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HomeMy WebLinkAboutSWP272757(3) 1 Oakesdale Avenue S.W. Extension i Phase 1B S.W. 27th Street to S.W. 19th Street Phase 2 S.W. 31st Street to S.W. 27th Street DRAFT FINAL SUBMITTAL ABBREVIATED SURFACE WATER TECHNICAL INFORMATION REPORT March, 2000 Prepared by: Kato &Warren, Inc. Prepared for: City of Renton ' Planning/Building/Public Works Contributing Kato &Warren Staff: ' Richard E. Warren, P.E., Principal Shawn S. Summersett, P.E., Civil Engineer Kourosh Sameni, P.E., Civil Engineer Contributing City of Renton Staff: ' Allen Quynn, Civil Engineer Address: City of Renton Planning/Building/Public Works Renton City Hall 1055 South Grady Way -• Renton, Washington j APR - 4 2000' p ramPO to bn Systems D- Oakesdale Avenue S.W. Extension Phase 1B S.W. 27th Street to S.W. 19th Street Phase 2 S.W. 31st Street to S.W. 27th Street DRAFT FINAL SUBMITTAL ABBREVIATED SURFACE WATER TECHNICAL INFORMATION REPORT March, 2000 ' Prepared by: Kato &Warren, Inc. Prepared for: City of Renton Planning/Building/Public Works Contributing Kato & Warren Staff: ' Richard E. Warren, P.E., Principal Shawn S. Summersett, P.E., Civil Engineer Kourosh Sameni, P.E., Civil Engineer Contributing City of Renton Staff: ' Allen Quynn, Civil Engineer Address: City of Renton Planning/Building/Public Works Renton City Hall 1 1055 South Grady Way Renton, Washington 98055 fOakesdale Avenue S.W. Extension - Phase 1B & 2 Draft Final Submittal City of Renton Abbreviated S.W.T.I.R. TABLE OF CONTENTS Page No. INTRODUCTION . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 OVERVIEW . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 DESIGN REQUIREMENT SUMMARY . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 City of Renton . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 1 ' Washington State Department of Fish and Wildlife . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 Washington State Department of Ecology . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 ' EXISTING DRAINAGE SYSTEM AND PROBLEMS . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 2 PROPOSED DRAINAGE SYSTEM . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 ' General Comments for All Site Drainage Basins . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 3 Basin 1 - Conveyance System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 4 Basin 1 - Mitigation System . . : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : : 5 Basin 2 - Conveyance System 5 Basin 2 - Mitigation System . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 6 ' Compensatory Storage . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . 7 APPENDICES ' Appendix A - Mitigation Calculations Appendix B - Conveyance Calculations Appendix C - City of Renton Surface Water Utility Comments Appendix D - Compensatory Storage Calculations Kato & Warren, Inc. March, 2000 1 ' Oakesdale Avenue S.W. Extension - Phase 1B &2 Draft Final Submittal City of Renton Abbreviated S.W.T.I.R. INTRODUCTION ' The purpose of this Abbreviated Surface Water Technical Information Report(S.W.T.I.R.)is to document the design requirements,exceptions,methodology and calculations for the surface water design elements of the Oakesdale Avenue S.W. Extension - Phase I & 2 project. OVERVIEW The project is located west of Springbrook Creek along the Oakesdale Avenue SW alignment between SW 191h Street and SW 315`Street. Project runoff is tributary to Springbrook Creek via its adjoining wetlands,which flow to the Duwamish River before entering Puget Sound at Elliott Bay. The project consists of two phases, lB and 2. The Phase 1B project will consist of adding one lane,curb,gutter and sidewalk between SW 27`.Street and SW 19`'Street. The Phase 2 project,south of SW 27`h Street will consist of widening the existing rural ACP Metro maintenance road section to a three-lane urban street section with curb, gutter and sidewalk. ' The Phase 2 project borders existing FEMA flood plains and wetlands on the east and west side w'p � g p s rthm ' the project right-of-way. The roadway will not impact the wetlands to the west but the eastern wetland will be impacted by fill and requires mitigation. The proposed mitigation techniques include constructing a retaining wall along the east side of the road to minimize filling and enhancement of existing wetlands ' denoted project wetlands"F"and"H". For the north portion of the project,water quality mitigation has been provided in the existing oversized water quality pond located in the northeast quadrant of the SW 27`' Street intersection. For the south portion,a water quality pond has been designed and located within the 1 existing cul-de-sac bulb upland area for discharge to project wetland "F". DESIGN REQUIREMENT SUMMARY Surface water conveyance and mitigation facilities are designed to meet or exceed the requirements outlined by the following agencies: City of Renton: The drainage system,including conveyance and surface water mitigation elements,is designed to meet or exceed requirements outlined in the 1990 King County Surface Water Design Manual (1990 KCSWDM)adopted by the City of Renton Storm and Surface Water Drainage Ordinance. Water- quality ponds have been enlarged to provide a minimum of 150%of the dead storage volume and surface area required by the 1990 KCSWDM. tailwater elevations used for the conveyance system backwater analysis were established as 12.90 for Basin 2 (the post-development SW 271h Street box culvert installation flood elevation per Allen Quynn)and 13.91 for Basin 1 (the water quality pond water surface elevation per Phase I SWTIR). Kato & Warren, Inc. 1 March, 2000 ' Oakesdale Avenue S.W. Extension - Phase I B &2 Draft Final Submittal City of Renton Abbreviated S.W.T.I.R. Washington State Department of Fish and Wildlife: (drainage-related requirements/ recommendations were set forth in a letter to Gregg Zimmerman from Philip Schneider dated May 6, 1997) 1. An HPA Permit will be obtained for outfalls and for discharge to Springbrook Creek. ' 2. All discharge meets or exceeds requirements of the WSDOE Stormwater Management Manual for the Puget Sound Basin. 3. Where land use will accommodate,wetponds are proposed rather than wet vaults for maintenance reliability reasons. Washington State Department of Ecology: (drainage related requirements/recommendations were set forth in a letter to Robert Mahn from Rebecca Inman dated May 2, 1997) 1. Drainage design addresses both individual and cumulative impacts to existing flooding,infiltration and water-quality problems by coordinating mitigation efforts with other development proposals in the area (e.g., the East Side Green River Watershed Study and adjacent development proposals). 2. Springbrook Creek(WRIA#WA-09-1015,Class A Waters of the State)is on the current 303(d) list of water bodies exceeding state water-quality standards. The specific standards exceeded include fecal coliform,temperature,dissolved oxygen,sediment bioassay,cadmium,copper, mercury and zinc. Mitigation facilities are designed beyond standard requirements to ensure that ' state water-quality standards in Springbrook Creek are not further degraded. 3. Stormwater discharges to wetlands are anticipated to either meet state water-quality standards, or through mitigation sequencing,the impacts of such discharges are avoided,minimized,or mitigated by the proposed wetland mitigation plan. 4. Floodway and water-quality mitigation has been integrated as recommended. EXISTING DRAINAGE SYSTEM AND PROBLEMS The project consists of two phases, 1B and 2. The Phase 113 project is an extension of the Phase IA project and was described in the Abbreviated Surface Water Technical Information Report,September 1 1997. M The north portion of the Phase 2 project site consists of a rural ACP Metro maintenance road and a 48" diameter CMP cross culvert. Although the offsite drainage basin flows west to east,the culvert gradient slopes gently from east to west. An August 3151,site investigation found 10"of sediment at the west inlet ' since it is lower than adjacent areas. The existing wetland has been channelized to the western inlet. The south portion of the Phase 2 project site is relatively developed and includes curb,gutter and a closed conveyance system serving an existing cul-de-sac. The main conveyance system is an existing 18"diameter pipe which runs south to north and collects the existing 12"diameter street laterals. The existing 18" Kato & Warren, Inc. 2 March, 2000 Oakesdale Avenue S.W. Extension - Phase 1 B &2 Draft Final Submittal City of Renton Abbreviated S.W.T.I.R. diameter pipe dead ends in a manhole at elevation 7.06 feet with a 12"diameter stub outfall at elevation 12.31 feet. The 12"diameter stub outfall discharges after a short distance at elevation 12.18 feet. The ' cause of backwater in the existing conveyance system is due to the fact that the existing system outfall is 5.25 feet higher than the inlet. The existing manhole and pipe outfall will be relocated to accommodated retaining wall construction. Please see construction plans for more detail. PROPOSED DRAINAGE SYSTEM The proposed drainage system is substantially changed from the system proposed by HNTB in their March 1997 Design Report. Relatively little hydraulic head between the proposed roadway grade and outfall elevations makes peak-rate runoff control ponds difficult to site efficiently. For less