATE FIRE SPRINKLER LINE MUST BE SUBMITTED AND APPROVED BY THE FIRE MARSHAL PRIOR TO INSTALLATION. 5. NO DETAIL IS REQUIRED FOR FLOW-THROUGH FIRE SPRINKLER SYSTEMS. 3 6. SEE STANDARD DETAIL W-15 FOR MATERIAL SCHEDULE. 1 APPROVED BY CITY E . }NEER: DATE: 4 ,t ,;.. ! 2" FIRE SPRINKLER LINES WITH / � �' � B' 3/4" to 2" DOMESTIC SERVICE LINE ��.� S,� alt ,/.� �'`�' 2G� :�"" G�:tii;►iaurdN PUBLIC WORKS DEPAR MENT ' STANDARD DETAIL: W-09.3 DRILL HOLE PUBLIC PRIVATE SPACER PIPE W/ 0 TAILPIECE TO R.O.W. w ^C HOLE IN SPACER (DO LINE (18" MINIMUM O NOT INSTALL GASKETS) BEYOND METER) I 0 to 0 i y��IZ�, '�e4�i =ix W�*�.M*"G'11I; ;-_.1=E.=,C_ - ,' - - il,..:c:am., - w r- I Q rr11/ I �O 0 1 0 �� ADAPTER COUPLING, CAP 0 PLAN END IF PRIVATE SERVICE LINE IS NOT AVAILABLE. PUBLIC PRIVATE *TYPE K_COPPER, OR ADAPTER COUPLING, POLYETHYLENE ._SERVICE ' 7 O PIPE WITHOUT JOINTS ,, : = CAP END IF PRIVATE z BETWEEN CORPORATION 1 SERVICE LINE IS NOT M STOP & ADAPTER AVAILABLE. I COUPLING ! O SPACER PIPE W/ I IY 9'1 HOLE IN SPACER CURB, VALVE' INSIDE ' (DO NOT INSTALL METER BOX SHALL GASKETS) BE CASED-BY 7 8"X3" DIA. SCH 40 6 HOLE DRILL : I PVC PIPE, NOTCHED , N z_ fY AT BOTTOM ;TO FIT 1 - 1 w I OVER COUPLINGS: 1 " J'•'=1=IV_S�1 > � '� O *r-Wil,: tiiwiltikt- Co0 U . ' .41A I" i I�' I 1d ' Il!IHFLHfr ,• ''\fir'`/\/Aj/ \//��;//i i \>, i ' ° TAILPIECE TO g , .. 45' MIN. 6" OF 5 " CRUSHED 5 1 R.O.W. LINE (18" 0 P .`�� • �N MINIMUM BEYOND a ;,•••"��0 60' MAX. SURFACING TOP 1 * - COURSE METER) i \,.,•,•°'• WATER THREADED BRASS * IF 1" POLYETHYLENE IS USED: iN MAIN NIPPLE,REQ'D ELEVATION LENGTH SERVICE PIPE W/OUT JOINTS BETWEEN CORP. STOP AND CURB VALVE AND 1. SEE STANDARD DETAIL W-15 FOR MATERIAL SCHEDULE. WRAPPED W/ #10 INSULATED COPPER 1 2. ALL DOMESTIC SERVICE LINES FROM THE WATER MAIN, TRACER WIRE. ATTACH BARE TRACER ® INCLUDING THE METER YOLK, SHALL BE A MINIMUM OF WIRE TO CORP. STOP AND WRAP IT N 1" IN DIAMETER. AROUND THE HDPE PIPE AND METER ✓ 3. METER PROVIDED BY CITY, CONNECTIONS MADE FROM SETTER AS SHOWN W/ HIGH TORQUE EXISTING WATER MAIN SHALL BE INSTALLED BY THE SMOOTH STAINLESS STEEL HOSE CITY OF AUBURN AND PAID FOR BY THE APPLICANT OR CLAMPS. A MINIMUM OF 8" BARE WIRE CONTRACTOR. SHALL PROTRUDE PAST CLAMP AT THE 4. METER LAY LENGTH 1" METER = 10-3/4" METER SETTER g APPROVED C`, NG1NEER: DATE: �@ ' - .� G/'/"e' � 01/05/2021 ��'a� "+! ill WATER SERVICE FOR "'' 3/4" AND 1" METERS WASHINGTON PUBLIC WORKS DEPARTMENT STANDARD DETAIL: W-13.4 , 4 WATER SPACER PIPE W/ PUBLIC MAIN HOLE IN SPACER OADAPTER COUPLING, I w PRIVATE (DO NOT INSTALL6 CAP END IF PRIVATE GASKETS) SERVICE LINE IS NOT AVAILABLE ILiz• 10 1 1 -'1 I - i =nom -- 3i r•- i- 'l I:Ca l sis= 1 . 