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SWP272757(5)
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 ' 95010 SUBMITTAL ABBREVIATED SURFACE WATER TECHNICAL INFORMATION REPORT February, 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 . Y 1055 South Grady Way ' Renton, Washington 98055 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 ' 95% SUBMITTAL ABBREVIATED SURFACE WATER TECHNICAL INFORMATION REPORT February, 2000 Prepared by: Kato &Warren, Inc. Prepared for: City of Renton tPlanning/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 98055 ' Oakesdale Avenue S.W. Extension - Phase 1B &2 95% Submittal Abbreviated S.W.T.I.R. City of Renton 1 TABLE OF CONTENTS Note: Response to City of Renton comments and changes since the 50% Submittal are shown in italic font throughout this report. The italic font and notes to reviewer will be dropped for final Submittal. 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. February, 2000 ' Oakesdale Avenue S.W. Extension - Phase IB &2 95% Submittal Abbreviated S.W.T.I.R. City of Renton ' 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. 1 OVERVIEW The project is located west of Springbrook Creek along the Oakesdale Avenue SW alignment between SW 19`h Street and SW 31"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, 1B and 2. The Phase 113 project will consist of adding one lane,curb,gutter and sidewalk between SW 27`h 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 floodplains and wetlands on the east and west sides within 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 271 Street intersection. For the south portion,a water quality pond has been designed and located within the 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 ofRenton: 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 KCS WDM)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 27`' 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. I February, 2000 Oakesdale Avenue S.W. Extension - Phase 1B &2 95% Submittal Abbreviated S.W.T.I.R. City of Renton 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 1B project is an extension of the Phase lA ' project and was described in the Abbreviated Surface Water Technical Information Report,September 1997. ' 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 31 Pt,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 Kato & Warren, Inc. 2 February, 2000 ' Oakesdale Avenue S.W. Extension - Phase 1B &2 95% Submittal Abbreviated S.W.T.I.R. City of Renton ' pipe which runs south to north and collects the existing 12"diameter street laterals. The existing 18" 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 forAll Site Drainage Basins: 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 1B 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. ' A 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. 15+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 IA design to mitigate the future Phase 1B and 2 impact. Kato & Warren, Inc. 3 February, 2000 ' Oakesdale Avenue S.W. Extension - Phase I &2 95% Submittal Abbreviated S.W.T.I.R. City of Renton ' 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`f'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 ' 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 February, 2000 ' Oakesdale Avenue S.W. Extension - Phase 1B &2 95% Submittal Abbreviated S.W.T.I.R. City of Renton ' Alternatively, a single 57"x 38"arch CMP culvert for this area nearly approximates the existing 48"diameter CMP culvert capacity; will fit tinder proposed storm sewer pipes and will cost less to construct. 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 lA 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 the 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. ' BASIN 1 -Existing Water Quality Pond VOLUME SURFACE AREA LENGTH TO WIDTH RATIO REQUIRED , 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 Kato & Warren, Inc. 5 February, 2000 Oakesdale Avenue S.W. Extension - Phase IB &2 95% Submittal Abbreviated S.W.T.I.R. City of Renton ' 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 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 ' rEXCEDENT >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 was and designed single cell since the volume required and treatment area is so small. It is not P � as a g 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 KCSWDM). 