cost,constructed wetlands and dead storage in water-quality ponds will provide a superior level of pollutant removal and peak-rate runoff control than provided by peak-rate runoff control ponds and water-quality vaults proposed by HNTB. For these reasons,the proposed stormwater conveyance and mitigation systems have been altered and will be constructed as described below. ' General Comments a Basins:or All Site Drainage g Conveyance and mitigation features are designed to safely pass the 25-yr storm event. Backwater analysis shows that catch basins will not overtop for storm events less than,or equal to,the 25-yr storm event. In anticipation of tree planting along the Phase 1 B portion of the boulevard,open-curb-face inlet frames are being utilized to facilitate runoff capture during autumn months,the Phase 2 portion proposed their usage only at the road sag points. IA minimum pipe cover of two feet has been maintained between the conveyance system and the roadway finished grade except as noted below. The north portion of the Phase 2 closed conveyance system has 1 foot of cover,therefore,ductile iron storm pipe has been proposed. In accordance with City standards, ' catch basins are spaced at approximately 150 or 200 lineal feet depending on road grades,except at one place with 300 lineal foot spacing since the roadway profile crest is located between the two adjacent catch ' basins. The project has been broken into two drainage basins to accommodate surface water mitigation facility siting. The following narrative describes the proposed drainage system in each basin. BASIN I - Sta. 5+50 to Sta. I5+50 After Phase 1 B and 2 construction,on-site surface water runoff will be conveyed in curb and gutter systems to catch basins and a closed trunk conveyance systems parallel to the road and outfalling to an existing constructed water quality pond and constructed wetland. The existing facility was oversized during Phase I design to mitigate the future Phase I and 2 impact. Kato & Warren, Inc. 3 March, 2000 ' Oakesdale Avenue S.W. Extension - Phase 1B &2 Draft Final Submittal City of Renton Abbreviated S.W.T.LR. Conveyance System: The conveyance system is constrained by the limited available fall to the 100-yr downstream tailwater elevation of 13.91 feet set by the existing water quality pond. Limited available fall and pipe cover requirements forced conveyance system gradients below standard minimums. The minimum slope is 0.100%which is less than required 0.20%slope, 1990 KCSWDM Table 4.3.4A. Ductile iron pipe is used in areas where available cover is less than 2 feet. The pipe conveyance system was designed to convey without surcharge the peak runoff rate for the 25-yr storm event using 1990 KCSWDM Section 4.3 requirements. Although the conveyance system will not overflow,the freeboard will be less than the 0.5 foot requirement. The conveyance system outfall pipe will ' be submerged during wet periods when the water quality pond dead storage is full,but the road system is set entirely above the water quality pond dead storage elevation of 13.60 feet. Submerged discharge was selected in accordance with the 1998 King County Surface Water Design Manual(1998 KCSWDM)to ' enhance tranquil discharge of runoff into the pond. Limited pipe cover requires the use of ductile iron pipe in low areas of the basin. The conveyance system passes through an existing 72"diameter Type 2 Catch Basin with a baffle which provides oil spill containment and captures floatable material prior to discharge to the water-quality pond. ' The conveyance and mitigation features were over-sized in the Phase I design to accommodate the extension of Oakesdale south of SW 27"Street(Phase 2)and the completion of the 5 lane road section between Sta. 15+00 and Sta.20+25(Phase 1B). The standard frames which were installed in Phase I will be replaced by open-curb-face frames during Phase 1B. The backwater analysis of the proposed conveyance system can be found in Appendix B. The existing 48"diameter CMP culvert will be removed due to a conflict with the proposed conveyance system. It will be replaced with two-36"diameter culverts. An upstream offsite basin analysis has not been ' performed. The two 36"diameter culverts are proposed to replace capacity provided by the existing 48" diameter culvert. While the invert elevations remain the same,the slope of the proposed culverts will be reversed to match the offsite drainage routing flowing west to east. The capacity of the proposed culverts exceeds the existing 48"diameter CMP culvert. The existing culvert was analyzed using the BWCULV computer software program and Section 4.3.5 of the 1990 KCSWDM requirements. The existing culvert conveys the 100-yr flood from Sringbrook Creek to the west side of Oakesdale Avenue. The 100-yr flood surface water elevation of 12.90 feet was used for capacity calculations. The capacity of the existing 48"diameter CMP culvert at that elevation is 33 cfs. The total capacity of the proposed 36"diameter 1 culverts are 62 cfs. The increase in capacity will be beneficial in conveying the 100-yr flood event to available storage at the west side of the Oakesdale Avenue and also in preventing blockage during such events. Trash racks are not provided on the culvert ends due to the reversing nature of normal and flood flows as well as unlikelihood of large debris approaching the culverts after slow,shallow flow over the wetlands. Calculations can be found in Appendix B. Kato & Warren, Inc. 4 March, 2000 ' Oakesdale Avenue S.W. Extension - Phase 1B &2 Draft Final Submittal City of Renton Abbreviated S.W.T.LR. ' Mitigation System: Water quantity control for Basin 1 was addressed during Phase 1 A design. Quantity control mitigation for Phases 1 A, 1 B and a portion of 2 is performed in the constructed and existing wetlands downstream of the existing water quality pond. A check of Phase I water quantity calculations per 1990 KCSWDM Section 1.3.8-Special Requirement#8:Use of Lakes,Wetlands or Closed Depressions for Peak Rate ' Runoff Control is found in Appendix A. Conservatively,spreading the 24-hour, 100-year net runoff volume increase across the available wetland acreage downstream of the water quality pond results in a 0.02 foot water depth. Given that the wetland would release a portion of this to Springbrook Creek during ithe 24-hour event results in a water elevation rise of less than 0.02 feet at any given moment during the storm event. The water quality pond at SW 27`'Street was over-designed during Phase 1 A to meet or exceed mitigation requirements outlined in the 1990 KCSWDM,as modified by the City of Renton for all Phase 1 A, 1 B and ' 2 improvements..A design criteria summary table for the existing water quality pond follows. Calculations can be found in Appendix A. iBASIN 1 - Existing Water Quality Pond VOLUME SURFACE AREA LENGTH TO WIDTH RATIO ' REQUIRED I 7,062 c.f. 1,785 s.f. 3:1 PROVIDED >31,069 c f. >12,219 s f. >6:1 EXCEDENT >440% >685% >200% Footnote 1: City of Renton required water quality pond volume and surface area given no bioswale(i.e. includes the 1.5 factor) ' BASIN 2 - Sta. 1+50 to Sta. 5+50 This basin is located in the Phase 2 construction area. After Phase 2 construction,on-site surface water ' runoff will be conveyed in curb and gutter systems to catch basins,a closed trunk conveyance system and discharge via a spill control catch basin with oil/water separator tee to a water quality pond. The pond is a single cell since the required volume is very small. Conveyance System: The proposed pipe conveyance system has minimum cover of 2 feet and slope of 0.50% which are ' acceptable per 1990 KCSWDM requirements. The system conveys and contains without CB surcharge the peak runoff rate for the 100-yr storm event. The conveyance system outfall pipe will be submerged during wet periods when the water quality pond dead storage is full,but the road system is set entirely above the water quality pond dead storage elevation of 12.50 feet. Submerged discharge was selected in accordance with the 1998 KCSWDM to enhance Kato & Warren, Inc. 5 March, 2000 ' Oakesdale Avenue S.W. Extension - Phase 1B &2 Draft Final Submittal City of Renton Abbreviated S.W.T.I.R. tranquil discharge of runoff into the pond. The conveyance system passes through a 60"diameter Type 2 Catch Basin with a oil/water separator tee which provides oil spill containment and captures floatable material prior to discharge to the water quality pond. Mitigation System: ' Basin 2 is exempt from on-site peak rate runoff control since the increase for the 100-year 24-hour storm event is negligible(0.05 cfs). The allowable increase for 100-year 24-hour storm event is 0.50 cfs per ' 1990 KCSWDM page 1.2.3-5. The new water quality pond is designed to meet or exceed requirements outlined in the 1990 KCSWDM ' as modified by the City of Renton outlined in the narrative and table below. Calculations can be found in Appendix A. ' BASIN 2 - Proposed Water Quality Pond VOLUME SURFACE AREA LENGTH TO WIDTH RATIO REQUIRED 1,317 c.f. 302 s.f. 3:1 AVAILABLE >2,406 c f. >1,564 s.f. >8:1 [EXCEDENT >183% >500% >250% Footnote 1: City of Renton required water quality pond volume and surface area given no bioswale(i.e. includes the 1.5 factor) This pond was designed as a single cell since the volume required and treatment area is so small. It is not ' necessary to divide the pond into cells since the