1 0 li 1 � � - TAILPIECE TO 0 4 O R.O.W. LINE PLAN (18" MINIMUM 0 DRILL HOLE BEYOND METER) - 0 SERVICE PIPE W/OUT JOINTS BETWEEN CORP. STOP AND CURB VALVE AND WRAPPED W/ #10 INSULATED COPPER -TRACER WIRE. ATTACH BARE TRACER WIRE TO CORP. STOP _AND:_WRAP IT AROUND -THE HDPE PIPE AND METER SETTER AS SHOWN W/ HIGH TORQUE SMOOTH "_STAINLESS STEEL HOSE CLAMPS. A MINIMUM OF 8" BARE WIRE SHALL PROTRUDE PAST CLAMP AT THE METER SETTER PUBLIC INSTALL CAST IRON SPACER PIPE W/ HOLE IN SPACER Z PRIVATE VALVE BOX .(8" LONG, TOP OR ALL THREAD W/ WASHERS SET I m SECTION AND COVER) W/ CURB, GUTTER TO THE LAY LENGTH OF METER • 4" DIA. SCH 40 PVC. PIPE.. AND SIDEWALK NOTCHED AT BOTTOM TO 1 (DO NOT INSTALL GASKETS) o FIT OVER COUPLING I MAX. N --- _,__ a •r 1.9l I p.Ij.,crrrrrcrrccrrrrrrcrrcrrrrrrsrrr. -'®dam®®®®. _ _ ®s®®I - , a m �j 3 _ w E tp Ail I^ _ 7 •jr •f. • • ' !• 00 U I • •'�• p$•:• • r • • • i •i __0 © I°� r-,lrAr-, II.Ic-� ��i�.1r�i 1,'_-= 1111U1 1 . -- -.,-' -- -- - ' •,- OF 5/8" 0 i7,7-- -,-4is:0- ‹. c.-,-,/, ,e:7,,,ee,4-•7:.‘-e-ir �/ 4 CRUSHED O� O- O © SURFACING — DRILL HOLE TOP COURSE -•-" 45• MIN.— ADAPTER O 1 60' MAX. THREADED BRASS OTAILPIECE TO COUPLING, CAP NIPPLE, LENGTH AS R.O.W. LINE (18" END IF PRIVATE i WATER MAIN REQ'D MINIMUM BEYOND SERVICE LINE IS e NOTES: ELEVATION METER) NOT AVAILABLE s 1. SEE STANDARD DETAIL W-15 FOR MATERIAL SCHEDULE. 2. ALL DOMESTIC SERVICE LINES FROM THE WATER MAIN TO THE ADAPTER COUPLING, r STRAIGHT COUPLING, OR CURB VALVE, SHALL BE A MINIMUM OF 1" IN DIAMETER. 0 3. METER PROVIDED BY CITY, CONNECTIONS MADE FROM EXISTING WATER MAIN SHALL BE INSTALLED BY THE CITY OF AUBURN AND PAID FOR BY THE APPLICANT OR s CONTRACTOR. I 4. METER LAY LENGTHS: 1.5" METER = 13" II 2" METER = 17" 0 I APPROVED C NGjNEER: DATE: arra, 1 1/2" & 2" WATER SERVICE .h "- es4.0:z 01/05/2021 4, - 1 °M WASHING/12N ELS PUBLIC WORKS DEPARTMENT STANDARD DETAIL: W-14.2 1 WATER SERVICE MATERIAL SCHEDULE 0 THE CITY OF AUBURN ALLOWS 1-1/2" TO 2" POLYETHYLENE SDR-9 (IN COPPER TUBE SIZES) W/ STAINLESS STEEL LINERS IN ALL COUPLINGS & WRAPPED W/ A #10 INSULATED COPPER TRACER WIRE. FOR 1" COPPER, IT SHALL BE TYPE K COPPER TUBING W/OUT TRACER WIRE FOR WATER SERVICE & TAILPIECE CONNECTION, IN ACCORDANCE W/ STANDARD SPECIFICATION SECTION 9-30.6(3). ALL CONNECTIONS TO POLYETHYLENE OR COPPER TUBING SHALL BE W/ MUELLER 110 COMPRESSION CONNECTIONS OR EQUAL TAILPIECE SHALL EXTEND TO R.O.W. LINE (18" MINIMUM BEYOND METER) & SHALL BE THE SAME SIZE AS THE SERVICE LINE. 0 SADDLES FOR 1", 1-1/2", OR 2" PIPE TAPS SHALL BE EPDXY COATED OR E—COATED DUCTILE IRON W, DOUBLE STAINLESS STEEL STRAPS & NEOPRENE GASKETS. SADDLES SHALL HAVE I.P.S. FEMALE THREADS. I CONTRACTOR SHALL.FURNISH & INSTALL PRIVATE SERVICE LINE SHUT—OFF VALVE & RISER. FOR - CAPITAL PROJECTS, SEE CONTRACT DOCUMENTS, OTHERWISE PROPERTY OWNER TO INSTALL PRIVATE SERVICE LINE