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 February, 2000 ' Oakesdale Avenue S.W. Extension - Phase IB &2 95% Submittal Abbreviated S.W.T.LR. City of Renton 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 proposed fill volume is 8,564 cubic yards. The computation can be found in Appendix D. ' The project proposes wetland creation and enhancement at another berm site to the east. The proposed wetland creation portion of the project plans to excavate 1.60 acres about 4 to 6 feet deep. The proposed excavation volume is 11,002 cubic yards. The computation can be found in Appendix D. ' The resultant net flood storage capacity will be increased more than 2,438 cubic yards by the project since excavation quantities above the Basin 2 water quality pond were not included. ' The city adopted ESGRW regional basin plan requires the installation of three 36"diameter culverts with flap gate valves on their west ends to increase westbound flood flow capacity while maintaining ' eastbound flood flow capacity. To restore the historic discharge elevation in city Wetland 12a, an existing 18"diameter culvert at elevation 9.40 will be replaced with a new 18"diameter culvert set at an elevation of 10.03(NGVD 29). Kato & Warren, Inc. 7 Februarv, 2000 Abbreviated Surface Water Technical Information Report 95 % Submittal Appendix A Mitigation Calculations for ' Oakesdale Avenue S.W. Extension - Phase 1B & 2 1 1 ' Presented to: City of Renton ' PlanningBuilding/Public Works ' Presented by: Kato & Warren, Inc. February, 2000 ' KATO & WARREN, INC. CLIENT CITY aF REN T oN g Y 2003-WESTERN AVENUE OAKESDALE PHASE 16 2 TIR Date 2�1 °O sheet of ' SUITE 555•MARKET PLACE ONE PROJECT SEATTLE,WASHINGTON 98121 Chkd sss $AsIN 1 (PHASE IA Date Z- 5 °0 99o02 (206)448-4200 II �-�-- FAX(206)728-5608 WATER Q U ANTIT�{ �oNTRoL Job No. PHASE-1A WATER QUAWTIT-{ Cc',OTRoL A CHECK CF PHASE IA DETENTION C.ALGULA"ftONS IS INGLUOEC IN THIS SELIIJtA . ' SINGE PRE & PoS1 DEJ LWmENT DRAlNA&E AREA ISP1`1TIcIPATEQ To KE.MAI4 THE: SArmE , gUANTn\r CQIlTRoL GALLuLA"flo1J SHALL FoLUS oN THE h1ET GKAh►G,E IN IMPr-RV]6US AREA. ' NET IMPG-RVIoUS AREA GHA�-IGE C.oNSISTS OF NF.W AGOEID IMPEa\110US ' AREA MINUS RF►1oVE.p 1M Ft-RV►oUS 12oA04 PATH Ago FAVEMEtJT. DETENTION REQUIIREmENT PER 199e kCCSv.1w ,, 1.3, $ "USE OF LAKES, rr WETLANaS OR --LoSEO DEPRESSIONS r-o& PEAI< RNTE 'kUNoFF GoNT(ROL IS EVAL-QTEO VIA RUNOFF VALUES COMPUTED Iron THF_ loo-`(R E\IEtJT. rl f,Ioo_�R 3. 92 FI(q. 3.5 - 1 H 195o kc.5"M AL(e REFER To l=1CyuRE 1 —�� ImRERv�a�s � EX�571�G caNDlTta.1 "t:y,ISTING C.o1JO1T1onIS�/ ' >Q Im I'6RVI�US _ $. 1-1 curc REFER To FI GeRE 2 a DF_VELoPEO coaolZt4N -' ��D>`VELo1'EU Go1.1DITIoNS�� NCT ImPERUIoLj$ CHANGE ' KATO & WARREN, INC. CLIENT G f T� of REN Tort g Ks Z 2003-WESTERN AVENUE y Z SUITE 555•MARKET PLACE ONE PROJECT Tig PIMSE 1 B 2 Date ?/1/2, sheet of ' SEATTLE,WASHINGTON 98121 Chkd SSS 002 (206)448-4200 CONTACT Date 9/00 99 -2 FAX(206)728-5608 PHONE 9 Job No. 'DEVELopEO CaNDmoN e ' A IMP62viouC = O A pERUioUS = �o.p2� GL.c.rc ' CN = �j' 9 Soll. 4KoJk' np�� CsC-NERf1l. ,So{L PERV1oUs ASS Al 6KiwA - SEA�TLE- ' WcJ�pINVILLF_ • FoR MEADaWJ OR PAS-TOM- kGSwam ZAGLE 3.S-2 AA- ' TL l�. 3� m+auZ.:S Str►�E Aoo�O AREA DISTttICuTi,r� A"vJC, PRo,3EL-( Po57 - DEVELopEO GoNDtTiol�l o A �MpErRV1oVS = � ' Z� Q�rc ' CN = `JS PAvcmEAT A PcRv w�5 = 0 TG ' SUMMARY( RESULTS o 7HF- AkE cc>"PUTED USIN AMG—R W ARKS. NET Von-UME 10LREASE = 1.92 _ l•43 = 0. 49 acres— feet ' T�tF RE Q 0 kRCMEr1T °I= `«SwPtn � 1.3.