length-to-width ratio is>8:1 (1998 KCSWDM). It is also not necessary to bypass storm events greater than the water-quality design storm(1998 KCS)VDM). A sediment storage space is not provided at the conveyance system outfall to the pond due to the close proximity of the pond access road and generous over-sizing of the pond. A pond liner is not anticipated due to poor permeability of local soils. A gravity drain for the pond is not required(1998 KCSWDM). The pond overflow is a grass-lined spillway which discharges to project Wetland"F'. The spillway was analyzed for required lining protection as a trapezoidal channel and since the velocity for the 100-yr storm event was 1.6 fps grass lining is proposed. Kato & Warren, Inc. 6 March, 2000 tOakesdale Avenue S.W. Extension - Phase 1 B &2 Draft Final Submittal City of Renton Abbreviated S.W.T.I.R. Compensatory Storage: The project is proposing to construct a four-lane arterial over an existing utility berm and wetlands. The ' fill required for these improvements will encroach on the floodplain and wetlands along the east edge of the project. A 100-year floodplain elevation of 15.6(per the City's 100-year Future Conveyance Event No Action Alternative)was used for compensatory storage calculations. The total proposed fill volume within the floodplain is 8,654 cubic yards(8,564 CY from the road widening and 90 CY from fill over the three culverts at the wetland mitigation berm). The computation can be found in Appendix D. The project proposes wetland creation and enhancement at the"wetland mitigation berm"to the east.The total proposed excavation volume within the floodplain is 11,630 cubic yards(11,002 CY from the primary ' wetland mitigation area, CY from the three culvert installation area excluding culvert volume and 505 CY from the wetpond area above the dead storage elevation 12.5). The computation can be found in Appendix D. ' The total net flood storage capacity will be increased by 2,976 cubic yards by the project.Flood storage g is provided at the same or lower elevations thereby meeting compensatory storage requirements. e The city adopted ESGRW regional basin plan requires the installation of three 36 diameter culverts to ' increase flood flow capacity through the wetland mitigation berm.To restore the historic discharge elevation in city Wetland 12a,the existing 18"diameter ADS culvert at elevation 9.40(NGVD 29) located at the center of the wetland mitigation berm will be removed and replaced by the three new 36"diameter concrete ' culverts set at an elevation of 10.03(NGVD 29)to be located at the north end of the wetland mitigation berm at S.W. 27' Street. Kato & Warren, Inc. 7 March, 2000 Abbreviated Surface Water Technical Information Report Draft Final Submittal Appendix A ' Mitigation Calculations for ' Oakesdale Avenue S.W. Extension - Phase I & 2 1 1 Presented to: City of Renton ' Planning/Building/Public Works ' Presented by: Kato & Warren, Inc. March, 2000 ' KATO & WARREN, INC. CLIENT 12111 of RENTotJ By KS I 2 2003-WESTERN AVENUE O AKESDALE PHASE 1B 42. T 1 R Date 2 J 1 100 sheet of ' SUITE 555•MARKET PLACE ONE PROJECT SEATTLE,WASHINGTON 98121 GE)NTAGF11 EASttl 1. PHASE IA Chkd sSs (206)448-4200 Date 9 00 99002 FAX(206)728-5608 WATER QUADITIT-( CbkTRoLft ' Job No. PHASE-1A WATER QLIANT►TY r-c*1TRoL A CHECK of PHASE IA fl1LTENT►ON CALGULAT1W4S IS AVAc[L110E0 LN THIS SEC-'I ION . ' SINGE PRE & PoS1 DEVELopM"T DRNOA,�*E ARE.A 1541TiciPATED To RevlAIo THE iSACnE. 3 QUANTI7\( CnNTRoL CALGULAT►ow SHALL PoLuS oN THE IJE.T ' 4 K kw 61E Ihl IMP6RV16US AREA. ' NET IMPEAVICtQs AREA GHAVA41- CONSISTS of WF--W ADDED IMPERVIOUS AREA MINAS RFE F-p ItHPERVIeUS IZoAO, .PATH ANO PAvEMEIJT. 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Phase 1B & 2 Phase 1, Detention Analysis ----------- BASIN RESULT SUMMARY BASIN -----VOLUME---- -RATE- ----TIME----- Hydrograph Area ' ID ---cf-- Ac-ft --cfs- -min- hours Methodology Acres Post-100 83744 1.92 6.11 470 7.83 SBUH Method 6.26 Pre-100 62446 1.43 4.62 480 8.00 SBUH Method 6.26 1/20/00 3 :45 :40 pm Kato & Warren Inc . page 2 Oakesdale Avenue S .W. ' T. I .R. Phase 1B & 2 Phase 1, Detention Analysis ' DETAIL BASIN SUMMARY BASIN ID: Post-100 NAME: Post Developed Condition-100Yr SBUH METHODOLOGY TOTAL AREA. . . . . . . : 6 .26 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 3 . 92 inches AREA. . : 0 . 00 Acres 6 . 26 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 . 30 min ABSTRACTION COEFF: 0 .20 PEAK RATE: 6.11 cfs VOL: 1 . 92 Ac-ft TIME : 470 min ' 1/20/00 3 :45 :40 pm Kato & Warren Inc . page 3 Oakesdale Avenue S.W. T. I .R. Phase 1B & 2 ' Phase-1, -Detention-Analysis ------------------------------------------ DETAIL BASIN SUMMARY BASIN ID : Pre-100 NAME: Existing Condition - 100 Year SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 6 . 26 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 92 inches AREA. . : 6 . 26 Acres 0 . 00 Acres ' TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 0 . 00 TC. . . . : 6 . 30 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 4 . 62 cfs VOL: 1 . 43 Ac-ft TIME : 480 min OAKESDALE AVE-S.W. - ` r ° u o r f_- ' _ P. . . . . . . - - - - - - - - --- - - - . o IMPERVIOUS AREA Basin Boundar _ _ _ . . - � . 0.93 ac. y n 0 o a n ° o SDALE AVE S. P. W. o II III - fT c7 Basin Boundary IMPERVIOUS AREA 0.73 ac. - I IMPERVIOUS AREA ° = 0.25 cc. OAKESDALE AVENUE SW EXTENSION - PHASEIA aTO& FIGURE 1 2003 Western Avenue Place WARREN,SeatU555Mae, WA 98121 rket One — Z 100 0 100 200 INCORPORATED�(206)446-4200 Existing Conditions OAKESDALE AVE S.W. ii 1 eo ex r I . . . . . . . ° -- Basin Boundary o 0 0 a I AK�SDALE A W. _ �o L v Basin Boundary IMPERVIOUS AREA -�° lo �1 OAKESDALE AVENUE SW EXTENSION PHASEIA aTpg 2003 Western Avenue FIGURE 2 WARREN,Seale,kWA98121 ne �— Z 100 0 100 200 INCORPORATED�(206)448-4200 Developed Conditions r IA -4-4 #. i - f 1 _ i y - _ I � � I �► i . :. .. _ y H _ t Y TL mmilon I uNa. Wfi I 3 "®lt/lylt�[•IWl..lyily 1 - y u 3 I WETLAND AREA ' p 909,450 sq.ft. _ lI i 20.88 acres , - , a 'I OAKESDALE AVENUE SW EXTENSION - PHASEIA KATO& 2003 Western Avenue FIGURE 3 555Mark A 981Place 0ne WETLAND AREA WARREN`Seattle, WA 9B121 Z 150 0 150 300 INCORPORATED (206)44B-4200 ' KATO & WARREN INC. CLIENT Cj"1 OF RENroN By KS 2003-WESTERN AVENUE oAl<ESDALJ= PHASE - 18 2 Date 12 t`I199 s-e ' SUITE 555•MARKET PLACE ONE PROJECT Date SEATTL WASHINGTON 98121 Chk sS s 93 9 e o 2 (206)448-4200 zr� W O17 D Date 17 15 FAX(206)728-5608 PHONE Job No. i BASIN — 1 ' T> Baslrl 1 FRoM THIS TlR ANC gAs1r1 IP la .PHASE IR T►R URA1rJ To THE GAME P(i1N'T_ He B ASIN 1 P EoUN E)AR-{ u4 PHASE J A WAS STA. 8+5o To. sTA 2of 25. ' THE BAST A 1 Bo UNDArtY lnl PHASE 1B42 ENLAR-,Ep To .STA 5+50 To STA 20-� 25 . WE MU57 THAT TyE oVMSIaD PHASF_ JA WATER QUAL17-( Pwn 0 /S STtu. 3uF=1uEi.1TLY 31ZED• RcEkowk--( SECTldt'l WIDTH / TRIRUTAR'� AREAS ARE �No-re i / TAP>~R AVERAGE IG STA 3iA STA 'TA STA A. — (2o-t25) — (iz+14) 82 + (I5+50) — ( 13+00) 12 t (12tt�f ) —(s+75) ( azZi2� + ' P L4351oo 435Coo Y35Go + (9+-75) — (5+5(s) (T3") = 2--73 CLCr-- 43 560 A P CN P NA -Te- _ cp-3 m'kn- ( mink mum -Tc- aLlo�ac ola) ' PREC►PITATIc,N 1=oR- WQ. _ o_ C.7" ke5�-aocn 1.3-5 %3 2 `�R-2yH2 Sio&m wherc, PzYK-Z`JHR 2" 1990 KcswD N1 R EQUiREMENTS ' �ESl4tJ WA-TER SURFACE A,?, A = MIN. of l v of $ASW IMPERVIOUS AREA kcswnm (,► °/o} ( 2 DESI4N Vot_umE _ i/3 2`aR _ 24 HR g[3uH e.Tokrn EVENq wJ Ke MuAFALL QISTR18uT1oN- = 4 708 cf tJoiE 1- RaFER TO !'N,ASE IA T1R, aZ. IS of WALK To BASK of WALK • 12 1S LEFT TURN Pocl<ET AND 12ANS1T;otJ . KATO & WARREN, INC. CLIENT C I7`f of 2F-07" J B I<5 2 2 2003-WESTERN AVENUE y SUITE 555•MARKET PLACE ONE PROJECT O AKFScALL- PHAsr 16 $z- Date 12/1y J gq sheet of ' SEATTLE,WASHINGTON 98121 Chkd SSS (206)448-4200 WETALIT 0 Date 12J15199 990o2 FAX(206)728-5608 PHONE Job No. 1 GotlZ. —> gAsw — 1 C17-{ OF REt�Toh1 MooIFIC,A'T ►oN To KCSviGM FoK lye 61oSw�1.E� OVEFslZ1~ Po ND & AREA ${ 1.5n 71mGS gcAmRL REQUR�m S. ' C.o. R_ DES14r� WATER 6�RCACE AREA = (l•5�� c Ilso S F•� = I � 85 s T. PRovloEo SuR1=A« A 12 823 S.;. oR 7. 18 Tim e LAKC9EK C.o.rz . RECf1UIREo VC!, .5o) '709 cf ' 1'RoVI Eo VoLam (r = 3-2 07o C-F OR li-5Li LRRC9fc2 ' KATO & WARREN, INC. CLIENT CIT'( of KENTS30 B KS 2003-WESTERN AVENUE y I I SUITE 555•MARKET PLACE ONE PROJECT oAKESDALE PHASE tg gt 2 Date I/19 °o sheet of ' SEATTLE,WASHINGTON98121 VNATER QVp,t1T►T`( Lot,ITROL Chkd sS5 (206)448-4200 Date Z 9 00 99 00 2 FAX(206)728-5608 DR�PrFt -gVQ1`l1TAL- job NO. iD c FT' Fl rJ A4— S U g M I TA L. 2. WIktEI2 QUAKTIT'( G�NTR4L ' THIS SEcTlotil IS REY16E.O 31tJcE NC.vJ SIDEWALK HAS tEEtA AODirv. TNT F ..o h SUSMt7TAL CALC-QLATkoly lS UpOFTEU -T0 1tiJCLuoE THL C.HA04E . THE I11LvJ Aucec ' IMPF-9VIouS ARE-p�S ARE a� GSoLF of S\flEWALk To SWAT A WEST S\pE aF OkKESiDALE. lob 138 LF OP SIaE WA,_,K fKom STR l}12•Ly I T Ten, S.