SHUT-OFF VALVE AT POINT OF CONNECTION. METER LOCATIONS: - - 1) -WHERE LANDSCAPE STRIPS ARE PLANNED OR EXIST, THE METER & METER BOX WILL BE PLACED__ BETWEEN THE BACK OF THE CURB_& THE SIDEWALK, ADJACENT TO THE SIDEWALK IF ROOM PERMITS;' 2) WHERE.:THE SIDEWALK IS. LOCATED:.ADJACENT TO THE BACK OF THE CURB OR THE LANDSCAPE STRIP:- - . IS-TOO NARROW TO ACCOMMODATE THE METER BOX, THE METER & METER BOX WILL BE PLACED 7" ADJACENT TO & AT THE BACK OF SIDEWALK; : -3) WHERE METERS.:& METER BOXES ARE 'LOCATED-. IN THE STREET OR SIDEWALK OR IN LOCATIONS; WHICH ARE _ SUBJECTED TO VEHICULAR TRAFFIC, INCLUDING:DRIVEWAYS, ETC., A TRAFFIC BEARING METER BOX & LID OF APPROPRIATE LOAD RATING SHALL BE PROVIDED AS SPECIFIED (EAST JORDAN IRON WORKS, OR EQUAL). 4) LOCATE CURB VALVE IN"THE METER.BOX WHERE POSSIBLE & 1 FT. OUTSIDE IF NO ROOM INSIDE : _ METER BOX IS AVAILABLE. 1 5) OFF STREET METER LOCATION SHALL BE APPROVED BY THE CITY. SERVICE LINE SIZE & MUELLER/FORD CATALOG NO. SCHEDULE K. OR APPROVED EQUAL & PART 1" 1-1/2" I 2" n I 3 DIRECT TAP OPTION: MUELLER B-2969N W/ MUELLER B-2969N .W/ d MUELLER B-25008N OR H-15451N OUTLET COUPLING H-15451N OUTLET COUPLING FORD FB1000-4=Q—NL � OR FORD FB500-6—NL W/ OR FORD FB500-7—NL WI SADDLE OPTION:- - - C14-66—Q—NL OUTLET C14-77—Q—NL OUTLET 3 MUELLER B-20013N W/ COUPLING COUPLING O3 CORP. STOP H-15451N OUTLET COUPLING OR FORD FB500-4—NL W/ : C14-44—Q—NL OUTLET g COUPLING 4 CURB VALVE MUELLER B-20200N OR MUELLER B-20200N OR MUELLER B-20200N OR .92 FORD B11-444W-NL FORD B11-666W—NL FORD B11-777W—NL g 1 S MUELLER B-2404R-2N W/ MUELLER B-2423—N WI , MUELLER B-2423—N W/ H-14222N INLET & H-14227N H-15428N OUTLET COUPLING H-15428N OUTLET COUPLING M 0 METER YOKE OUTLET COUPLINGS, 12" RISER OR FORD OR FORD W/ MUELLER H-108791 66 Q—NL OUTLET W/ C84—NL —77—Q—NL OUTLET 7B 1; 5/8"x3/4"x1" ADAPTERS FOR C84 8 3/4" METERS COUPLING, 12" RISER COUPLING, 12" RISER 21 HUBBELL.4UAZITE OR ARMORCAST HUBBELL QUAZITE OR ARMORCAST (NOT PERMITTED (NOT PERMITTED FOR USE IN PEDESTRIAN PATHWAYS) 13"x24"x12" FOR USE IN PEDESTRIAN 'ATHWAYS), 17"x30"x12" tc © METER BOX POLYMER CONCRETE BOX & COVER POLYMER CONCRETE BOX ',& COVER W/ READER LID o W/ READER UD & 2" AMR PORT & 2" AMR PORT & W/ (2) 2 X x 3 MOUSEHOLES N W/ (2) 2 ) X 3 MOUSEHOLES (603173012M) c (BO3132412M) N 7 COUPLING 0 MUELLER H-15428N OR MUELLER H-15428N OR MUELLER H-15428N OR 0 FORD C84-44—Q—NL FORD C84-66—Q—NL FORD C84-77—Q—NL 1 ® SHUT—OFF MUELLER B-20200N W/ B-20298-99000 LEVER HANDLE, S VALVE W/ 8" IRRIGATION BOX AND 6" PVC RISER 2 APPROVED CI cN -.NEER: DATE: array-1-00°--. - WATER METER LOCATION .i; o^. am%► 01/05/2021 - 4,ti .:V4* 4 �� & MATERIAL SCHEDULE PUBLIC WORKS DEPARTMENT STANDARD DETAIL: W-15.5 METER MAIN LINE BYPASS METER LENGTH MIN. MIN. MIN. OLDCASTLE