$ FOR FLooDPt.H►►4 glR-TES TH6 1NLRERSbO ' Vv"MF- of RWAOc F F(Zorr, THE PROPoS&O PRoJE j MA`{ NoT 10(fREASE THE ' loo— {EAR ELSYA' kc'sW of A WIF--ZLANG MoAE -rHRP4FEET- , AREA of W E;T LAND = 2 0. Sa J-r-f c S RI=FER k o FlC.UREIt 3 WETLAND AREA" INea��sc IN Fi.000QLAlrI EL6VA,lpN = o 49 arc- z = 0. 02 lees 20. 88 2c.r�� 1/20/00 3 :45 :40 pm Kato & Warren Inc . page 1 Oakesdale Avenue S .W. ' T. I .R. Phase 1B & 2 Phase 1, Detention Analysis ' BASIN RESULT SUMMARY BASIN -----VOLUME---- -RATE- ----TIME----- Hydrograoh Area ID ---cf==-- Ac=ftcfs=---=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 m Kato & Warren Inc . page 2 P P g 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-it TIME : 480 min 10 OAKESDALE AVE S.W. ! 17) s a —r ( �7 jnow zzz ' IMPERVIOUS AREA Basin Boundary 0.93 ac. ` OAKESDALE AVE S.W. ----- - Basin Boundary IMPERVIOUS AREA 0.73 cc. IMPERVIOUS AREA 0.25 cc. OAKESDALE AVENUE SW EXTENSION - PHASEIA 1 2003 Western Avenue FIGURE 1 —""1 O� 555Markel Place One WUREN`5'eattle, WA98121 Existing Conditions Z 100 0 100 200 INCORPORATED (206)448-4200 OAKESDALE AVE-S. Basin Boundary OAKESDALE AVE S.W Fasin Boundary IMPERVIOUS AREA 8. 17 ac. OAKESDALE AVENUE SW EXTENSION - PHASEIA ' KATO& 2003 Western Avenue FIGURE 2 WARREN,Seatt/e' WA981210ne Z 100 0 100 200 INCORPORATEDM(206)446-4200 Developed Conditions t F r , :IN ' e: Aww 1711 , n I 10 _ ■ i It .:.;. ■x■Irli .. = N- ;gip,.. ` _ `F , y� �:` ����• �1 �` � 4' � � $:� awe� � _: ;�� I s , - . F ■ F �.� _ - WETLAND AREA ` 909,450 sq.ft. , ' I 20.88 acres h s .� r _ { d �n } - 1 OF s to s OAKESDALE AVENUE SW EXTENSION - PHASEIA ' KATO& 2003 Western Avenue FIGURE 3 555M Place One WETLAND AREA WARREN,Seattle/e, NA WA9B121 Z 150 0 150 300 INCORPORATED (206)448-4200 1 KATO & WARREN INC. CLIENT Cl-rl OP RE14T04 g By K 2003-WESTERN AVENUE OAK ES DALE PHASC - I S 2 Date 12 l i h2 eet sh 1 SUITE 555•MARKET PLACE ONE PROJECT � SEATTLE,WASHINGTON 98121 i-�wiTnrT WATER UAL►T� PotJD Chkd SSS 99ao2 (206)448-4200 �'r`� Date m l5 99 FAX(206)728-5608 PHONE L Job No. i BASIN - 1 TEE BaGtN 1 FRoN, THIS TIR AN() $AsIrJ IP lrJ PHASE IA TlR 'DRAtt�l To THE SAM . Po►N7. HE B AStN I P BOUN Dp RZ IN PHASE 1 A WAS STA 8+5o To. STA 2-C •+25. T' k HE BAS,ty 1 BoUNDAR,( ItA PHASE 1e42 ENt_AR:eE.D To STA 5t5o To STA 20 } 25 . WE MUST (2j-lECt< THAT THE oVeg,5jZ�O PHASE_ 2A WV'fa QUALIT-( Paulo IS :2TiLL 3UF-C)uE1,JTL`( SIZED. RcAko -lA`( SELTtail Wip-�H / TRlBQTAR-{ AREAS ARE j ' h1oTE '1 Not@ i / TAFf--R AVErt AGE STn S7p, STA , STIR STA Alm - (20+25) - (12t1y) 82 + (15+5o) - ( 13+00) 17- t (12t{9 ) -(9+75) P y356,o 935Gc3 g35Go ' + (9+75) — (5+50) (-73/) = 2--73 2Cr:.. 43 5Coo A = P COP — NA Tc- = G•3 (, m�njmur, PRECIPITATtcz,N FOR WQ — o. C.-7 kc5kaocrl 1-3.5 ; %3 2 `�R-ZHHK STo�m where piYK-Z4HR= 2„ Flc, 3.5.1 c 19-3o KCSWDH REQUIREMENTS 7DES►C-W WA-T>=R SUR PAC E ARe,A c M►N_ of l �� of $ASW IMPERVIOUS ARrA kcsw Doi IGGS�+Dc� DESI4I4 Vot_umE. _ 1/3 2 �R _ Zy t R t�QU41 Siot<cv, EyFNT KL RAtt*ALL OtSTRiBu'tioN- = 4 70B cf fJo�c R 12 To i'N,ASE !A TAR. 3Z. IS gpc.tc oF wl<A� To 1?AcK of WALK . 12 1 S DEFT -7 tZe POGI<ET AIL, {2AN l,,a�► , ' KATO & WARREN, INC. CLIENT C IT-f of RE0 j°o <<. 2003-WESTERN AVENUE By 2 2 SUITE 555•MARKET PLACE ONE PROJECT J AKFSCAL- PNAsr_ I B $z Date 121 H J oq sheet of SEATTLE,WASHINGTON 98121 w� Q AL1T Q�p Chkd ISS (206)448-4200 Date 1'%"`Si 9 G g g ac.2 FAX(206)728-5608 PHONE Job No. G°N i• —> Cl7-j OF REtA NO MoolFI CA 1 ►vN To KCSWGM FOR ty� B'�oSNt�I.E� "Us "F. Pc tWD V OLvm>t A 8-f 1.5 o 71m zc t z&MAL REQuRmu ,S. C.o. R D-Sl4�l wR�EfZ SARI=AGa At(ZEA = -Sc!,)(I C IISo 1 78S s T. PI?oVtO-co SuRi=Acc- A r( = 12 &23 S•f- OR 7. 18 -Timk:S LAK(vEK <:2.0. K RE C u10E0 Vc4 -50) 9 70S cf = -7 CG-Z GJ^ PA' vi bF_q VO 1.,1m E- 70 C.T �2 Ll-5y T,mES LR2�vre� KATO & WARREN INC. CLIENT CITY 2E KENToO By I<S t I 2003-WESTERN AVENUE OAKESOALE PHASE Date t/19 oc sheet of ' SUITE 555•MARKET PLACE ONE PROJECT SEATTLE,WASHINGTON98121 QuAtlTIT-( GorJT(ZoL Chkd S5S (206)448-4200 Date 2 9 0- 9 9 00 2. FAX(206)728-5608 9rJ'�. Su Zh-l17A L Job No. 951 SU6MITAL 6ASItJ Z WATE12 QU ART►T ( Cs141Ro� THIS SEcTIOtt is REVISE.O 51+JcE krzYJ SICFVNALK HAS tEil A001=D. 7H= ' SUSMITTAL• C-AL,,-QLA;,oti IS upO TEU Ta liicLIacE TNT c.HA04E • TA-E IMPBrMou5 ARE-As ARE ; a� 650 OF S\CEWAlk< To Sc,"IT C'f S. 2+5o A140 WCST SIDE aF OA ESUALE. 