-TA 2 t 50 28.ZL�RT, -THE S,oEvJALY- vJIDTH IS 6.5 FEE-r. ' T>►�uI NEW ADOE.o \mpE2Vlojs OciteA SINCE 50'/ SUafnf7TAL- 656 •t- l38 G.o I 2C. C y3 Sco ' RUCK To 50-/- Sut3M\TTAL j A _ O.IZo a-CYa uE7 lmP��toi,S C}{AN(aF, R6�►c To Ar30vE ckLc. ; A aoo� �o>rwa�.ks = °• I o9 ccr� LAs; To A OK _l tt N� Ne7 In1PE� u�� �s GHArIC�E NEW TOTP,L kAeq lmPEK", S cviAtiyc ' eua�L oR RERUN Wf�TE(LWoRKS PKo y(tAc^ WITI\ Tw6 oNI-Y ��TWC; µph/ NET . IMPERVrOUS AfZEA CHAIJ4G�� R1 SUt_T; THE PCZo,.trcT IS E�EM(r( SINGE WC9! ASE RdJOFF FOR tooYR- 214 P.R STORM EyEN1 f5 0.22. _ O.I`] = O.os G-(s A�Jc CF_SS 7t-4A ,/ TNF_ o_5 G-rs 714Rr:,5 40LD PeK ,<GSvy;;M PAUF 1-2.3-5- ' 1/20/00 9 : 18 : 19 am Kato & Warren Inc . page 1 QAKESDALE AVENUE S.W. EXTENSION PHASE 2 ' WATER QUANTITY CONTROL FOR BASIN 2 BASIN RESULT SUMMARY BASIN -----VOLUME---- -RATE- ----TIME----- Hydrograph Area --ID-==�-===cf==-- Ac'ft--=--=cf===_-=min----hours =-Methodology _===-Acres POST-100 3063 0.07 0.22 470 7.83 SBUH Method 0.23 PRE-100 2284 0.05 0.17 480 8.00 SBUH Method 0.23 P 1/20/00 9 :18 : 19 am Kato & Warren Inc . page 2 QAKESDALE AVENUE S.W. EXTENSION PHASE 2 WATER QUANTITY CONTROL FOR BASIN 2 ' DETAIL BASIN SUMMARY BASIN ID: POST-100 NAME: POST DEVELOPED CONDITION-100YR ' SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 23 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP ' PRECIPITATION. . . . : 3 . 92 inches AREA. . : 0 . 00 Acres 0 . 23 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 TC. . . . . 0 . 00 min 6 . 30 min ' ABSTRACTION COEFF: 0 .20 PEAK RATE: 0 . 22 cfs VOL: 0 . 07 Ac-ft TIME: 470 min ' 1/20/00 9 :18 :19 am Kato & Warren Inc . page 3 PHASE 2 QAKESDALE AVENUE S.W. EXTENSION ' WATER QUANTITY CONTROL FOR BASIN 2 DETAIL BASIN SUMMARY ' BASIN ID: PRE-100 NAME: PRE DEVELOPED CONDITION _100YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 0 . 23 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . KC24HR PERV IMP PRECIPITATION. . . . : 3 . 92 inches AREA. . : 0 . 23 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 0 . 00 ABSTRACTION COEFF: 0 . 20 TC. . . . : 6 . 30 min 0 . 00 min PEAK RATE : 0 . 17 cfs VOL: 0 . 05 Ac-ft TIME : 480 min Oakesdale Phase 1 B & 2 (Draft Final Submittal) BASIN 1 - Existing Water Quality Pond (Phase 1A) ' Table of Elevation Surface Area and Cumulative Storage Volume. ' Elevation Area Volume 9.6 3816 4749 10.6 5682 6666 ' 11.6 7650 8685 12.6 9719 ' 10969 13.6 12219 Total Volume = 31069 wqpond-vol-phl.xls ' Oakesdale Phase 1 B & 2 (Draft Final Submittal) BASIN 2 - Proposed Water Quality Pond Table of Elevation, Surface Area and Cumulative Storage Volume. Elevation Area Volume 9.5 159 ' 10.5 534 34 7 772 ' 11.5 1010 1287 12.5 1564 Total Volume = 2406 e wqpond-vo1-ph2.x1s ' KATO & WARREN,INC. CLIENT CI7'( ar- REr To+A By 2E5 -WESTERN AVENUE OAKFSDALE PHASE IF, 2 Date Iz/Iy/9q sheet of ' SUITE 555•MARKET PLACE ONE PROJECT 8l SEATTLE,WASHINGTON 98121 WATF(Z QOU ,Ll?-( P60 Q Chkd SSS (206)448-4200 at 11/15/99 99002 FAX(206)728-5608 PHONE Job No. ' BAsIIJ 2 C91VEN 'THA7 fJEw' IMPERVIoVS ARM Sd6Js:C7 -TO VE141c,ULAR USE IS LESS T14MQ ONE /OGRE , THE F9oJEc.7 --out-o 46T 8, Wrrt4 A UlcoSwA.L� ?UT DUE To Llenl7 o e2 WALE ' SPAcE ANo TNrrR hlSTotZI CALL y POUK PERFoRMMka A V/ATfR quAI.IT-r Porlo NAS 0EEi'1 nFL r;cTg 0 IMPermouS AREA ; A iMe _ (5+50 ) —(2 +5c) co?' = 20 10o S.F. aR o.yc.i ac..rc PERVIou5 AREA ; A fER = 9 ISo S.F. o2 VioUS To�AL A poNo = ls( rLj S.F• WITH C;t`I= IoD ' A = Ll lao — IS(y = 2 LAaoSCAm LANoScA pIrIG CN _ (I56,q)(Imo)+ (2C-1,1- = 93.74 �C SA TA9tx 3.5. 2g ' PERVIOUS WT. AVEkA4E y I go ' Pr=RUP17AT1opl � _ r� p 2-l'6A2 - 2 I98o kCSv,JpM ��� 3-5-tC PwQ = o_C�-7 ��3) 2-YEAR 2y uou2 e ICGSwOM PAc,&-� /-3.5-1 ' Pohl o VoLLw-A W +`( O' G� � S REFEtL- To WEtTmWo(LIr-S i'fL1A7 aU7- j IcGSWDM 1•�-S ' PoNo WATC>Z SO2FACE A2EA = 1 �o)(_2o too S.F. ) = 2oI S.F. ; ICcswo m 13.5 Impc-rz-1houS AReA C17� aF RE`NTot,l MoOIFIC.ATIOI.I To kC-SwOM Fn, No RIOSWALE IS OVERSIZE. Ft-11D V6lUMG $s A(LE-�N S'j t.'SIZ TIMG3 No2mAL. REPUIRFMCNAT` 17FSI�,rJ / REgUIR�D Pot�t� vOl_V(1�l = (1-50)C218) = 13t7 C-F ' PRo�1oEo po�1D VoLumG — ZZZ-Z C4- I.Cos TwmrLS CARG�2 ' DGSIfH / RE(�UWC-0 PoaO "o9FAc- AREA = (1.5o )(201) = 3oZ S-F. PPw(cr p PwJ0 SUR,=AcC ARgA = l S�q S.F. 5•l7 Tim,L--�. Lf}RG,ER 12/15/99 5 : 6 :46 pm Kato & Warren Inc . page 1 Oakesdale Avenue Extension Phase 1B & 2 ' Water Quality Pond for Basin 1 & 2 BASIN RESULT SUMMARY BASIN -----VOLUME---- -RATE- ----TIME----- Hydrograph Area ' -=ID-====---cf=-a=aA==ftS3-=a"cfs=--a'mina---hours ==Methodology -=== Acres wqbasinl 4708 0.11 0.35 480 8.00 SBUH Method 2.73 ' wgbasin2 878 0.02 0.06 480 8.00 SBUH Method 0.56 12/15/99 5 : 6 :46 pm Kato & Warren Inc . page 2 Oakesdale Avenue Extension Phase 1B & .2 ' Water Quality Pond for Basin 1 & 2 ----------------- -------------- DETAIL BASIN SUMMARY ' BASIN ID: wgbasinl NAME: Water Quality Pond for Basin 1 SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 2 . 73 Acres BASEFLOWS: 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 0 . 00 Acres 2 . 73 Acres TIME INTERVAL. . . . : � 10 . 00 min CN. . . . : 0 . 00 98 . 00 ABSTRACTION COEFF: 0 .20 TC. . . . : 0 . 00 min 6 . 30 min PEAK RATE : 0 .35 cfs VOL: 0 . 11 Ac-ft TIME: 480 min 12/15/99 5 : 6 :46 pm Kato & Warren Inc . page 3 ' Oakesdale Avenue Extension Phase 1B & 2 Water Quality Pond for Basin 1 & 2 DETAIL BASIN SUMMARY ' BASIN ID: wgbasin2 NAME: Water Quality Pond for Basin 2 SBUH METHODOLOGY TOTAL AREA. . . . . . . :' 0 . 56 Acres BASEFLOWS : 0 . 00 cfs ' RAINFALL TYPE . . . . : KC24HR PERV IMP PRECIPITATION. . . . : 0 . 67 inches AREA. . : 0 . 10 Acres 0 . 46 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 93 . 74 98 . 00 TC. . . . : 6 . 30 min 6 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 06 cfs VOL: 0 . 02 Ac-ft TIME : 480 min From: aquynn@ci.renton.wa.us on behalf of Allen Quynn [aquynn@ci.renton.wa.us] Sent: Monday, June 07, 1999 2:46 PM To: Shawn Summersett Subject: Oakesdale Phase II Shawn: ' The following is a modification to the King County Drainage Manual -Special Requirement No. 1: If the project will construct more than one acre of impervious area subject to vehicular use or the ' storage of chemicals and the runoff from the project site will discharge into a type 1 or 2 stream or type 1 wetland within one mile of the project site, then the sizing of the facility needs to comply with Special Requirement No. 5- Special Water Quality Controls. Special Requirement No. 5 requires the use of a wetpond or wetvault in addition to the biofiltration swale required under Core Requirement No. 3. The City will allow the use of an oversized wetpond or wetvault in lieu of a biofiltration swale and normal sized wetpond or wetvault if site constraints prohibit the construction of both facilities. If the applicant chooses to construct an oversize wetpond or ' wetvault, the sizing volume and area must be 1.5 times the normal sized wetpond or wetvault. If you have any further questions, please call me at 425-430-7247. KATO & WARREN, INC. CLIENT C-ITY OF RED -I(JtA s g (< 2003-WESTERN AVENUE y' IZ Iy ( 1 SUITE 555•MARKET PLACE ONE PROJECT O EIKESOALG PH P Sr- (IS 4 2 Date_/ /91 sheet of SEATTLE,WASHINGTON 98121 Chkd %SS (206)448-4200 ATE U I Co N TR o L Date 12115199 S J o o 2 FAX(206)728-5608 PHONE ( Job No. ' BASIN Z WATER QUANTIT-( GONTIZoL ' GI►JGf PJZE & POST DEVELoPmcfJT A5KV(0US AKeRs A1•J7IC-1PATEG To RFmA11J THE StlJr1F, QuA1.111TY ConITRoL CA I- 2HALL F0,1-c1S OM THE DIET C844<: ,E ' IAI IMPER VM U S AREA . ' NET IMPERVlouS AREA cHANGF- coNS1STS cE NEvvl ADOF-D IMPERVrouS AREA mWuS R�r>7oV�0 c u L- DE _ SAG _ SRoRO — �c-UL-Ors-SAc. A NET 1MPF.g%/iou5 _ [(5 + 50) (yto�) �-7J y �3`] cNAn1GF_ ' = 5 2-13 s.F- aR m_ l -0 cLcr�. ' N-TE- pE7ENTmA RI;QWaEmE"ii THIZESNoJ-D ror, "EcmpTJotA P&K 1390 kcSwflm PAcas (_2-3- S . _IS C-H6cKED VIA RUn1OFF VALUES If-OMPUTED FoR THE IiA T. P =Im- 3. 92 _ _ F►y_ 3. S.l H 198m kw cSDm ' `(R PRE _ I)SVELo Pe 1-60DI- i6t4 o ' A ,Mp. =o _ A Pe--t�'-U5 _ 0p.12� 4C. IJ D.,J PE2�Io�►S = Soil. CaRocJP - CsFcnJEJCAf. SOJL AS3oc1ATJnNS _ OKIDiA-. ZEATTLE- WOppIWQILI.F.. FoR N1EAGoW OF, PASTURE. TR13L.E 3.5.28 r-IG3.5.2A KGSw�M TG = Cc. 3 n m�rv�aS sIa c-- AoDEp Aeck QIS T QI 9uTEO ALoW�4 PeoJEcT ' POST- DEVELOPED Cc*lDITtot�l o ' P, ImPc-rLVIovS = o, l2o C.c,c. c N I,n1 r 9 g PflJGmc.►j ' 1 � _ - 3 r^ n'Aes ��11aIMum �ZESULT TH - PV;o..`c:., IS EXEMPT SINCE INc.2rASE RQooFE FOR Ion- rz - Zy HR S-r.(ccn EVFr4 T IS 0. 03 CfS /aril✓ LESS THRIJ THG c-5o Cf�f TH2E3N,oLD /cfZ K6SWe01 1'r446 77.3 ' 12/15/99 5 : 38 : 5 pm Kato & Warren Inc . page 1 Oakesdale Avenue Extension Phase 12 & 2 Water Quntity Control for Basin 2 BASIN RESULT SUMMARY BASIN -----VOLUME---- -RATE- ----TIME----- Hydrograph Area ID ---cf-- Ac-11 --cfs- -min- hours Methodology Acres POST-100 1105 0.04 0.12 470 7.81 SBUH Method 0.12 ' PRE-100 1197 0.03 0.09 480 8.00 SBUH Method 0.12 ' 12/15/99 5 :38 :5 pm Kato & Warren Inc . page 2 Oakesdale Avenue Extension Phase 13 & •2 Water-Quntity-Control-for-Basin-2--------------- DETAIL BASIN SUMMARY BASIN ID: POST-100 NAME : POST DEVELOPED CONDITION-100YR SBUH METHODOLOGY ' TOTAL AREA. . . . . . . : 0 . 12 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 34. 92 inches AREA. . : 0 . 00 Acres 0 . 12 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 0 . 00 98 . 00 ' TC. . . . : 0 . 00 min 6 . 30 min ABSTRACTION COEFF: 0 . 20 PEAK RATE: 0 .12 cfs VOL: 0 . 04 Ac-ft TIME : 470 min ' 12/15/99 5 :38 : 5 pm Kato & Warren Inc . page 3 Oakesdale Avenue Extension Phase 1B & 2 Water Quntity Control for Basin 2 DETAIL BASIN SUMMARY 1 BASIN ID: PRE-100 NAME: PRE DEVELOPED CONDITION -100YR _ SBUH METHODOLOGY TOTAL AREA. . . . . . . : 0 . 12 Acres BASEFLOWS : 0 . 00 cfs RAINFALL TYPE. . . . : KC24HR PERV IMP PRECIPITATION. . . . : 3 . 92 inches AREA. . : 0 . 12 Acres 0 . 00 Acres TIME INTERVAL. . . . : 10 . 00 min CN. . . . : 89 . 00 0 . 00 ' TC. . . . : 6 . 30 min 0 . 00 min ABSTRACTION COEFF: 0 . 20 PEAK RATE : 0 . 09 cfs VOL: 0 . 