GRANITE SIZE FLG.TO FLG. LENGTH WIDTH HEIGHT VAULT MODEL** VAULT MODEL** 3" 3" D.I.P. 3" D.I.P. 17" 8'-4" 4'-4" 6'-2" 4484-LA 4x8 MV 4" 4" D.I.P. 4" D.I.P. 20" 8'-4" 4'-4" 6'-2" 4484-LA 4x8 MV 6" 6" D.I.P. 6" D.I.P. 24" 10'-6" 5'-0" 6'-2" 5106-LA 5x10 MV 8" 8" D.I.P. 8" D.I.P. 30 1/8" 12'-0" 6'-0" 6'-5" 612-LA 6x12 MV 10" 10" D.I.P. 10" D.I.P. 41 7/8" 14'-0" 8'-O" 6'-5" 814-LA 8x14 MV ** OR APPROVED EQUAL `V Z _ MIN. -F 'Atli =--- = -T V I q 1 ' I All gilt_ <h : _ OUTLET _ ' 'lir INLET 010� I f I I I 6" - - - ._ .... - - - MIN. PLAN 12 _ 6" NTS MIN. /A/A/A/AT illiI1 iiii1IIIINi till niiiimillpilii lUllllito Iv %/A//.:</,' r, r O , CV v ) O O i 4 g _ -5 - 1.,1 - . (— — I ci — II►1'tiil!I i I� I OUTLET - I INLET gnnri1 ._"....". - - Imo/" sIQco 4 <� JY�'crj7,,, L, ipi Ja I k ilk I J �i♦ (�rY ) ( n1 in V N . j e 6 r ELEVATION 10 NTS Page 1 of 2 a p, APPROVV CI NG1NEER: DATE: �c-:-®"`®%! 3" OR LARGER WATER N �A 01/05/20211 .;e� METER INSTALLATION WASHINGTON I PUBLIC WORKS DEPARTMENT STANDARD DETAIL: W-16.3 Plotted by: Craig Dobyno on 12/10/2020 File location: M:\Conetructon Standard Detaile\Curren!Working DWO\Water\SNER—W-18a.4 C 13 CO xi C7 o o BILL OF MATERIALS • ' ? n PART NO. QUANTITY DESCRIPTION, ; WI " METER PROVIDED BY CITY FOR CONTRACTOR INSTALLATION.;1.)\I\ ..-- O 1 SENSUS OMNI C2 COMPOUND METER OR APPROVED EQUAL FLANGED WITH BUILT—IN m STRAINER AND ENCODERS COMPATIBLE WITH CURRENT SENSUS AMR/AMI SYSTEM 73 —I m K 02 1 LOCK WITH CHAINS rn O3 3 'AWWA C-509 OR C-515 GATE VALVE COMPLETE WITH HAND WHEEL O4 2 FIRST JOINT OUTSIDE VAULT REQUIRES FIELD LOK GASKET OR OTHER FORM OF JOINT RESTRAINT O. 51 PRECAST CONCRETE .VAULT.COMPLETE WITH..COLLAR, . . c11 C555 WHITE, INTERIOR PAINT`, N 0 1 36"x72" ALUMINUM HATCH H20-44 CLASS B;, STATIC LOADING WITH. HOLD, OPEN ARM 0 1 O.S.H.A. APPROVED SAFETY LADDER W/ TELESCOPING SAFETY, POST (IF VAULT IS OVER 30" DEEP). BOLT LADDER TO VAULT FLOOR AND TO VAULT WALL 11.11 O ',.a � 2 GALVANIZED- STEEL ADJUSTABLE PIPE SUPPORT " 09 2 MEGALUG OR ROMAGRIP SEALED IN CONCRETE FILLING KNOCKOUT 0aA)K 10 1 SUMP DRAIN, CONNECT TO CITY STORM SYSTEM, IF GRAVITY DRAIN IS NOT FEASIBLE, A SUMP PUMP WITH CHECK VALVE ON DISCHARGE LINE IS REQUIRED 11 1 SPOOL, MINIMUM LENGTH 2'-0", ONE END OF SPOOL TO BE INSTALLED WITH A UNI-FLANGE W/ RESTRAINT LUGS. -- - "A - ----- - 12 1 2" AMRPORT > K cit z rn 13 AS REQ'D 5/8" MINUS CRUSHED ROCK FOUNDATION WITH COMPACTED DEPTH OF 12" MINIMUM .,..._0 -i o �1- CO �� D DG) m STANDARD FABRICATION & FINISHING SPECIFICATION F 1. ALL STEEL PIPE SHALL BE SANDBLASTED, EPDXY .LINED AND-COATED' TO AWWA-•C-120-AND NSF-61 D o SPECIFICATIONS. FINISH COATING SHALL BE BLUE ENAMEL z m to 2. GATE VALVE ON THE BYPASS SHALL BE NORMALLY CLOSED AND LOCKED WITH THE GATE VALVE ON THE MAIN I 73 N