132s L.F of SioC WALK Flom STA I +12-Vi , 12T -T- STA 2-t5o ) 2.8.1(.'Q-'. THE SlcEvJAuc Wlp-Tjj IS 6.5 FEE-(. THEIR NEWADOEO tmplr(LVtt3vs )k2EA SINCE 50". SU(SMITTAL—_ Co�J� .ci I ( t l 3a) �� ) � 4-3 5coo S.F.} RzFcR To r-01- Su¢m�TTAL A u� = CD 4Lcf T ImpEttva�uS cHANCyE 1 REMK To AaQ\dF- CFt1.C, j Aooe� S�o�wla�kS = O' 109 C3C(s II li 1 AEola�„ LAST To A OR o A n Ntrw NET IMPEe4PlJS GNarl�a t NEVJ IOTIal.._ "Ej ImezcjmvS eHRt1yE RGRUtI WFtTE(ZWoRKS FKo G(tAM WITH THE ORL'( -THG µEW NET . (M PC;2V10Q$ A2EA II CHl��i4E . RESULT; THE i'RoSU:LT IS EX>:r^tr; SINCE In1c9!EASF RdW0FF Fog foe`''R— 24 HP, STORM EVEN- IS GF_ ANO LS < 7HA(1 ' I N i_ O. GAS ' C <.r �.i C i�-r<� Noc.D PeK �� PAGE r-Z•3—.�- ' 1/20/00 9 : 18 :19 am Kato & Warren Inc . page 1 QAKESDALE AVENUE S .W. EXTENSION PHASE 2 1 WATER QUANTITY CONTROL FOR BASIN 2 --------------------------------------------------------------------- --------------------------------------------------------------------- BASIN RESULT SUMMARY BASIN -----VOLUME---- -RATE- ----TIME----- Hydrograph Area ID ---cf-- Ac-ft --cfs- -min- hours Methodology Acres 1 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 (95% Submittal) BASIN 2 - Proposed Water Quality Pond Table of Elevation Surface Area and Cumulative Storage Volume. ' Elevation Area Volume 9.5 159 347 10.5 534 772 ' 11.5 1010 1287 12.5 1564 ' Total Volume = 2406 wqpond-vo1-ph2.x1s Oakesdale Phase 18 & 2 (95% 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 wgpond-vol-phl.xis KATO & WARREN, INC. CLIENT CIT�( ar- RErJTO� By 2003-WESTERN AVENUE SUITE 555•MARKET PLACE ONE PROJECT OAKF SO ALIv PHASE 1 B 8( 2 Date MINN q sh`—et of SEATTLE,WASHINGTON 98121 EE)NWAIF(Z QUAIIT'i Porlp ChkI S?, (206)448-4200 Date IZ/ISlyg 99002 FAX(206)728-5608 PHONE Job No. ' fs�IQEN -THA-T IMPERV,ouS AREA SU(iJf_t7 -TO VEHIC-ULAR USE. IS LF-SS i/-/an1 ONE ACRE ; THE 1'RoJEC.7 GOu4.0 GcT ?`; �"/�7,�! A �toSwA.L_ �uT Dc1- To LIM1,2Z 2,1iaLE PALE AND TH�511? r1S7oR1 CALLY POUe PE2FoRA')At.:4 A VJATFR quAl,17Y raNO NA- 0S 0 2ELL--cT,sG I f-�P t✓R vi o uS AREA ; A imp. _ �5t�° ) —(2 t�a� ��� 20 10o s•F, oR o.y�t ac�c PERvlou5 ARF-A ; Ap = 9Go S.F. o(L 0. 09(, CLCLYc 1[RVIOUS TOTAL At'oNo — lSr�y S.F. WITH ctl= loa _ y l80 — lS(;�y = 2 C, w,7H CN = 9b LAtJoSCFp� LANG�l PtrJ�i cN = (15(-q)(I—) f = 93.7y Kc`-"M 7Ae�z3.5. 2R, ' PERv,oUS WT. AVERA4G y I gp ' P�RclPlrta-rlD N ; p 2_1'>rAft = 2 t990 KGSvJOM r-Ic� 3-S-tC 1 PwQ y3) 2 `eEA2 2q uoulC kCSwbM PACja 1-3.5-1 1 Porto VoLuME;VJQ = 8?$ REFCtL To' WaT1EfCwaQl�S PRAT OUT kCSwcm I-3-S PoNo WRTG2 S�2�Aca A2EA = ( 20 to S F. l = 20l S•F- � l�cS�,c m t ?•S Impc-fl-viouS A126A ' C174 cF REi.ITot,l Mp0151LATioN To kOSwOM Fo(t No 131oS��At.E IS CrlgRs,zE Ft-No \JtLuMC $ AtzeP\ 23 l.Sz -TlrncS No2rnA` R:QtJI1CFmctd;S. REcwglso Po►1G Vot-ucr,e = 1 pR0J10F.0 FoAC. Vo mE = 2222 LARC4,- ' (ZCQut(zrzc (1.5o )(Zol) PRoQ�C,_U PorJc �L,'r,=AC, A;Z�r,' _ ISCo�7 S.F. �o .S•l7 TIm„=" LArw_;? 1 12/15/99 5 : 6 :46 pm Kato & Warren Inc . page 1 Oakesdale Avenue Extension Phase 1B & 2 ' Water-Quality-Pond-for-Basin-l-&-2----------------------------------- BASIN RESULT SUMMARY BASIN -----VOLUME---- -RATE- ----TIME----- Hydrograoh Area ID ---cf-- Ac-ft --cfs- -min- hours Methodology Acres ----------- ----- ------ --------- wqbasinl 4711 0.11 0.35 480 8.00 SBUH Method 2.71 ' wabasin2 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 : wqbasinl 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 ,Shawn 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 RN-rotA KS By 1 I 003•WESTERN AVENUE SUITE 555•MARKET PLACE ONE PROJECT OAKESOAt,G PH NS: I E &2 Date lz/ly hee st of ' SEATTLE,WASHINGTON 98121 CQ49AG;F WATER QUAN-n-T-( Co tJ TR o L_ C h kd SS5 (206)448-4200 Date 1 Z.115 M 5 J o 0 2 FAX(206)728-5608 PHONE ( 1 Job No. BASIN 2 VVAT-.R QUkKTiT( COWTRoL StNGt: Pc: � PCs-1 0 VELop Cr,&rlT -KVIOUC A�[rS AtiTiGIPATEp To RF_iYlAtnl THE SAr��, QL)A1JTfTY cor4T(LoL cvLcUcfaTloA HALL FacL1S off THE 11ST C1Mtk;,E IAI IMPF_.R Flo U S AR[.A . ' NST IMPERVIOUS A9fA c-NAAIGE caNSIST� cF I4-57tR/ ADOE-D IMP€RVic)US AREn t4jt\)Us Rr_moV�o e-'U L- LE •- SA(-' . s(ZoAD 'C-UL-D--SAC- ' .. �Jc.