03 P_c-ft TIME : 480 min 1 Abbreviated Surface Water Technical Information Report Draft Final Submittal Appendix B Conveyance Calculations for Oakesdale Avenue S.W. Extension - Phase 1B & 2 ' Presented to: City of Renton Planninouilding/Public Works Presented by: Kato & Warren, Inc. March, 2000 t Hyaraflow Plan View 12 11 S� �9 g x 0 0 6 9 5 6� �G lG �T9 7 �y 4 0 10 ExISTIN4 1 WATEK F — �UALIT`(' sw BASI H 1 f Ott D ` �j x 5 CONVEYANCE SYSTEM i5T OFF T Project file: North6.stm OF file: OAKES.IDF No. Lines: 12 12-01-1999 r� inleffler Pnro ile' Pr e: North6.stm Elev. (ft) 24.0 21.0 RoAD GRADE Line: 1 HGL Size:12(in) Line:4 T Line:5 Line: 11 Line: 12 18.0 Size: 12(in) Size: 12(in)- Line:6 __size: 12(in) ine: Line:2 iz 3 Size: 12 e: 12(in) Size:12(in) oil) ............ ............ ........... 15.0 j 12.0 9.0 0 100 200 300 400 500 600 700 800 900 1000 Reach (ft) m ewer Pro ile Pi le: North6.stm Elev. (ft) 24.0 21.0 — ROAD RAPE Line: 1 H G L- Size: 12(in) SACS VERTI AL CURVE Line:4 Line:5 18.0 Line:3 Size:12(in) Size: 12 in) Line:6-Line:8 �L°w Pal T) Line:2 Size: 12(in) Size: 12(in) Size:12(1 ij Size:12(in) 15.0 12.0 9.0 0 100 200 300 400 500 600 700 800 900 Reach (ft) Hy aflow Storm Sewer Inventory Rep t Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line DefI Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/ line length angle type o area coeff time El Dn slope El Up size type value coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) N (ft) (in) (n) (K) (ft) 1 End 34.0 0.0 MH 0.00 0.00 0.00 0.0 11.60 0.59 11.80 12 Cir 0.012 0.15 17.70 WO pond out-fall PilAsc-4 2 1 15.0 0.0 MH 0.00 0.71 0.90 8.9 13.53 0.53 13.61 12 Cir 0.012 0.15 15.90 EX.STA 15+50 3 2 100.0 -45.0 Grate 0.00 0.14 0.90 6.3 13.61 0.06 13.67 12 Cir 0.012 0.15 16.17 STA 14+50 FIT 4 3 150.4 5.0 Grate 0.00 0.13 0.90 6.3 13.67 0.10 13.82 12 Cir 0.012 0.15 16.86 STA 13+00 FIT 5 4 300.0 0.0 Grate 0.00 0.13 0.90 6.3 13.82 0.10 14.11 12 Cir 0.012 0.15 16.86 STA 10+00 RT 6 5 149.0 -1.0 Grate 0.00 0.13 0.90 6.3 14.11 0.09 14.25 12 Cir 0.012 0.15 16.36 STA 8+50 FIT 7 4 52.2 86.0 Grate 0.00 0.13 0.90 6.3 13.82 0.50 14.08 12 Cir 0.012 0.15 16.86 STA 13+00 LT 8 6 52.2 89.0 Grate 0.00 0.13 0.90 6.3 14.25 0.10 14.30 12 Cir 0.012 0.15 16.38 STA 8+50 LT 9 5 52.0 90.0 Grate 0.00 0.13 0.90 6.3 14.11 0.50 14.37 12 Cir 0.012 0.15 16.86 STA 10+00 LT 10 3 74.7 91.0 Grate 0.00 0.14 0.90 6.3 13.67 0.50 14.04 12 Cir 0.012 0.15 16.17 STA 14+50 LT 11 6 150.0 -1.0 Grate 0.00 0.13 0.90 6.3 14.25 0.10 14.39 12 Cir 0.012 0.15 16.86 STA 7+00 FIT 12 11 52.2 90.0 Grate 0.00 0.13 0.90 6.3 14.39 0.50 14.65 12 Cir 0.012 0.15 16.86 STA 7+00 LT Project File: North6.stm I-D-F File: OAKES.IDF Total number of lines: 12 Date: 12-01-1999 ' Hydraf low Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns ' No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. EXw9PoN 1 WQ pond outfall 3.37 12 c 34.0 11.60 11.80 0.588 13.91' 14.17' 0.04 End 2 EX.STA 15+50 3.39 12 c 15.0 13.53 13.61 0.533 14.53 14.61 0.04 1 3 STA 14+50 RT 2.27 12 c 100.0 13.61 13.67 0.060 14.65' 15.00' 0.02 2 4 STA 13+00 RT 1.88 12 c 150.4 13.67 13.82 0.100 15.02' 15.38' 0.01 3 5 STA 10+00 RT 1.59 12 c 300.0 13.82 14.11 0.097 15.39' 15.90' 0.01 4 6 STA 8+50 RT 1.13 12 c 149.0 14.11 14.25 0.094 15.91' 16.04' 0.00 5 7 STA 13+00 LT 0.31 12 c 52.2 13.82 14.08 0.500 15.39' 15.39' 0.00 4 8 STA 8+50 LT 0.32 12 c 52.2 14.25 14.30 0.096 16.04' 16.05' 0.00 6 9 STA 10+00 LT 0.31 12 c 52.0 14.11 14.37 0.500 15.91 15.91' 0.00 5 ' 10 STA 14+50 LT 0.35 12 c 74.7 13.67 14.04 0.500 15.02 15.03 0.00 3 11 STA 7+00 RT 0.61 12 c 150.0 14.25 14.39 0.097 16.04' 16.08' 0.00 6 12 STA 7+00 LT 0.31 12 c 52.2 14.39 14.65 0.500 16.08' 16.08' 0.00 11 ' SToR m EVEi,41T ' Project File: North6.stm I-D-F File: OAKES.IDF Total No.Lines: 12 Run Date: 12-01-1999 ' NOTES: c=circular; e=elliptical; b=box; Return period= 25 Yrs.; 'Indicates surcharge condition. Hyc. iflow Hydraulic Grade Line Comp. itions Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Vel Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (ft/s) (ft) (ft) N N (ft) (K) (ft) 1 12 3.37 11.60 13.91 1.00 0.79 4.29 0.29 14.20 0.763 34.0 11.80 14.17 1.00 0.79 4.29 0.29 14.46 0.763 0.763 0.259 0.15 0.04 2 12 3.39 13.53 14.53 1.00` 0.79 4.31 0.29 14.82 0.771 15.0 13.61 14.61 1.00 0.79 4.31 0.29 14.90 0.754 0.762 0.114 0.15 0.04 3 12 2.27 13.61 14.65 1.00 0.79 2.90 0.13 14.78 0.347 100 13.67 15.00 1.00 0.79 2.89 0.13 15.13 0.347 0.347 0.347 0.15 0.02 4 12 1.88 13.67 15.02 1.00 0.79 2.40 0.09 15.11 0.238 150 13.82 15.38 1.00 0.79 2.40 0.09 15.47 0.238 0.238 0.358 0.15 0.01 5 12 1.59 13.82 15.39 1.00 0.79 2.02 0.06 15.45 0.170 300 14.11 15.90 1.00 0.79 2.02 0.06 15.96 0.170 0.170 0.509 0.15 0.01 6 12 1.13 14.11 15.91 1.00 0.79 1.44 0.03 15.94 0.086 149 14.25 16.04 1.00 0.79 1.44 0.03 16.07 0.086 0.086 0.129 0.15 0.00 7 12 0.31 13.82 15.39 1.00 0.79 0.40 0.00 15.39 0.007 52.2 14.08 15.39 1.00 0.79 0.40 0.00 15.40 0.007 0.007 0.003 0.15 0.00 8 12 0.32 14.25 16.04 1.00 0.79 0.41 0.00 16.05 0.007 52.2 14.30 16.05 1.00 0.79 0.40 0.00 16.05 0.007 0.007 0.004 0.15 0.00 9 12 0.31 14.11 15.91 1.00 0.79 0.40 0.00 15.91 0.007 52.0 14.37 15.91 1.00 0.79 0.40 0.00 15.92 0.007 0.007 0.003 0.15 0.00 10 12 0.35 13.67 15.02 1.00 0.79 0.44 0.00 15.02 0.008 74.7 14.04 15.03 0.98 0.78 0.44 0.00 15.03 0.007 0.008 0.006 0.15 0.00 11 12 0.61 14.25 16.04 1.00 0.79 0.77 0.01 16.05 0.025 150 14.39 16.08 1.00 0.79 0.77 0.01 16.09 0.025 0.025 0.037 0.15 0.00 12 12 0.31 14.39 16.08 1.00 0.79 0.40 0.00 16.08 0.007 52.2 14.65 16.08 1.00 0.79 0.40 0.00 16.09 0.007 0.007 0.003 0.15 0.00 Project File: North6.stm I-D-F File: OAKES.IDF Total number of lines: 12 Run Date: 12 01 1999 NOTES: Initial tailwater elevation= 13.91 (ft), ` Normal depth assumed., "Critical depth assumed. Hyuraflow Plan View ,r WATER QUALITY l Po0b 1 i 4 2 > �9 x� 3 F�ASIfI 2 S �.� y x 0 0 Project file: south2.stm OF file: OAKES.IDF No. Lines: 4 12-01-1999 ww ww w w■ w ■w w ww �w w w w ww w w w w■ ww w St m Sewer Profile Pi le: south2.stm Elev. (ft) 23.0 20.0 -- — R':-AE GRADE H�L Line: 1 Line: 4 17.0 Size: 12 (in) Size: 12 (in) 14.0 ................ 11.0 8.0 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) m ewer Profile Pi le: south2.stm Elev. (ft) 27.0 23.0 ROAD GRADE NClL 19.0 Line: 2 Line: 3 Line: 1 Size: 12 (in) Size: 12 (in) Size: 12 (in) 15.0 i 11.0 7.0 0 25 50 75 100 125 150 175 200 Reach (ft) r �■r r �■ r rr rr r■ i■r ■r ■r r■ r■ r■ � r r r■ r Hy .-aflow Storm Sewer Inventory Rep t Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line DefI Junc Known Drng Runoff Inlet Invert Line Invert Line Line N J-loss Inlet/ line length angle type Q area coeff time El Dn slope El Up size type value coeff Rim El No. (ft) (deg) (cfs) (ac) (C) (min) (ft) N (ft) (in) (n) (K) (ft) 1 End 29.0 0.0 Grate 0.00 0.10 0.90 6.3 10.50 5.10 11.98 12 Cir 0.012 0.15 15.98 STA 2+96RT 2 1 114.0 136.0 Grate 0.00 0.13 0.90 6.3 11.98 1.26 13.42 12 Cir 0.012 0.15 16.88 STA 4+OORT 3 2 52.0 -91.0 Grate 0.00 0.13 0.90 6.3 13.42 0.50 13.68 12 Cir 0.012 0.15 16.88 STA 4+OOLT 4 1 54.0 47.0 Grate 0.00 0.10 0.90 6.3 11.98 1.48 12.78 12 Cir 0.012 0.15 15.98 STA 2+87LT Project File: south2.stm I-D-F File: OAKES.IDF Total number of lines:4 Date: 12-01-1999 Hyc. Alow Hydraulic Grade Line CompL itions Page 1 Line Size Q Downstream Len Upstream Check JL Minor coeff loss Invert HGL Depth Area Val Vel EGL Sf Invert HGL Depth Area Vel Vel EGL Sf Ave Enrgy elev elev head elev elev elev head elev Sf loss (in) (cfs) (ft) (ft) (ft) (sqft) (ft/s) (ft) (ft) N (ft) (ft) (ft) (ft) (sgft) (fVs) (ft) (ft) N (%) (ft) (K) (ft) l oo-`j e, Ft.%v EL7 1 12 1.42 10.50 12.90{l 1.00 0.79 1.81 0.05 12.95 0.136 29.0 11.98 12.93 0.95 0.77 1.84 0.05 12.99 0.118 0.127 0.037 0.15 0.01 2 12 0.85 11.98 12.94 0.96 0.78 1.10 0.02 12.96 0.043 114 13.42 13.81 0.39" 0.29 2.99 0.14 13.95 0.465 0.254 N/A 0.15 0.02 3 12 0.44 13.42 13.83 0.41 0.31 1.43 0.03 13.86 0.102 52.0 13.68 13.96 0.28" 0.18 2.42 0.09 14.05 0.436 0.269 N/A 0.15 0.01 4 12 0.34 11.98 12.94 0.96 0.78 0.43 0.00 12.95 0.007 54.0 12.78 13.03 0.25 0.15 2.22 0.08 13.10 0.418 0.212 0.115 0.15 0.01 Project File: south2.stm I-D-F File: OAKES.IDF Total number of lines:4 Run Date: 12 01 1999 NOTES:Initial tailwater elevation= 12.9 (ft) , ' Normal depth assumed., "Critical depth assumed. ' Hydraflow Summary Report Page 1 Line Line ID Flow Line Line Invert Invert Line HGL HGL Minor Dns No. rate size length EL Dn EL Up slope down up loss line (cfs) (in) (ft) (ft) (ft) N (ft) (ft) (ft) No. RcmD EL 1 STA 2+96RT 1.42 12 c 29.0 10.50 11.98 5.103 12.90 12.93 0.01 End 2 STA 4+OORT 0.85 12 c 114.0 11.98 13.42 1.263 12.94 13.81 0.02 1 3 STA 4+OOLT 0.44 12 c 52.0 13.42 13.68 0.500 13.83 13.96 0.01 2 4 STA 2+87LT 0.34 12 c 54.0 11.98 12.78 1.481 12.94 13.03 0.01 1 SToR CNEwIT Project File: south2.stm I-D-F File: OAKES.IDF Total No. Lines: 4 Run Date: 12-01-1999 ' NOTES: c=circular; e=elliptical; b=box; Return period= 100 Yrs.; `Indicates surcharge condition. - .. ,+v �a+..:..��?� 4`i>: .�2,�`s,�. Sa.�,: � �.c�'� ���w�. €wt4k •s' s'`'vS'S-e` �.a'�.E� .�a �y '`�' s�� ,.�.� . r �.'k v._s ,-�,... ,� ar sa.,,a 3_�"^.: �. �s'�w -a*,x �• "� �o`� b, •s+� i9 a " „iH »'�a:�3.a.. ,.v g;;- .,.�iw ���:?� � �.,. .> ._ .<.n. ��:"•"�;�;.ti � ". `�,.. a„°`nz F�,, ""`. .�: �^.a ,"' ...s a�r:'�°•aws., ... �c a.' .Y" ",.���;.. c,. 'C^ 1. `A,... ml,• 4M � hi. •.q v� ,4�,. k* ,�.� .r *�.�, ,�• . .,...