LINE AS SHOWN AND KEYS GIVEN TO THE CITY. - 0 0 3. DUCTILE IRON PIPE SHALL BE ACCORDING TO 9-30.1(1) OF THE STANDARD I SPECIFICATIONS. N . CI VALVE BOX DROP COVER, PER STD. DETAIL W-18 ��18" CI VALVE BOX NOTE: TOP, PER STD. IF DEPTH OF NUT, IS GREATER DETAIL W-18 THAN 7 FEET, CONTRACTOR TO PROVIDE NUT EXTENSION , � 4 }ff 1 F 5" DIA. C.I. SOIL PIPE (OR APPROVED EQUAL) C.I. VALVE BOX BOTTOM (OR L —IF- LENGTH AS NEEDED, PER APPROVED EQUAL): LENGTH AS j STD. DETAIL W-19 NEEDED, PER STD. DETAIL W-19—I — L I 2" SQUARE b I' OPERATING NUT 0 -) e Tr IT I Tr Tr it 11 it =1_144 - - u 0 � d � I } G e, APPROVE BY CITY ENGINEER: DATE: of_ � ✓ VALVE WRENCH Au : 515-1241f• wAs,,,NGTor4 EXTENSION BOX CO NITY ELO"MENT & PUBLIC WORKS DEPT. STANDARD DETAIL: . W-17.1 ALIGN LID EARS _ 41111 WITH DIRECTION 7/0„ QF MAIN....1 II -- _ Da -c = ,i- i, ti - i Lau to i -- - TOP VIEW TOP VIEW 8)/8" ., ._ . 67/8" S 63/: t(c) 1 i IllOkteml— i sill. IV , 1 ( \ , / I f Q '7BOTTOM VIEW CO - (0 ; VV- t'I .-- .1 3 - i i 1 . if 1 5 • ---b11. 1 . :4-'• '',.', 'F' I I I . 1 - s f r. z op : 5 3 9)4" DIA. ,.- I 7/8" - 1----L , 12 2 6 .yE3') 5/ , DIA. '1--5— „ .3 ... 8 .... i 85/8" I; 1 1 1 --, i -1 6i/8" .?'. 3/ " VALVE BOX 1 716 i DROP COVER NOT TO SCALE 18" CAST IRON VALVE BOX TOP & COVER NOT TO SCALE 3' 3 APPROVED BY CITY EN' 71 NEER: DATE: A+rnavor 4........,7,3". C.I. VALVE BOX TOP & ft id 7 7770..-7 ;'.' "1-J---:DW`kliTEN:54 VALVE BOX COVER .t., PUBLIC WORKS / EPARTMENT -/ STANDARD DETAIL: W-18.3 5 3/8" 0—s 5 3/16" 0 1/2" 0 1 1- - V B 9 H P# S 0 `� E I S A G H --6 13/16"".0 - T M - A , _ 6 1/8" 0--1.-- N I 1-- O N' I & ' 1��I 5 5/16" 0io D 5 3/8" 0— a l) I A T " 5 3/8" 0 E 5 5/16" 0 � , I - r.1 ' •1" LETTERS 6 1/8" 0 (TYP.) M Li • , --0 + 6 13/16" 0 `" V ll H P# S SINGLE HUB 5" C.I. SOIL PIP • T M VALVE BOX EXTENSION B A m NOT TO SCALE I I N A ! 0 �--. 5 5/8" 0 5 1/8I I I j I & � p ' DOUBLE HUB 5" C.I. SOIL A PIPE. VALVE BOX EXTENSION T g Z, NOT TO SCALE E' JcV d' N CO J Z ! $ - Q I g N Q E co 3 OK') i i 0 co o in \ v � 4 T` g —......1 - 7 '1/2" 0 !I 13/16" 0 N --►i -.—8 3/4" 0 i.0 C.I. VALVE BOX BOTTOM o NOT TO SCALE 2 APPROV 'D BY CITY ENGINEER: DATE: nrroi _.�'/ 5" C.I. SOIL PIPE VALVE BOX EXTENSION AUI�TTN • �/ A/ gic' gh i''" WASHINGRTON & C.I. VALVE BOX BOTTOM C• NITY VELOPMENT & PUBLIC WORKS DEPT. STANDARD DETAIL: W-19.1 PUBLIC PRIVATE DOMESTIC WATER METER- I SIZE OF SERVICE TO DOMESTIC fl MATCH METER SIZE—\ WATER LINE iti IVw Q >a d 1,L4.1BACKFLOW --. .. - - IRRIGATION r I� PREVENTION rY N. METER ASSEMBLY y_. = _ IRRIGATION LINE , c) "' GATE VALVE II BACKFLOW OR CORP STOP PREVENTION DEPENDING ON I; ASSEMBLY METER SIZE FIRE SPRINKLER LINE TO EACH BUILDING SHALL HAVE BACKFLOW PREVENTION ASSEMBLY N INSIDE BUILDING 1 NOTES; 1. CONNECTION TO CITY-.WATER MAIN PER CITY OF AUBURN REIQUIREMENTS. 