-� 1MPr�'�/�ot1S cNAnJf,F_ ' = 5 213 oK _ t Z o a-cre. I= r-ol; EXE-mY-.-,tl PL-K J95o kCSw0M IS 0-HGcv-ED Vic\ RUt.I OFF VA LUr S GaMPUTEp FoK THE p = 3. 92/1 Fly. 3. S.1 H 19�o kcSw� m PRE _ D1:�F-Lo PED GVIJpi tlot� o ' A tmp. .=O A, Pc-ft41oU s = o, 12D 0-r- ' CN r'en�to�S g� So►l. ClRoup "D" 6F14EKA1- S01L. ASoC1AT1oNS GKID1A- ZEATTLE— WCpD1Q41LLF-. FOR MEAOoW ' OR PASTUR.E.. TR(3LE 3.5-28 r-Icy 3.5•ZA KGSwOM 'stN e,E A00so AK;A OISTa,,guTE.O ALoAC, PKoJEC.T COST— �EvG-L�Fi_- co�l� tTlot�1 J ' P _ o, 12 o cLc. ►'"^ Catty t ov s cN tmp. 9 8 PA�lcm�a� A r-c(Lgta\js = (:� T, _ - 3 rnin�� eS Mv1.�;Pyivm ' SCE ULT IS S) EmPT SINCE Wc2rASE (ZUtJo`-f- FaR Ioo ";R - Zy HR S7�CCcn ' EVrsrT IS 0.03 CfS ANc LESS T14,lt4 THC 0.90 Cry TH2ESPnLc l:fZ KcSt^ICt� /�r;4G /•z-3-5 12/15/99 5 :38 : 5 pm Kato & Warren Inc . page 1 Oakesdale Avenue Extension Phase 1B & 2 Water Quntity Control for Basin 2 BASIN RESULT SUMMARY BASIN -----VOLUME---- -RATE- ----TIME----- Hydrogranh Area ' ID ---cf-- Ac-ft --cfs- -min- hours Methodology Acres POST-100 1101 0.04 0.12 470 7.83 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. . . . : 3 . 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 ' 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 Ac-ft TIME : 480 min Abbreviated Surface Water Technical Information Report 95 % Submittal Appendix B 1 Conveyance Calculations for ' Oakesdale Avenue S.W. Extension - Phase 1B & 2 1 1 ' Presented to: City of Renton Planning/Building/Public Works ' Presented by: Kato & Warren, Inc. February, 2000 ww w ■w w = w w w■ ww w w■ w w w w w w w ■w Hyuraflow Plan View 12 11 S g x 0 0 6 9 5 ra' �G STD 7 4 0 10 I`XISTING, 1 WATER E- — �UAUT`( S� BASIN Port D ��K 5 CaN�EYANCE SYSTEM Project file: North6.stm OF file: OAKESADF No. Lines: 12 12-01-1999 St m Sewer Profile Pr North6.stm Elev. (ft) 24.0 21.0 R-AD RAGE Line: 1 HG L Size: 12(in) Line:4 Line:5 Line: 11 Line: 12 18.0 Size: 12 in Size: 12(in) Line:6 Size: 12(in)—Size: 12(in) Line:2 Line:3 Size: 12(in) Size: 12 Si%e: 12(in) 15.0 12.0 9.0 0 100 200 300 400 500 600 700 800 900 1000 Reach (ft) "iT-1Qorth�sTm Elev. (ft) 24.0 21.0 ROAD RApE Line: 1 H G L- Size: 12(in) SI.C, VERTI AL CURVE Line:4 Line:5 18.0 Line:3--Size: 12(in) —Size: 12 in) Line:6—Line:8 CL°W POINT) Line:2 Size: 12(in) Size: 12(in) Size: 12(iSize: 12(in) 15.0 12.0 9.0 0 100 200 300 400 500 600 700 800 900 Reach (ft) . arow%lorm�S wer Tmnvefflory'Tep" r 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 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 WQ pond outfall �ptl�sc 1 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 RT 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 RT 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 RT 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 RT 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 t 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. EX wQ P40 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 FIT 2.27 12 c 100.0 13.61 13.67 0.060 14.65' 15.00' 0.02 2 ' 4 STA 13+00 FIT 1.88 12 c 150.4 13.67 13.82 0.100 15.02' 15.38' 0.01 3 5 STA 10+00 FIT 1.59 12 c 300.0 13.82 14.11 0.097 15.39' 15.90' 0.01 4 6 STA 8+50 FIT 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 FIT 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 STCem EVE I, Project File: North6.stm I-D-F File: OAKES.IDF Total No.Lines: 12 Run Date: 12-01-1999 _7 NOTES: c=circular; e=elliptical; b=box; Return period= 25 Yrs.; 'Indicates surcharge condition. 