�_ .. -a' rim 3 -001 t 0 t, E -A a : I� TA-"L v Cl C ...................... .. ....... ._ -- ... .._ w 3• m �°�... p '�s i aa� i'S4�s"i� r r v�� v �{�n M� ,`� ,a"w e� c�� In • its. m k'sr #,�'# •,,. Ma + 311 / 8 = 11 aAin3 i-0-1 irjulet mo IDF CURVE FOR 25YR STORM EVENT ' Project: Oakesdale Phase 2 Hydraflow OF Curve parametes FoR Dcv Lnpi�l"/ I _D_ F culzvE5 IF, Peak Rainfall Intensity; IR= (PR) OR) ' Where IR=aR (Tc)bR IC�sw om y. variable?. ' Tc vs. STORM 5.0 15 30 60 aR bR PR 2 YR 1.2425 0.6570 0.4395 0.2940 1.58 0.58 2.00 5 YR 2.0287 1.0154 0.6561 0.4240 2.33 0.63 2.40 10 YR 2.5261 1.2505 0.8025 0.5150 2.44 0.64 2.90 25 YR 3.1771 1.5556 0.9914 0.6318 2.66 0.65 340 50 YR 3.2846 1.6082 1.0249 0.6532 2.75 0.65 3.40 100 YR 3.6928 1.8483 1.1943 0.7717 2.61 0.63 3.90 � °P to til INPUT F 9 HYD9AFLow PRo PErzcl p �CtRAM_ L IDF-CURVE.xls i WATER QUALITY POND SPILLWAY Worksheet for Trapezoidal Channel ' Project Description Worksheet SPILLWAY-1 Flow Element Trapezoidal Cha Method Manning's Form Solve For Channel Depth ' Input Data Mannings Coeff ic 0.027 ao CHAWNEL WITH SHORT URASS Slope o.014000 ft/ft KC.SvJOM TABLE y.3--7[i Left Side Slope 3.00 H:V Right Side Slope 3.00 H:V Bottom Width 6.00 ft Discharge 1.42 cfs S c-Rcm EVENT FROM (:60\/E-(AN C)_ CALC- C EA31p4 Z H'(DPAFLnw pt%vN- 0 ,, Results Depth 0.14 ft Flow Area 0.9 ft2 Wetted Perimi 6.85 ft ' Top Width 6.81 ft Critical Depth 0.12 ft Critical Slope 0.022238 ft/ft Velocity 1.64 ft/s \1 F Lo CiT,( < Fj �P S ' Velocity Head 0.04 ft USE 49A,SS Llt4EQ CNANt` EL Specific Enerc 0.18 ft 1CCSvJDM FroudeNumb 0.81 ' Flow Type 3ubcritical 1 Project Engineer: Richard M.Kato g:\99002\engr\drainage\spillway.fm2 Kato&Warren,Inc. FlowMaster v6.0[614b] ' 12/15/99 09:43:33 AM ©Haestad Methods,Inc. 37 Brookside Road Waterbury, CT 06708 USA (203)755-1666 Page 1 of 1 ' BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS CN1� CULVER� �f Tailwater Elevation:8.3 feet EXIS�it,1!a 48 � ' Discharge Range:15. to 50. Step of 1. [cfs] Overflow Elevation:17 . feet Weir:NONE Upstream Velocity:l. feet/sec CULV NO. 1: 60 LF - 48"CMP @ 1.07% OUTLET: 9.40 INLET: 10.04 INTYP: 1 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 15.00 1.86 11.90 * 0.024 1.14 1.18 0.00 1.14 1.18 1.86 1.57 16.00 1.92 11.96 * 0.024 1.18 1.22 0.00 1.18 1.22 1.92 1.63 17 .00 1.99 12.03 * 0.024 1.22 1.25 0.00 1.22 1.25 1.99 1.69 18 .00 2 .05 12 .09 * 0.024 1.25 1.29 0.00 1.25 1.29 2 .05 1.74 19 .00 2 .11 12 .15 * 0.024 1.29 1.33 0.00 1.29 1.33 2 .11 1.80 20.00 2 .18 12 .22 * 0.024 1.32 1.36 0.00 1.32 1.36 2 .18 1.86 21. 00 2 .23 12 .27 * 0.024 1.35 1.40 0.00 1.35 1.40 2 .23 1.91 22 .00 2 .29 12.33 * 0.024 1.39 1.44 0.00 1.39 1.44 2 .29 1.96 ' 23 .00 2 .35 12 .39 * 0.024 1.42 1.47 0.00 1.42 1.47 2 .35 2 .02 24 .00 2 .40 12 .44 * 0.024 1.45 1.50 0.00 1.45 1.50 2 .40 2 .07 25.00 2 .45 12.49 0.024 1.48 1.54 0.00 1.48 1.54 2.45 2 .12 26 . 01 2 .51 12.55 * 0.024 1.51 1.57 0.01 1.51 1.57 2 .51 2.17 ' 27 .00 2 .56 12 .60 * 0.024 1.54 1.60 0.00 1.54 1.60 2 .56 2.22 28.00 2 .61 12.65 * 0.024 1.57 1.63 0.00 1.57 1.63 2 .61 2 .28 29 .00 2 .66 12 .70 * 0.024 1.60 1. 67 0.00 1.60 1.67 2 .66 2 .33 ' 30.00 2 .71 12.75 0.024 1.63 1.70 0.00 1.63 1.70 2.71 2 .37 31.00 2 .76 12. 80 * 0.024 1. 66 1.73 0.00 1.66 1.73 2.76 2 .42 32 .00 2 .81 Q 12.85 * 0.024 1.69 1.76 0.00 1.69 1.76 2 .81 2 .47 33 .00 2 .86 ->12 .90 * 0.024 1.71 1.79 0.00 1.71 1.79 2 .86 2 .52 ' 34.00 2 .91 12 .95 * 0.024 1.74 1.82 0.00 1.74 1.82 2 .91 2 .57 35 .00 2 .95 12.99 * 0.024 1.77 1.85 0.00 1.77 1.85 2 .95 2.62 36 .00 3 .00 13 .04 * 0.024 1.79 1.88 0.00 1.79 1.88 3 .00 2.67 37.00 3 .05 13 .09 * 0.024 1.82 1.91 0.00 1.82 1.91 3 .05 2.71 38 .00 3 .09 13 .13 * 0.024 1.84 1.94 0.00 1.84 1.94 3 .09 2 .76 39 . 00 3 .14 13 .18 * 0.024 1.87 1.97 0.00 1.87 1.97 3 .14 2 .81 40 .00 3 .18 13 .22 * 0.024 1.89 2 .00 0.00 1.89 2 .00 3 .18 2 . 85 ' 41.00 3 .23 13 .27 * 0.024 1.92 2.03 0.00 1.92 2 .03 3 .23 2 .90 42 .00 3 .27 13 .31 * 0.024 1.94 2.06 0.00 1.94 2 .06 3 .27 2.95 43 .00 3 .31 13 .35 * 0.024 1.97 2 .09 0.00 1.97 2.09 3 .31 2 .99 44.00 3 .35 13 .39 * 0.024 1.99 2 .12 0.00 1.99 2 .12 3 .35 3 .04 ' 45 .00 3 .40 13 .44 * 0.024 2.01 2.15 0.00 2 .01 2 .15 3 .40 3 .09 46.00 3 .44 13 .48 * 0.024 2 .04 2.17 0.00 2.04 2 .17 3 .44 3 .13 47 .00 3 .49 13 .53 * 0.024 2 .06 2 .20 0.00 2.06 2 .20 3 .49 3 .18 ' 48 .00 3 .53 13 .57 * 0.024 2 .08 2 .23 0.00 2.08 2 .23 3 .53 3 .22 49 .00 3 .57 13 .61 * 0.024 2.10 2 .26 0.00 2 .10 2 .26 3 .57 3 .27 50.00 3 .61 13 .65 * 0.024 2.13 2 .29 0.00 2 .13 2 .29 3 .61 3 .31 ' 0 �,,,. S. E.L. � ►ao=YEAR FLOOD =' i2.So Q - 33.o 1 1 PRoPoS�P 3� � � cot�c. ' CULvFR�T CAPAe►T�' BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS Tailwater Elevation:10.0399 feet ' Discharge Range:15 . to 50. Step of 1. [cfs] Overflow Elevation:17 . feet Weir:NONE Upstream Velocity:l. feet/sec CULV NO. 1: 90 LF - 36"CP @ -0.710 OUTLET: 10.04 INLET: 9 .40 INTYP: 4 Q(CFS) HW(FT) HW ELEV. * N-FAC DC DN TW DO DE HWO HWI ******************************************************************************* 15. 00 2.52 11.92 * 0.012 1.24 0. 00 0.01 1.24 2 .42 2 .52 1.72 ' 16.00 2.59 11.99 * 0.012 1.28 0.00 0.00 1.28 2 .48 2 .59 1.78 17 .00 2 .65 12 .05 * 0.012 1.32 0.00 0.00 1.32 2 .53 2 . 65 1 .84 18 .00 2 .72 12.12 * 0.012 1.36 0.00 0.00 1.36 2 .59 2 .72 1.90 19 .00 2 .78 12.18 * 0.012 1.40 0.00 0.00 1.40 2. 64 2 .78 1.96 20 .00 2 . 84 12.24 * 0.012 1.44 0.00 0 .00 1.44 2 . 69 2 .84 2 .02 21.00 2 .90 12 .30 * 0.012 1.48 0.00 0.00 1.48 2 .74 2 .90 2 .08 22 .00 2 .97 12 .37 * 0.012 1.51 0.00 0.00 1.51 2.79 2 .97 2 .14 ' 23 .00 3 .02 12.42 * 0.012 1.55 0.00 0.00 1.55 2 . 83 3 .02 2 .20 24.00 3 . 09 12 .49 * 0.012 1.58 0.00 0.00 1.58 2 . 88 3 .09 2 .26 25 .00 3 .14 12.54 * 0.012 1.62 0.00 0.00 1.62 2 .92 3 .14 2 .31 ' 26 .00 3 .21 12 .61 * 0.012 1.65 0.00 0.00 1.65 2 . 97 3 .21 2 .37 27.00 3 .28 12 .68 * 0.012 1.68 0.00 0.00 1.68 3 .02 3 .28 2 .42 28.00 3 .33 12 .73 0.012 1.72 0.00 0.00 1.72 3 .05 3 .33 2 .48 29 .00 3 .39 12 .79 * 0.012 1.75 0.00 0.00 1.75 3 .09 3 .39 2 .53 ' 30.00 3 .45 0 12.85 * 0.012 1.78 0.00 0.00 1.78 3 .13 3 .45 2 .59 31.00 3 .51 - >12.91 * 0.012 1.81 0.00 0.00 1.81 3 .17 3 . 51 2 .64 32.00 3 .58 12.98 0.012 1.84 0.00 0.00 1.84 3 .21 3 .58 2 .70 33 .00 3 .63 13 .03 * 0.012 1.87 0.00 0.00 1.87 3 .24 3 .63 2 .75 34.00 3 .70 13 .10 * 0.012 1.90 0.00 0.00 1.90 3 .28 3 .70 2 .81 35 .00 3 .75 13 .15 * 0.012 1.93 0.00 0.00 1.93 3 .31 3 .75 2 .86 36 .00 3 . 82 13 .22 * 0.012 1.96 0.00 0. 00 1.96 3 .35 3 . 82 2 .91 37.00 3 .88 13 .28 * 0.012 1.98 0.00 0.00 1.98 3 .38 3 .88 2 .97 38.00 3 .94 13 .34 * 0.012 2 .01 0.00 0.00 2 .01 3 .42 3 .94 3 .02 39.00 4. 00 13 .40 * 0.012 2 .04 0.00 0.00 2 .04 3 .45 4.00 3 .07 40.00 4.06 13 .46 * 0.012 2.06 0.00 0.00 2 .06 3 .48 4.06 3 .13 41.00 4.12 13.52 * 0.012 2.09 0.00 0.00 2 .09 3 .51 4.12 3 .18 42.00 4.18 13 .58 * 0.012 2.12 0.00 0.00 2 .12 3 .54 4.18 3 .24 43 .00 4.24 13 .64 * 0.012 2 .14 0.00 0.00 2 .14 3 .57 4.24 3 .26 ' 44.00 4.31 13 .71 * 0.012 2 .17 0.00 0.00 2 .17 3 .60 4.31 3 .32 45 .00 4.37 13 .77 * 0.012 2 .19 0.00 0.00 2 .19 3 .63 4.37 3 .37 46.00 4.43 13 .83 * 0.012 2.21 0.00 0.00 2 .21 3 .66 4.43 3 .43 47.00 4.50 13 .90 * 0.012 2 .24 0.00 0.00 2 .24 3 . 69 4.50 3 .49 48.00 4.56 13 .96 * 0.012 2 .26 0.00 0.00 2 .26 3 .72 4.56 3 .54 49 .00 4. 63 14.03 * 0.012 2 .28 0.00 0.00 2 .28 3 .75 4.63 3 .59 50.00 4.70 14.10 * 0.012 2 .31 0.00 0.00 2 .31 3 .78 4.70 3 .65 Q too _YEAR FLOOD S►N&LE C-uL\l�.R Q N 3i . o U L\IER i S OAKESDALE AVE SW- PHASE 1 B &2 Draft Final Abbreviated TIR QUARRY SPALL PAD - SIZING Location Pipe Dia. Flow Velocity Quarry S all Pad Station Width "W" Length "L" Depth "D" Comment (in) (cfs) (fps) (ft) (ft) (ft 2+96, 55' RT. 12 1.42 1.84 7 8 1 Note (A) 4+25.5, 45.4' RT. 18 Note (B) Note (B) 7 8 1 10+14.5, 50' LT. 36 31 4.39 9 Note (C) 12 1 Note (D) 10+21.5, 50' LT. 36 31 4.39 9 Note(C) 12 1 Note (D) Wetland Mitigation Site 36 42 5.94 23 Note (F) 12 1 Note (E) Note: The design is based on KCSWDM table 4.3.6A Rock Protection at Outfalls. A) The flow and velocity are from Hydraflow computation table. B) The flow and velocity are unknown. The outlet pipe in the adjacent catch basin is 5.25 feet higher than the inlet pipe;therefore,the catch basin will dissipate the energy and velocity could be less than 5 feet per second. C) The width "W"shown on the plan is 8 feet and total width "W" is 16 feet. Since culverts are spaced 7 feet on center;therefore,the distance from pipe center line to the edge of quarry spall pad is 4.5 feet. The required width "W" is 9 feet or 4.5 feet from pipe center line to edge of quarry spall pad. D) The flow is based on culvert analysis with floodplain elevation at 12.90 feet. The velocity is flow divided by pipe cross sectional area. E) The flow value is based on the culvert analysis with inlet control condition per KCSWM Figure 4.3.5C and using 1.22 headwater depth ratio. Headwater is measure from culvert invert elevation of 9.35 to top of berm at 13.00 or 3.65 feet. F) The width is combined for multiple culverts. Quarry spall rock gradation has been proposed for the inlet and outlet since the flow and velocity are approximated. quarry-spall-sizing.xls Abbreviated Surface Water Technical Information Report Draft Final Submittal Appendix C City of Renton Surface Water Utility Comments for 1 Oakesdale Avenue S.W. Extension - Phase 1B & 2 1 1 Presented to: ' City of Renton Planning/Building/Public Works Presented by: ' Kato & Warren, Inc. ' March, 2000 ' CITY OF RENTON PLANNING/BUILDING/PUBLIC WORKS ' MEMORANDUM ' DATE: 01/17/00 TO: Lin Wilson,Transportation