2. BACKFLOW ASSEMBLY IS REQUIRED ON FIRE SPRINKLER, DOMESTIC, & IRRIGATION i LINES. TYPE OF ASSEMBLY SHALL BE PER DESIGN STANDARDS. I i 3. PLANS FOR SEPARATE FIRE SPRINKLER LINE MUST BE SUBMITTED & APPROVED BY THE FIRE MARSHAL PRIOR TO INSTALLATION, AND SHALL BE DESIGNED BY A FIRE g PROTECTION ENGINEER. a g * FOR METERS 2" OR LESS USE CORP STOP & FOR METERS LARGER THAN 2" USE i GATE VALVE WITH 2" STANDARD OPERATING NUT & COA VALVE BOX TO SURFACE. 0 U H C 1 m O O Q C O I 8 P g APPROVEDBY TY INEER: DATE: arra_z_..0"--,i'' NON—SINGLE FAMILY N4 01/05/2021 . 4. e tl; ea WASHING= SERVICE LINES 42. PUBLIC WORKS DEP RTMENT STANDARD DETAIL: W-20.3 Plotted by: Craig Dobyno on 7/13/2016 File location: M:\ConntnrcUen'Standard Detalle\proved Draving Flied(dwg)\Watot\SIDETL—W-21.1' n ?0" , 00it ri R gni r m5' "1/4" M.V.O. ( HYDRANT K m z REDUCED PRESSURE -I GATE VALVE HYDRANT BACK FLOW ASSEMBLY 0 1331 R° Do /ADAPTER FROM STATE APPROVED ii.. (5- 0 WATER METER• - 2. 1/2"x2" LIST INCREASER. C 6' HOSE--\ P_rt_.j__. 2 1/2"x2" &_IX 'i)) =-i, . Er (Th Y -C!—73—.7;1 r-- • IV ^ —,- I IIIA — (7) fribS .--.. , j'17 - ;‘;'..t:..' .,:.:!;:7::::.','''''t:..:,.\., 1 L 2 1/2" NTS ,......,,,;„,:,t.„, .:„.r* :, [ Ie m El f * _ z a - WITH PLUG SANDBAG o r� oo (BY OTHERS) :✓ -- WOOD BLOCKS, ADJUST 0 N � ,,- ASSEMBLY IN THE 0 �,.�;_, HORIZONTAL POSITION (BY OTHERS) (/) �(") 'L;, u .I 1L • ' '' : ''' b .- 0. ' ;. S 1 ' '\4:1'''''.(<,, ' ' 7<k/A ' ‘1., "//" sc,/ .<\///:W <., "'".„/ cC) Z7z M D W= F:" D'6 n R D O-I I *� N Dm PUBLICZ PRIVATE INSULATED ao_ PROTECTIVE -' ENCLOSURE 6" MIN. �Iz TYP.. ww aim 0 FROM-:-WATER - .�,�®;_„ ^;� , .,1c..\,., TO DOMESTIC OR MN METER OR Mallilliliall I INDUSTRIAL USE PROPERTYOWNER TO 3" PLAN ` INSTALL AND MAINTAIN MIN. 1 VALVE AT THE• POINT NTS OF CONNECTION . 3" MIN. WHEN . INSULATED PROTECTIVE VALVE IS _- ENCLOSURE MIN. FULLY OPEN ! _ DOH APPROVED REDUCED: PRESSURE -- g_. . . .3" MIN. WHEN BACKFLOW ASSEMBLY VALVE IS I ►1 FULLY OPEN 3" MIN. TYP. �� I 6" MIN. I t . INSTALL UNIONS TYP. TYP. �N , • - •• . — _ FOR 2" AND SMALLER 1 , : 4, ASSEMBLIES SECTION z , h-IF,, . 1kk NTS •- �- �1f I �_� I �� DRAIN, TYP. N - I I - BOTH ENDS P. CG + 12;, z . o I MIN. 1tl�_.—I. s -co- v I CONC. SLAB PVC .., SLEEVE t - ELEVATION NOTES: NTS , U a 1 . INSULATED PROTECTIVE ENCLOSURE MUST COMPLY WITH THE AMERICAN SOCIETY OF SANITARY v ENGINEERING ,(ASSE) 1060 OUTDOOR ENCLOSURES. FOR BACKFLOW 'PREVENTION ASSEMBLIES. IT SHALL BE LOCKABLE WITH A KEY LOCK OR PADLOCK AND :SHALL ALLOW FOR MINIMUM CLEARANCES AND PROVIDE ADEQUATE DRAINAGE. 