7 r H� � owLiffe r r ■rr�y i� ydrau�icra ecComp ions 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) (fVs) (ft) (ft) N (ft) (ft) (ft) (ft) (sqft) (fVs) (ft) (ft) M (%) (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 - WATER QUALIT,( PoNb �— 1 4 2 v� x� 3 BASIN 2 S �y y Gehl�E'fArJCE �YST�.M x 00 Project file: south2.stm OF file: OAKESADF No. Lines: 4 12-01-1999 St m Sewer Profile PI le: south2.stm Elev. (ft) 23.0 20.0 RCIAC GRADE H CAL Line: 11 Line:'4 17.0 Size: 1 (in)_ Size: 12 (in)_ 14.0 11.0 8.0 0 10 20 30 40 50 60 70 80 90 100 Reach (ft) rrt m r� r ewerOr"ofile" Pi le: south2.stm Elev. (ft) 27.0 23.0 Rop,b aRAD[ N�L 19.0 Line: 2 Line: 3 Line: 1 Size: 12 (in) Size: 12 (in) Size: 12 (in) 15.0 - 11.0 7.0 0 25 50 75 100 125 150 175 200 Reach (ft) r r rr r rr r rr rr r� r r r r r r rr ■r rr rr Hy .,aflow Storm Sewer Inventory Rep t Page 1 Line Alignment Flow Data Physical Data Line ID No. Dnstr Line Defl 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 rr rr rr re rr rr rr rr rr rr r rr �■r rr �r rr r rr r■ Hyc. Aflow Hydraulic Grade Line Compi Ations 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) (fUs) (ft) (ft) N (ft) (ft) (ft) (ft) (sqft) (fUs) (ft) (ft) N N (ft) (K) (ft) Iao-yK 1 12 1.42 10.50 12.90 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., RR Critical depth assumed. Hydrafiow Summary Report Page 1 Line Line ID Flow Line Line Invert Invert qinHGL HGL Minor Dns No. rate size length EL Dn EL Up down up loss line (cfs) (in) (ft) (ft) (ft) (ft) (ft) (ft) No. loo-�R Ra D F_l, 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 STC(R EIIE T 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. �1 � 9 wl �"..r'�" 0w { i�� J 1 Y h�•: 9 yr" � x, .1 "G... .,.a. .4.k' L � P,.xaa' s. � .�� � :.f. dre„��, s�, '.�t #,. gym-_ '"�.�� fi. ,a ,�.:. >M:: �•�,a � 4'€ � S;n?T e•. ;..9�. e SV �"?� •$ �'•S. �:ov, ''�' �n�. �`,s Y ":�'''�3.�, L"? + „rv�,*�.�, ,�'�k' �r.�.• °.;"�, v �''.��.w.,', §°" 4' ,�., f��•� t Maw � ,aa '•fa"k - r n�, :.��aeea g �,.��taw�ksi�,a�,�,ty,��s�''.� " ,rW.. s�� :: *ad�,'a:S "4��� � ��� - a.�i �_ ��".'s �� � ��� xbs u ��•�� yyyy � K k`S � .3' t ^��,,"� �^ � `�� '�� sir» ��a,�•" 't ° 4 �� � _ e. �... �.�a . . "-tee" ��t .' � � �y.a ___ _ _. �..___ �, __,., 4 —�- � ��� � �,� "� ��.�. ��`� k � k. x.. �, ._ �� �;W • i �� �: �: � � b E' ��,�. F ' IDF CURVE FOR 25YR STORM EVENT ' Project: Oakesdale Phase 2 Hydraflow IDF Curve parametes >=oK DGgF-LOP!t,j�, I _p_ r- r-URVE5 IR Peak Rainfall Intensity; IR= (PR) OR) iWhere iR=aR (TC)bR K.-Sw orn 4.3-3 C19 moo) 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 3.40 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 .......:.:.:.: Io INPUT F-9 HYDRAFLtw PRo ZPERCI p l TPTCyRAm_ N IDF-CURVE.xls ' 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 E CaNSTRU`TED CHAAKEL WITH SHORT GRASS Slope 0.014000 ft/ft KC-SvJDM TABLE y•3.713 ' Left Side Slope 3.00 H:V Right Side Slope 3.00 H:V Bottom Width 6.00 ft 1 Discharge 1.42 cfs --fR SToRtm EVENT F-RoM C60\/E(A► r-F CAl C. L BASIL 2 H`(DRAFOnw (�RtN-LoVT� 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 \(F_Lz Ci-C^( < fps ' Velocity Head 0.04 ft USE GRASS LNeO CNAWJ cL Specific Enerc 0.18 ft kCSwDm 135o , TABLE 4.3•'7A Froude Numb 0.81 Flow Type Subcritical 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 0 Haestad Methods, Inc. 37 Brookside Road Waterbury, CT 06708 USA '203)755-1666 Page 1 of 1 ' BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS 'f CMP CULVERT' Tailwater Elevation:8 .3 feet EX15���G 4a Discharge Range:15 . to 50. Step of 1. [cfs] CAPACtT�( ' Overflow Elevation:17. feet Weir:NONE Upstream Velocity:l. feet/sec ' CULV NO. 1: 60 LF - 4811CMP @ 1.07% OUTLET: 9 .40 INLET: 10.0 4 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 1.81 ' 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. 00 2.51 12 .55 * 0.024 1.51 1.57 0.00 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 - zji.