Systems Division ' FROM: Allen Quynn, Surface Water Utility Division SUBJECT: Review of Oakesdale Ave. SW Phase lb and 2 Technical ' Information Report (T.I.R.) &the Abbreviated T.I.R. for Phase 1 The Surface Water Utility has reviewed the Phase lb and 2 technical Information Report with the ' following comments: • There is no discussion of detention requirements in the abbreviated Phase IA T.I.R. If detention is not required please explain in the report. ' • RESPONSE: See Basin 1 —Mitigation System narrative. • Based on the water quality calculations for basin 1 and 2 in the Phase I and 2 T.I.R., both ' the existing and proposed wetponds appear to have sufficient volume to treat the combined runoff from IA, I and 2. However, I would like to see a table with elevations, cumulative storage volume and surface area at one foot intervals for both new and existing ponds. • RESPONSE: See Appendix A. • The tailwater elevation of 12.9(NGVD 29) will be sufficient for computing the backwater ' calculations for the storm drain system in basin land the twin 36-inch conveyance pipes across the Oakesdale berm. Therefore, it will not be necessary to change the conveyance calculations. ' • RESPONSE: Noted. • The compensatory storage analysis must be submitted and reviewed before final approval of ' the drainage report. • RESPONSE: See Compensatory Storage narrative and Appendix D. • Please verify you are not giving compensatory storage volume credit for the existing wetpond ' and created wetland in Phase 1. 0 RESPONSE: Verified. See Appendix D. 0 In the last paragraph of page 1,the tailwater elevations for basin 1 and 2 appear to be reversed. ' • RESPONSE: Noted. If you have any questions, please call me at ext. 7247. cc: Ron Straka Joe Armstrong James Wilhoit G:\99002\Engr\drainage\TIR\ALLEN-RESPONSE-95%TIR.doc\pc ' Abbreviated Surface Water Technical Information Report Draft Final Submittal Appendix D Compensatory Storage Calculations foY ' Oakesdale Avenue S.W. Extension - Phase 1B & 2 1 ' Presented to: City of Renton PlanninouildinW?ublic Works Presented by: Kato & Warren, Inc. March 2000 OAKESDALE AVE SW- PHASE 1 B&2 Draft Final Abbreviated TIR COMPENSATORY STORAGE CALCULATION SUMMARY VIA AVERAGE END AREA METHOD ROAD AREA MITIGATION AREA CULVERT AREA POND AREA FOUR AREA TOTAL ELEV INCR. FILL INCR. CUT INCR. FILL INCR. CUT INCR. FILL INCR. CUT INCR. FILL INCR. CUT INCR. FILL INCR. CUT INCR. NET CUT CUM. NET CUT FT CY CY CY CY CY CY CY CY CY CY CY CY 15.6 2976 2497 0 0 2261 41 0 0 175 2538 2436 -102 14.6 3078 1915 0 0 2394 31 11 0 169 1946 2574 628 13.6 2450 1759 0 0 2649 16 27 0 121 1775 2797 1022 12.6 1428 1535 0 0 2305 2 34 0 40 1537 2379 842 11.6 586 826 0 0 1099 0 40 0 0 826 1139 313 10.6 273 32 0 0 294 0 11 0 0 32 305 273 9.6 Oakesdale Ave SW-Phase 1B&2 - Draft Final Submittal Road Construction Wetland Mitigation Fill Volume Cut Volume ELEV. Incremental Fill Cumulative Fill ELEV. Area Cut Incremental Cut Cumulative Cut (tt) (C.Y.) (C.Y.) (It) (S.F.) (C.Y.) (C.Y.) Note b Note a Note c Noted Note e 15.6 8564 15.6 58240 11002 2497 2261 14.6 6067 14.6 63830 8741 1915 2394 13.6 4151 13.6 65440 6347 1759 2649 12.6 2393 12.6 77600 3698 1535 2305 11.6 858 11.6 46890 1393 826 1099 10.6 32 10.6 12470 294 32 294 9.6 0 9.9 10180 Note: a) Values from attached earthwork calculation by Softdesk Software. b) Computed from"Cumulative Fill"column. c) Values from ACAD. d) Computed via average end area method from"Area Cut'column. e) Computed from'Incremental Cut'column. Note that Cumulative Cut at Stage 15.6 is equivalent to attached average end area earthwork calculation by Softdesk Software. comp-storage-roadandmitigation.xls ' EL. 15.60 EL. 1 4.60 EL. 13.60 EL. 12.60 AREAS WLUNEY CUMULATIVE WLUMJN AREAS WLUMSS CUMULATIVE WWAW AREAS VOLUMES CUMULATIVE VOLUMES AREAS WLUMEY CUMULATIVE WLUMFS S uare Feet Cubic Yards Cubic Yards Square Feet Cubic Yards Cubic Yards S uere Feet Cubic Yards Cubic Yams S uere Feet Cubic Yards Cubic Yards STATION STA77ON STATION STATION CUT FILL CUT FLU CUT F/LL CUT FILL CUT FILL CUT FILL CUT FILL CUT FILL CUT FILL CUT FILL ' CUT FILL CUT F.L 3+00 151.36 0.00 3+00 225.17 0.00 3+00 29&99 0.00 571.19 0.00 571.19 0.00 3+00 7.75 3.25 298.00 0.00 298.00 0.00 434.59 0.00 434.59 0.00 3+50 317.89 0.00 96.82 3.00 96.82 3.00 3+50 170.47 0.00 3+50 244.18 0.00 596.77 0.00 1167.96 0.00 3+50 96.77 0.00 184.85 0.00 281.67 100 4+00 177.46 0.00 322.15 0.00 620.15 0.00 4+00 252.05 0.00 459.46 0.00 894.06 0.00 4+00 326.64 0.00 4+00 102.88 0.00 128.11 24.99 748.26 24.99 199.82 10.51 1093.88 10.51 277.58 0.55 1445.54 0.55 61.27 42.70 }42.94 45.70 4+29 61,30 46.43 a+29 120.29 19.53 4+29 190.48 1.03 6.51 0.08 1452.05 0.63 4+29 11.33 79.36 0.37 2.93 343.31 48.63 4+30 52.13 45.68 2.10 1.71 750.36 26.70 4+30 102.86 20.33 4,12 0.74 1098.00 71.26 4+30 161.64 3.04 ' 8.58 4+30 8.78 78.40 23.00 66.51 773.36 93.21 48.25 35.14 1146.26 46.39 6.41 15.3 1599.16 23.9 3.25 103.38 346.56 752.Oi 4+50 10.22 133.51 4+50 27.93 74.33 a+50 48.88 18.39 68.41 115.36 7598.16 123.95 4+50 0.00 200.17 12.50 347.26 785.85 a40.47 37.94 228.82 1184.20 275.22 5+00 25,43 106.13 0.00 478.29 346.56 630.30 5+00 3.35 241.20 5+00 13.29 172.57 52.35 198,28 1650.51 322.23 5+00 0.00 316.03 7.21 444.38 793.06 884.85 27.89 319.44 1212.09 594.66 5+50 }1.46 107.78 0.00 582.09 346.56 1212.39 5+50 4.48 238.36 5+50 17.02 172.13 65.77 197.14 1716.28 519.37 5+50 0.00 312.27 9.55 432.39 802.61 1317.24 35.89 313.01 1247.98 907.67 6+00 39.99 104.85 0.00 567.89 346.56 1780.28 6+00 5.89 228.14 6+00 21.97 165.53 80.89 187.50 1797.16 706.87 ' 6+00 0.00 300.57 12.00 409.55 814.61 1726.79 44.59 296.68 1292.57 1204.35 6+50 46.89 97.97 0.00 542.31 346.56 2322.59 6+50 7.00 214.75 6+50 25.92 155.35 94.32 200.06 1891.48 906.93 6+50 0.00 285.71 14.16 409.22 828.77 2136.00 52.34 302.75 1344.91 1507.11 7+00 54.45 118.47 0.00 539.02 346.56 2861.61 7+00 8.21 227.89 7+00 30.31 172.17 105.68 189.22 1997.17 1096.16 7+00 0.00 297.14 16.07 387.06 844.85 2523.07 59.01 286.28 1403.92 1793.39 7+50 59.13 86.30 0.00 514.01 346.56 3375.63 7+50 9.06 190.89 7+50 33.10 137.61 113.76 152.96 2110.92 1249.12 7+50 0.00 258.78 17.54 343.02 862.39 2866.09 64.04 246.39 1467.96 2039.78 8+00 63.16 79.28 0.00 467.76 346.56 3843.39 8+00 9.79 180.32 8+00 35.73 129.06 123.15 145.32 2234.08 1394.44 8+00 0.00 247.19 0.00 452.25 346.56 4295.64 8+50 10.76 17560 8+50 38.85 t26.05 18.56 328.84 880.95 3194.93 69.37 235.67 1537.33 2275.45 8+50 69.25 78.05 131.31 144.70 2365.39 1539.15 ' 8+50 0.00 242.05 19.08 323.06 900.03 3517.99 73.44 232.29 1610.77 2507.75 0.00 446.01 346.56 4741.65 9+00 10.36 174. 9+00 71.94 78.62,09 9+00 40.12 125.42 136.55 130.61 2501.93 1669.76 9+00 0.00 240.47 19.46 305.99 919.49 3823.99 75.68 216.33 1686.45 2724.07 9+50 74.89 62.82 0.00 429.04 346.56 5170.69 9+50 10.56 157.16 9+50 41.26 108.79 148.85 101.50 2650.78 1771.26 9+50 0.00 223.71 0.00 391.16 346.56 5561.84 10+00 11.74 133.66 20.74 268.57 940.23 4092.56 10+00 46.08 88.39 81,21 182.06 1767.67 2906.14 10+00 85.19 47.15 10+00 0.00 199.54 21.73 252.17 961.96 4344.74 84.42 165.54 1852.09 3071.68 10+50 83.39 46.39 156.75 86.33 2807.53 1857.59 0.00 376.Oa 3a6.56 5937.89 10+50 11.63 139.a1 10+50 4a.71 90.91' 10+50 0.00 207.34 22.73 275.19 984.69 4619.93 86.89 186.05 1938.98 3257.73 159.00 103.22 2966.53 1960.81 11+00 0.00 227.27 23.17 278.96 1007.86 4898.89 89.82 187.32 2028.80 3445.05 11+00 88.33 65.08 0.00 402.42 346.56 6340.31 11+00 12.92 157.80 11+00 49.14 110.03 163.69 101.98 3130.21 2062.79 0.00 410.75 346.56 6757.06 11+50 11+50 88.46 45.06 12.17 143.48 11+50 47.87 92.27 161.90 81.64 3292.11 2144.43 11+50 0.00 216.33 21.75 270.44 1029.61 5169.33 86.16 171.65 2114.96 3616.70 12+00 86.39 43.11 0.00 408.18 3a6.56 7759.2a 12+00 i1.38 148.60 12+00 a5.19 93.11 764.a8 102.47 3456.60 2246.90 12+00 0.00 224.50 21.86 297.74 1051.47 5467.07 86.69 195.30 2201.65 3812.00 12+50 91.25 67.55 0.00 439.43 346.56 759&67 12+50 12.22 172.96 72+50 48.44 117.81 182.82 101.86 3639.42 2348.76 12+50 0.00 250.09 36.53 293.33 1088.00 5760.40 105.43 194.14 2307.08 4006.13 13+00 106.20 42.46 0.00 422.26 346.56 8020.93 13+00 27.23 143.83 13+00 65.42 91.86 246.22 40.14 3885.64 2388.90 ' 13+00 0.00 205.96 72.08 797.06 1160.08 5957.46 14&8B 108.34 2455.96 4114.47 13+50 159.72 0.89 11.64 301.25 358.20 8322.19 13+50 50.62 68.99 13+50 95.37 25.15 6.23 0.04 3891.87 2388.94 13+50 12.57 119.40 1.91 2.66 1161.99 5960.12 3.68 0.98 2459.64 4115.46 13+51 176.62 1.15 0.47 4.60 358.67 8326.79 13+51 52.43 74.54 13+51 103.21 28.03 244.73 0.68 4736.60 2389.62 13+51 12.79 129.07 70.03 54.29 1232.02 6014.40 146.57 17.56 2606.21 4133.02 13+83 236.37 0.00 20.45 115.57 379.12 8442.35 13+83 65.7a 17.07 t3+83 taa.12 1.60 8.44 0.00 4145.04 2389.62 13+83 21.71 65.95 2.41 0.69 1234.43 6015.10 5.14 0.06 2fi11.35 4/33.08 13+84 219.50 0.00 0.81 2.44 379.93 8444.79 13+84 64.38 20.34 13+84 133.64 1.87 122.44 1.11 4267.48 2390.73 13+00 21.99 65.66 38.66 21.17 1273.09 6036.27 75.90 6.50 2687.25 4139.58 i4+00 193.72 3.75 ' 14.31 48.73 394.24 8493.52 14+00 66.11 51.12 14+00 122.53 20.06 279.00 2.22 4546.48 2392.95 14+00 26.32 98.82 r 700.23 30.30 1373.32 6066.57 185.24 11.89 2872.49 4151.46 7a+32 277.09 0.00 14+32 34.97 18. 