2. RPBA SHALL BE INSTALLED ADJACENT TO THE METER AND HAVE NO BRANCH CONNECTION BETWEEN THE METER. AND THE BACKFLOW ASSEMBLY.. INSTALL RPBA HORIZONTALLY. I 3. BACKFLOW ASSEMBLY MUST BE APPROVED FOR USE IN WASHINGTON STATE BY THE DEPARTMENT OF HEALTH (DOH). IT MUST BE. TESTED BY A STATE CERTIFIED "BAT" AT THE ti TIME OF INSTALLATION,, ANNUALLY, AFTER THE ASSEMBLY IS REPAIRED, MOVED OR AFTER AN INCIDENT AT OWNER'S EXPENSE. M 4. BACKFLOW ASSEMBLY SHALL BE PURCHASED AND INSTALLED AS A UNIT, AS SHIPPED BY' THE b MANUFACTURER, WITH NO MODIFICATIONS TO ANY PART OF THE ASSEMBLY. 1 5. A MINIMUM OF TWO SUPPORTS MUST FIRMLY ANCHOR THE ASSEMBLY. 8. APPROVED JaNc ITY EN. I ER: , DATE: Aauftici-4-""----"-. REDUCED PRESSURE BACKFLOW ASSY. i,� ' /fes° (OUTSIDE INSTALLATION)tit• l/ �*�'/ v nsN�rscrov L PUBLI WORKS DEPARTMENT JJJ STANDARD DETAIL W-22.2 PUBLICPRIVATE PROPERTY OR EASEMENT LINE I FROM WATER6= �l�_ = TO DOMESTIC OR a. METER OR MAIN 1jJI UL `'''''<«''`'`�'`-'''`''' INDUSTRIAL USE z � PROPERTY OWNER TO N g cl INSTALL AND MAINTAIN firaiiiiiiMMISOLNE VALVE AT THE POINT OF CONNECTION PLAN NTS 3" MIN. FROM ANY OBSTRUCTION WHEN BUILDING WALL, TYP. VALVE IS FULLY OPEN DOH APPROVED BUILDING REDUCED PRESSURE WALL, TYP: BACKFLOW ASSEMBLY 3" MIN. FROM ANY 6" MIN. iii I I OBSTRUCTION WHEN TMP 6 MIN. VALVE IS FULLY OPEN MI1 I TYP. CONCRETEKiiiiiir SLAB _L INSTALL UNIONS TYP. (BUILDING FLOOR) . — FOR 2" AND SMALLER SECTION �I ;�I ASSEMBLIES �� NTS 1 111''5 -�f CONCRETE SLAB N 1111_lar (BUILDING FLOOR) irri'' Zfx m 0 12" ,1,1I=, —► to 8I MIN. I eta n; t I PROPERTY OR EASEMENT LINE ELEVATION 1 NTS i NOTES; 0 5 1. RPBA INSTALLED INSIDE BUILDING SHALL HAVE NO BRANCH CONNECTIONS BETWEEN THE 1 METER AND THE BACKFLOW ASSEMBLY. INSTALL RPBA HORIZONTALLY. I 2. BACKFLOW ASSEMBLY MUST BE APPROVED FOR USE IN WASHINGTON STATE BY THE DEPARTMENT OF HEALTH (DOH). IT MUST BE TESTED BY A STATE CERTIFIED "BAT" AT THE 1 TIME OF INSTALLATION, ANNUALLY, AFTER THE ASSEMBLY IS REPAIRED, MOVED OR AFTER E AN INCIDENT AT OWNER'S EXPENSE. El 3. BACKFLOW ASSEMBLY SHALL BE PURCHASED AND INSTALLED AS A UNIT, AS SHIPPED BY THE MANUFACTURER, WITH NO MODIFICATIONS TO ANY PART OF THE ASSEMBLY. N 4. A MINIMUM OF TWO SUPPORTS MUST FIRMLY ANCHOR THE ASSEMBLY. s 5. ADEQUATE DRAINAGE MUST BE PROVIDED. g APPROVED Ci N �@=G NEER: DATE: o/ REDUCED PRESSURE BACKFLOW ASSY. Is r-err 01/05/2021 A .1`114;_a11 (INSIDE INSTALLATION) WASHINGTON 13 PUBLIC WORKS DEPARTMENT STANDARD DETAIL: W-23.3 PUBLICPRIVATE w ix z 0 =JPROTECTIVE ENCLOSURE > Pi. MUST PROVIDE SPECIFIED w CLEARANCES, SEE NOTE 5 aIw CCvdvvvv vwvvv.v CI_ w • vvvvvvq.vvvv • • • v d -vvv ri FROM WATER METER �... , .-- • v v v • TO DOMESTIC-- - METER OR MAIN OR INDUSTRIAL USE PROPERTY OWNER TO INSTALL AND MAINTAIN. ;VALVE AT THE PLAN POINT OF CONNECTION 1 ; NTS PER NOTE 5 ---- -,---- 4„ 4" Z MIN.. � MIN. m > I UNION = o P�+ n pA _ t : -- - an.. 1 —I B �_O = —ia..i1= 1=11=1.