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 d vJ. S. FL. no loo FLOOD Q - 33.o cfs �RoPoSL-P 3l0' � cotlG• ' CIJL\IERZ CAPRC►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 @ -0.71% 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 0.00 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 .11 * 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 0.01 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 1.91 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 n W.S. EL . Q loo _YEAR FLOOD ^' 12• �(0 s►k c LF- CULv-R, , r R �LtiL\��215 OU L PRopo SED 51"-439" ARCH CMP BACKWATER PROGRAM FOR ROUND/ARCH CULVERTS G ULVF_RT CA PAC►T`( 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 PIPE NO. 1: 90 LF-57"X39"CMAP @-0.71% 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 2.88 12.28 * 0.024 1.07 0.00 0.00 1.07 2 .86 2 .88 1.51 16.00 2.93 12.33 * 0.024 1.09 0.00 0.00 1.09 2 .91 2 .93 1.55 17.00 2.95 12 .35 * 0.024 1.12 0.00 0.00 1.12 2 .92 2 .95 1.59 18 . 00 3 .00 12 .40 * 0.024 1.14 0.00 0.00 1.14 2 .97 3 .00 1.64 19.00 3 .01 12.41 * 0.024 1.16 0.00 0.00 1.11 3 .02 3 .01 1.68 ' 20.00 3 .06 12 .46 * 0.024 1.19 0.00 0.00 1.19 3 .02 3 .06 1.71 21.00 3 .12 12 .52 * 0.024 1.21 0.00 0.00 1.21 3 .07 3 .12 1.76 22 .00 3 .16 12 .56 * 0.024 1.23 0.00 0.00 1.23 3 .11 3 .16 1.80 ' 23 .00 3 .21 12 .61 * 0.024 1.25 0.00 0.00 1.25 3 .15 3 .21 1.84 24.00 3 .26 12 .66 * 0.024 1.27 0.00 0.00 1.27 3 .19 3 .26 1.88 25. 00 3 .30 12.70 * 0.024 1.29 0.00 0.00 1.29 3 .23 3 .30 1.91 26.00 3 .36 12 .76 * 0.024 1.31 0.00 0.00 1.31 3 .28 3 .36 1.95 ' 27 .00 3 .40 12 .80 * 0.024 1.33 0.00 0.00 1.33 3 .31 3 .40 1.99 28 .00 3 .44 12 .84 * 0.024 1.35 0.00 0.00 1.35 3 .35 3 .44 2 .03 29.00 3 .48 nl 12 .88 * 0.024 1.37 0.00 0.00 1.37 3 .38 3 .48 2 .06 ' 30.00 3 .53 -�1112 .93 * 0.024 1.39 0.00 0.01 1.39 3 .42 3 .53 2 .10 31.00 3 .57 12 .97 * 0.024 1.41 0.00 0.00 1.41 3 .45 3 .57 2 .14 32 .00 3 .20 12.60 0.024 1.74 0.00 0.00 1.74 3 .07 3 .20 2 .17 33 .00 3 .24 12.64 * 0.024 1.77 0.00 0.00 1.77 3 .10 3 .24 2.21 ' 34. 00 3 .29 12.69 * 0.024 1.79 0.00 0.00 1.79 3 .14 3 .29 2 .25 35 .00 3 .34 12.74 * 0.024 1.82 0.00 0.00 1.82 3 .18 3 .34 2 .28 36.00 3 .39 12 .79 * 0.024 1.84 0.00 0.00 1.84 3 .22 3 .39 2 .32 37.00 3 .45 12 .85 * 0.024 1.87 0.00 0.00 1.87 3 .27 3 .45 2 .36 38.00 3 .49 12 .89 * 0.024 1.89 0.00 0.00 1. 89 3 .30 3 .49 2 .39 39.00 3 .54 12 .94 * 0.024 1.92 0.00 0.00 1.92 3 .34 3 .54 2 .43 40.00 3 .58 12 .98 * 0.024 1.94 0.00 0.00 1.94 3 .37 3 .58 2 .46 ' 41.00 3 .62 13 .02 * 0.024 1.97 0.00 0.00 1.97 3 .40 3 .62 2.50 42.00 3 .67 13 .07 * 0.024 1.99 0.00 0.00 1.99 3 .44 3 .67 2 .54 43 .00 3 .71 13 .11 * 0.024 2.02 0.00 0.00 2 . 02 3 .47 3 .71 2 .57 44.00 3 .76 13 .16 * 0.024 2.04 0.00 0.00 2 .04 3 .51 3 .76 2 .61 ' 45.00 3 . 81 13 .21 * 0.024 2 .07 0.00 0.00 2 .07 3 .54 3 .81 2 .65 46.00 3 . 86 13 .26 * 0.024 2 .09 0.00 0.00 2 .09 3 .58 3 .86 2 .68 47.00 3 .90 13 .30 * 0.024 2 .12 0.00 0.00 2 .12 3 .61 3 .90 2 .72 ' 48.00 3 .95 13 .35 * 0.024 2.14 0.00 0.00 2 .14 3 .64 3 .95 2 .75 49 .00 4.00 13 .40 * 0.024 2 .16 0.00 0.00 2 .16 3 .68 4.00 2 .79 50.00 4.04 13 .44 * 0.024 2.19 0.00 0.00 2 .19 3 .71 4.04 2.83 EL , a� loo - -<rNP, FLooD 12. 90 c fS Abbreviated Surface Water Technical Information Report 95 % Submittal Appendix C City of Renton Surface Water Utility Comments for Oakesdale Avenue S.W. Extension - Phase 1B & 2 1 Presented to: ' City of Renton Planninouilding/Public Works Presented by: ' Kato & Warren, Inc. ' February, 2000 ' CITY OF RENTON PLANNING/BUILDING/PUBLIC WORKS ' MEMORANDUM DATE: 02/10/00 TO: Lin Wilson,Transportation Systems Division 1 FROM: Allen Quynn, Surface Water Utility Division SUBJECT: Review of Oakesdale Ave. SW Phase lb and 2 Technical ' Information Report(T.I.R.) and 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, 1B 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. ' • RESPONSE: Verified. See Appendix D. • 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\En.