7.91 0.00 1375.23 6066.57 3.5 0.00 2876.01 4751.46 to+33 0.00 0.00 36.32 69.80 430.56 8563.32 14+32 103.04 0.00 to+32 190.06 0.00 5.13 0.00 4551.61 2392.95 96 2 0.65 0.35 431.21 8563.67 14+33 0.00 0.00 14+33 0.00 0.00 0.00 0.00 4551.61 2392.95 14+33 0.00 0.00 0.00 0.00 1375.23 6066.57 0.00 0.00 2876.01 4751.46 to+50 0.00 0.00 0.00 0.00 431.21 8563.67 14+50 0.00 0.00 14+50 0.00 0.00 0.00 0.00 4551.61 2392.95 14+50 0.00 0.00 0.00 0.00 1375.23 6066.57 0.00 0,00 2876.01 4151.46 15+00 0,00 0.00 0.00 0.00 431.21 8563.67 15+00 0.00 0.00 15+00 0.00 0.00 0.00 0.00 4551.61 2392.95 ' 15+00 0.00 0.00 0.00 0.00 1375.23 6066.57 0.00 0.00 2876.01 4151.4fi 0.00 0,00 431.21 856567 Note (a) Note (a) Note (a) Note (b) Note (a) Note (b) Note (b) Note (b) ' EL. 1 1 .60 EL. 10.60 EL. 9.60 AREAS VOLUMES CUMULATIVE WLUNES AREAS VOLUMES CUMULATIVE VOLUMES AREAS WLUNES CUMULATIVE WLUM6 S uere Feet Cubic Yards Cubic Yards STATION S uare Feet Cubic Yards Cubic Yards S uerc Feet Cubic Yards Cubic Yards STATION CUT FILL srarioN o FILL cur Fill cur Fvl cur �� NOTE: ' 3+00 520.45 0.00 _ CUT F/LL CUT p/IL C(PP FQL 3+00 446.63 0.00 980.98 0.00 980.98 0.00 844.38 0.00 844.38 0.00 3+50 539.00 0.00 3+00 372.81 0.00 707.79 0.00 707.79 0.00 871.39 0.00 1715.77 0.00 4+00 550.39 0.00 3+50 465.30 0.00 1008.70 0.00 1989.68 0.00 a) Cumulative road construction fill volume at stage shown. 3+50 391.59 0.00 734.08 0.00 1441.87 0.00 4+00 475.81 0.00 541.18 0.00 2530.86 0.00 b Cut volumes are to be neglected due to computational methodology. 453.13 0.00 2168.91 0.00 4+29 457.28 0.00 g P 9Y• 4+00 401.22 0.00 365.08 0.00 1806.95 0.00 4+29 368.00 0.00 12.56 0.00 2181.47 0.00 4+30 386.81 0.00 15.62 0.00 2546.49 0.00 ' 4+29 278.72 0.00 4+30 310.74 0.00 239.73 0.00 2786.22 0.00 9.50 0.00 1816.45 0.00 183.08 0.00 2364.55 0.00 4+50 261.19 0.00 4+30 234.67 0.00 4+50 784.29 0.00 384.74 0.00 3170.95 0.00 126.43 0.00 1942.88 0.00 240.74 0.00 2605.30 0.00 5+00 155.06 0.00 4+50 107.39 0.00 135.63 38.77 2078.51 38.77 5+00 76,a6 0.00 291.05 0.00 3462.00 0.00 5+00 39.72 41.85 5+50 81.29 0.03 145.41 0.03 2750.71 0.03 5+50 160.06 0.00 305.97 0.00 3767.97 0.00 80.72 81.00 2159.22 119.77 160.22 0.04 2910.92 0.07 6+00 171.30 0.00 5+50 47.97 45,51 99•35 84.95 2258.57 204.72 6+00 92.59 0.01 184.40 0.01 3095.32 0.08 6+50 183.99 0.00 329.90 0.00 4097.87 0.00 ' 6+00 59.94 46.08 6+50 105.62 0.00 328.37 0.00 4426.25 0.00 120.86 81.99 2379.43 286.71 199.39 15.75 3294.71 15.84 7+00 •169.55 0.00 6+50 69.89 42.63 7+00 108.72 17.03 347.76 0.00 4774.01 0.00 140.03 101.08 2519.46 387.79 219.72 15.75 3574.43 31.59 7+50 204.89 0.00 7+00 80.58 66.75 7+50 127.53 O.DO 390.33 0.00 5764.33 0.00 156.04 95.83 2675.50 483.62 247.14 0.00 3761.57 31.59 8+00 215.56 0.00 7+50 87.14 36.97 8+00 138.32 0.00 410.34 0.00 5574.67 0.00 8+00 92.57 31.47 167.16 63.20 2842.66 546.82 266.16 0.00 4027.72 31.59 8+50 226.44 0.00 8+50 148.02 0.00 423.08 0,00 5997.76 0.00 180.44 58.45 3023.10 605.28 277.58 0.00 4305.30 31.59 9+00 229.26 0.00 8+50 101.44 31.84 9+00 150.61 0.00 445.78 0.00 6443.53 0.00 792.34 60.25 3215.44 665.53 299.16 0.00 4604.46 31.59 9+50 250.93 0.00 9+00 105.37 33.42 20719 48.65 3416.62 714.18 9+50 171.30 0.00 492.02 0.00 6935.56 0.00 9+50 110.97 19.29 10+00 198.78 0.00 343.81 0.00 5322.06 31.59 10+50 287.16 0.00 525.52 0.00 7461.08 0.00 223.97 28.41 3640.59 742.59 373.81 0.00 5322.06 31.59 70+50 287.Ofi 0.00 10+00 129.92 11.51 237.64 15.53 3878.23 75&12 10+50 203.70 0.00 521.07 0.00 7982.14 0.00 365.96 0.00 5688.03 31.59 11+00 275.69 0.00 ' 10+50 125.68 5.34 11+00 197.54 0.00 539.41 0.00 8521.55 0.00 237.13 26.26 4115.36 784.38 380.17 0.00 6068.19 31.59 11+50 306.87 0.00 11+00 730.41 23.03 11+50 219.04 O.OD 578.89 0.00 9100.45 0.00 245.58 24.66 4360.94 809.04 412.68 0.00 6480.87 31.59 12+00 318.34 0.00 11+50 134.82 3.60 12+00 226.65 0.00 575.82 0.00 9676.27 0.00 251.69 5.23 4612.6a 814.27 404.55 0.00 6885.42 31.59 12+50 303.55 0.00 12+00 137.01 2.05 12+50 210.26 0.00 590.62 0.00 10266.88 0.00 12+50 138.04 21.06 271.77 21.93 5139.01 856.60 13+00 244.12 0.00 537.19 0.00 7843.33 31.59 13+50 424.66 0.00 702.75 0.00 10969.64 0.00 ' 277.77 20.93 5139.07 856.60 537.19 0.00 7843.33 31.59 13+50 424.66 0.00 13+00 155.47 7.54 73+50 336.05 0.00 16.82 0.00 10986.46 0.00 373 006 1.43 5512.14 858.03 13.28 0.00 7856.61 31.59 13+51 483.87 0.00 13+50 247.43 0.00 13+51 381.00 0.00 593.66 0.00 11580.12 0.00 13+St 278.14 0.00 9'73 0.00 5521.87 858.03 1}+83 424.08 0.00 477.09 0.00 8333.70 31.59 13+83 517.93 0.00 18.53 0.00 11598.65 0.00 13+83 330.23 0.00 EF360.51 0.00 5882.38 858.03 13+84 394.96 0.00 15.17 0.00 8348.87 31.59 13+84 482.68 0.00 27710 0.00 11875.75 0.00 11.80 0.00 5894.19 858.03 225.17 0.00 8574.04 31.59 14+00 452.51 0.00 ' 13+00 277.49 0.00 to+00 365.00 0.00 587.08 0.00 72a62.82 0.00 173.25 0.00 6067.43 85&03 483.65 0.00 9057.68 31.59 14+32 538.18 0.00 to+po 277.a9 0.00 14+32 451.15 0.00 9.97 0.00 12472.79 0.00 380.21 0.00 6447.65 858.03 8.35 0.00 9066.04 31.59 14+33 0.00 0.00 14+32 364.i2 0.00 14+33 0.00 0.00 0.00 0.00 12472.79 0.00 6.74 0.00 6454.39 858.03 0.00 0.00 9066.04 31.59 14+50 0.00 0.00 14+33 0.00 0.00 14+50 0.00 0.00 0.00 0.00 12472.79 0.00 0.00 0.00 6454.39 a58.03 0.00 0.00 9066.04 31.59 15+00 t 0.00 1 0.00 14+50 0.00 0.00 15+00 0.00 0.00 0.00 0.00 12472.79 0.00 0.00 0.00 6454.39 858.03 0.00 0.00 9066.04 31.59 ' t5+00 0.00 0.00 0.00 0.00 6454.39 85&03 Note (a) Note (c) Note (b) Note (c) L Note (b) NM. (h) Z 1+00 2+00 �-- 5+00 6+00 OPEN WATER - POOL AREA WETLAND RESTORATION AREA 10 _ WETLAND RESTORATION AREA WETLAND BUFFER AREA -AREA - 6 (to)- W Z I 1 F 7+00 8+00 9+00 10+00 11+00 flo) (lo) fi29----- 99- - -- f13)12) WETLAND RESTORATION AREA N -- 13 WETLAND BUFFER AREA 12) OAKESDALE AVENUE SW EXTENSION - PHASE 18 AND 2 ' �� TT V� 2003 Western Avenue FIGURE 4 1�1 555MarketPlaceOne � WARREN`Seattle, WA 98121 Compensatory Storage Z 20 0 20 40 INCORPORATED (206)448-4200 ' 1 1 Volume Calculation Plan 5 1 1 +00 + 50 ,2 ,2 12 ------ 12 4 4 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 10 + 5 0 5+ 00 12 12 16 —_-- 16 g g 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 1 0 +0 0 EXISTING GRADE FINISH GRADE 4+ 5 0 EXISTING GRADE 12 — 12 — FINISH GRADE 4 4 16 _ 16 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 8 8 9 + 50 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 12 --- 12 4+ 00 4 4 16 16 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 8 8 9 + 00 ' 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 12 12 3+ 50 4 4 16 16 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 8 ` 8 Q EXISTING GRADE + 50 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 8 FINISH GRADE EXISTING GRADE 12 12 3+ 0 0 �j FINISH GRADE 16 4 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 ' 16 /`— — 8 8 8 + 00 _ 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 12 — 12 2 5 0 4 6 16 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 12 — 12 2 + 00 4 4 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 18 --- ----------- 86 7+ 00 ' 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 12 — 12 1 + 5 0 EXISTING GRADE 4 4 -�FINISH GRADE 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 16 ------ /---------' 16 EXISTING GRADE ' 8 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 6+ 0 12 -FINISH GRADE 12 4 4 1 +0 0 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 ' 16 -------------- ---� 16 6 +0 0 s � � s 12 ------ 12 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 4 4 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 OAKESDALE AVENUE SW EXTENSION - PHASE 1B AND 2 KATO& 2003 Western Avenue FIGURE 5 WARREN,seattle,kNA98121 et ne COMPENSATORY STORAGE VOLUME INCORPORATED (206)448-4200 ' CALCULATION CROSS SECTIONS mit-sect-vol.txt Project: 99002 Tue Feb 01 17:58:35 2000 Site: 50sect Surface 1: exist Surface 2: store Volume tag: store EARTHWORKS END AREA VOLUME LISTING Cut Fill Cut 1.0000 Fill 1.0000 Cut 1.0000 Fill 1.0000 Station Area (sqft) Area (sgft) Volume (yds) Volume (yds) Tot Vol (yds) Tot Vol (yds) Mass Ordinate ----------------------------------------------------------------------------------------------------------------------- 0+00 0 0 0 0 0 0 0 0+50 0 0 890 0 890 0 890 1+00 962 0 1832 0 2722 0 2722 1+50 1017 0 1780 0 4503 0 4503 2+00 906 0 1512 0 6015 0 6015 2+50 727 0 1160 0 7175 0 7175 3+00 526 0 879 0 8054 0 8054 3+50 424 0 680 0 8733 0 8733 4+00 310 0 428 0 9161 0 9161 4+50 152 0 244 0 9405 0 9405 5+00 112 0 204 0 9610 0 9609 5+50 108 0 201 0 9811 0 9810 6+00 109 0 174 1 9985 1 9984 6+50 80 1 155 1 10141 2 10139 7+00 88 0 168 0 10309 2 10307 7+50 93 0 172 0 10480 2 10478 8+00 92 0 163 0 10644 2 10642 8+50 85 0 134 0 10777 2 10775 9+00 60 0 100 0 10877 2 10875 9+50 48 0 85 0 10962 2 10959 10+00 43 0 40 0 11002 2 10999 10+50 0 0 0 0 11002 2 10999 11+00 0 0 0 0 11002 2 10999 11+50 0 0 Cumulative total wetland mitigation cut volume @ stage 15.60 Page 1 ' OAKESDALE AVE SW-PHASE 1 B& 2 ! Draft Final Abbreviated TIR ! ' COMPENSATORY STORAGE CALCULATION FOR THREE CULVERT AREA VIA AVERAGE END AREA METHOD j ' Fill ! Cut Net Cut; ELEV I SF SF ICY ISF ;SF I CY CY 15.6 13201 01 111201 411 0 0, -41 14.6 920 1 0 840 311 310 j 11! -201 13.6 7601 620 ' F-4-3-01 161 7401 27', 11 12.61 100 860, 50 21 920 34 32 ' 11.6i 0 9801 01 0' 10751 401 40', 10.6I 0 11170, ' 0 O 292.51 111 11 9.61 01 0 ' OAKESDALE AVE SW - PHASE 1 B & 2 Draft Final Abbreviated TIR t COMPENSATORY STORAGE CALCULATION FOR WETPOND.AREA VIA AVERAGE END AREA METHOD I � ' Fill Cut Net Cut ELEV !SF SF CY SF SF ICY i CY 15.6i 01 4740 0 0 4720 1751 1751 ' 14.611 01 47001 0 01 j 45551 169 169 13.6 0 4410 j ' 1 01 0 3275 121: 1211 12.6,' 0' 2140 1 0 j 0 107011 40 j 4011 ' 11.611 01 01 o 01 01 01 o 10.61 01 1 0 1 01 01 0, 01 0 9.61 01