- I _ co -UNION it* ko . ceitsoir ii, II colt ruou• lot. K 4" I. MIN I 6" MINIMUM ' PEA GRAVEL ELEVATION ° NTS , 1 t NOTES: 1. BACKFLOW ASSEMBLY MUST HAVE ADEQUATE` SPACE CONSIDERATIONS FOR PROPER TESTING AND MAINTENANCE. A MINIMUM OF 12" CLEARANCE FROM ANY OBSTRUCTIONS ON THE TEST SIDE. A MINIMUM OF 6" CLEARANCE BELOW ASSEMBLY AND A MINIMUM OF 6" OF PEA g GRAVEL IN THE BOTTOM OF THE BOX. THE MINIMUM CLEARANCE FROM THE TOP OF THE PEA GRAVEL TO THE BOTTOM OF THE ASSEMBLY IS 6". F, L' 2. DCVA MUST BE INSTALLED WITH TEST COCKS FACING UP. TEST COCKS MUST BE PLUGGED i WITH BRASS OR PLASTIC PLUGS. INSTALL DCVA HORIZONTALLY. 3. BACKFLOW ASSEMBLY MUST BE APPROVED FOR USE IN WASHINGTON STATE BY THE DEPARTMENT OF HEALTH (DOH). IT MUST BE TESTED BY A STATE CERTIFIED "BAT" AT THE li TIME OF INSTALLATION, ANNUALLY, AFTER THE ASSEMBLY IS REPAIRED, MOVED OR AFTER 4 AN INCIDENT AT OWNER'S EXPENSE. ILL • 4. BACKFLOW ASSEMBLY SHALL BE PURCHASED AND INSTALLED. AS ',A UNIT, AS SHIPPED BY • T- HE MANUFACTURER, WITH NO MODIFICATIONS TO ANY PART OF THE ASSEMBLY. N 5. MINIMUM ABOVE 2 & ASSEMBLY METER) SHALL BE: 9" (FOR 3/4" METER,), 12" (FOR 1" la M- ETER), AND 14" (FOR 1 U G rn 7 APPROVED B ITY ENGI EZR: DATE: vuf-:�-,'61 . DOUBLE CHECK VALVE ASSEMBLY 4IT ' Z H (OUTSIDE INSTALLATION) 2 PUBLIC WORKS EPARTMENT / STANDARD DETAIL: W-24.2 1 { e • � � 6/r MIN.— .... WALL FROM ATER TO DOMESTIC METERWOR MAINZ X11 �IVN INDUSTRIAL U EROw WALL affinalininne i. 6 MIN. PLAN NTS J .• J i I � { I 6" MIN. j ,6" MIN. A I ` MEl • UNION UNION I FLOOR 6" MIN. N C ELEVATION NTS NOES: 4 1.. BACKFLOW ASSEMBLY MUST HAVE ADEQUATE SPACE CONSIDERATIONS FOR PROPER 1 TESTING AND MAINTENANCE. A MINIMUM OF 6" SIDE CLEARANCE BETWEEN DCVA AND 1 1 •WALL OR ANY "OBSTRUCTIONS AND A MINIMUM OF 6" CLEARANCE BELOW ASSEMBLY u SHALL BE PROVIDED. r 2. DCVA MUST BE INSTALLED WITH TEST COCKS FACING UP. TEST COCKS MUST BE PLUGGED WITH BRASS OR PLASTIC PLUGS. - 3. DCVA INSTALLED INSIDE BUILDING SHALL HAVE NO BRANCH CONNECTIONS BETWEEN THE METER AND THE BACKFLOW ASSEMBLY. INSTALL DCVA HORIZONTALLY. u 4. BACKFLOW ASSEMBLY MUST BE APPROVED FOR USE IN WASHINGTON STATE BY THE DEPARTMENT OF HEALTH (DOH). IT MUST BE TESTED BY A STATE CERTIFIED "BAT" AT ii-a • THE TIME OF INSTALLATION, ANNUALLY, AFTER THE ASSEMBLY IS REPAIRED, MOVED OR. AFTER AN INCIDENT AT OWNER'S EXPENSE. t 5. BACKFLOW ASSEMBLY SHALL BE PURCHASED AND INSTALLED AS A UNIT, AS SHIPPED BY THE MANUFACTURER, WITH NO MODIFICATIONS TO ANY PART OF THE ASSEMBLY. CI 6. TWO SUPPORTS, EITHER WALL OR FLOOR, ONE ON EACH SIDE OF THE ASSEMBLY, MUST FIRMLY ANCHOR THE ASSEMBLY. rr { APPROVED B Y ENGINE : DATE: •(W.=-.�'- / DOUBLE CHECK VALVE ASSEMBLY // ry �g � TJ (INSIDE INSTALLATION) ,I GC s,•-‘/'. v. .ej 4 /v/,/I//er WASHINGTON / I° PUBLIC ORKS PARTMENT STANDARD DETAIL: W-25.2