-r\drainage\ALLEN-RES PONSE.doc\pc Abbreviated Surface Water Technical Information Report 95 % Submittal Appendix D ' Compensatory Storage Calculations for Oakesdale Avenue S.W. Extension - Phase 1B & 2 1 ' Presented to: City of Renton Planninouilding/Public Works Presented by: Kato & Warren, Inc. February, 2000 Oakesdale Phase 1B&2 - 95%Submittal Road Construction Wetland Mitigation Net Result Fill Volume Cut Volume Note a ELEV. Incremental Fill Cumulative Fill ELEV. Area Cut Incremental Cut Cumulative Cut Net Incremental Cut Net Cumulative Cut A (C.Y.) (C.Y.) (ft) (S.F.) (C.Y.) (C.Y.) (C.Y.) (C.Y.) Note a Noted Note f Note Note h Note b Note c 15.6 8564 15.6 58240 11002 2438 2497 2261 -237 14.6 6067 14.6 63830 8741 2674 1915 2394 479 13.6 4151 13.6 65440 6347 2196 1759 2649 890 12.6 2393 12.6 77600 3698 1305 1535 2305 770 11.6 858 11.6 46890 1393 535 826 1099 273 10.6 32 10.6 12470 294 262 32 294 262 9.6 0 9.9 10180 Note: a) Conservatively,cut volume above proposed Basin 2 water quality wetpond was not computed. b) A negative net incremental cut at stage 14.6 to 15.6 is acceptable due to over-excavation at lower stages. c) Net cumulative cut volume at each stage show compliance with compensatory storage regulations. d) Values from attached earthwork calculation by Softdesk Software. e) Computed from"Cumulative Fill"column. f) Values from ACAD. g) Computed via average end area method from"Area Cut"column. h) 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-cicAs EL. 15.60 EL. 14.60 EL. 13.60 EL. 12.60 AREAS VOLUMES CUMULATIVE VOLUMES AREAS VOLUMES CU.VULA77VE VOLUMES AREAS VOLUMES CUMULATIVE VOLUMES AREAS VOLUMES CUMULATIVE VOLUMES Square Feet Cubic Yards Cubic Yards S uare Feet Cubic Yards Cubic Yards I S uare Feet Cubic Yards Cubic Yards STATION S uare Feet Cubic Yards Cubic Yards STATION Cam, F� STA77ON L, �,I� STAT/ON CUT FILL CUT FILL CUT FILL CUT FILL CUT F/LL CUT FILL CUT FILL CUT FILL ' CUT FILL CUT FdL 3+00 298.99 0.00 3+00 t51.36 0.00 3+00 225.17 0.00 571.19 0.00 571.79 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 3+50 96.77 322.15 0.00 620.15 0.00 459.4E 0.00 894.0E 0.00 4+00 326.64 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 0.00 184.85 0.00 281.67 3.00 4+00 177.4E 0.00 4+00 252.05 0.00 277.58 0.55 1445.54 0.55 4+00 102.88 0.00 128.17 24.99 748.2E 24.99 199.82 10.51 1093.88 10.51 4+29 190.48 1.03 61.27 42.70 342.94 45.70 4+29 61.30 46.43 4+29 120.29 19.53 6.51 0.08 7452.05 0.63 4+29 11.33 79.3E 0.37 2.93 1 343.31 48.63 1 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 11.26 4+30 161.64 3.04 4+30 8.78 78.40 23.00 66.51 773.36 93.21 48.25 35.14 1146.26 46.39 77.69 7.95 1529.74 8.58 3.25 103.38 346.56 152.01 4+50 10.22 133.51 4+50 27.93 Z. 4+50 48.88 18.39 4+50 0.00 200.17 12.50 347.26 785.85 440.47 37.94 228.82 1184.20 275.22 68.41 115.3E 1598.1E 123.95 0.00 478.29 346.5E 630.30 5+00 3.35 241.20 5+00 13.29 172.57 5+50 35.46 107.78 5+00 0.00 316.03 7.21 444.38 793.0E 884.85 27.89 319.44 1212.09 594.6E 52.35 198.28 1650.51 322.23 0.00 582.09 346.56 1212.39 5+50 4.48 238.3E 5+50 17.02 172.13 6+00 31.4E 107.7E 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 14.1E 409.22 828.77 2136.00 52.34 302.75 1344.91 1507.11 7+00 54.45 118.47 0.00 539.02 346.5E 2861.61 7+00 8.21 227.89 7+00 30.31 172.17 705.68 189.22 1997.17 1096.1E 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 0.00 514.01 346.5E 3375.63 7+50 9.0E 190.89 7+50 33.10 137.61 713.7E 152.9E 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 0.00 467.7E 346.5E 3843.39 8+00 9.79 180.32 8+00 35.73 129.0E 123.15 145.32 2234.08 1394.44 8+00 0.00 247.19 18.5E 328.84 880.95 3194.93 69.37 235.67 1537.33 2275.45 8+50 69.25 78.05 0.00 452.25 346.5E 4295.64 8+50 10.1E 175.60 8+50 38.85 126.05 131.31 144.70 2365.39 1539.15 ' 8+50 0.00 242.05 19.08 323.0E 900.03 3517.99 73.44 232.29 1610.77 2507.75 9+00 71.94 78.62 0.00 446.01 346.5E 4741.65 9+00 10.3E 174.09 9+00 40.72 125.42 136.55 130.61 2501.93 1669.7E 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 52.82 O.OD 429.04 346.5E 5170.69 9+50 10.5E 157.1E 9+50 41.2E 108.79 148.85 101.50 2650.78 1771.2E 9+50 0.00 223.71 20.74 268.57 940.23 4092.5E 81.21 182.06 1767.67 2906.14 10+00 85.19 47.15 0.00 391.1E 346.5E 5561.84 10+00 11.74 133.6E 10+00 46.08 88.39 156.75 86.33 2807.53 1857.59 10+00 0.00 199.54 21.73 252.17 961.9E 4344.74 84.42 165.54 1852.09 3071.68 10+50 83.39 46.39 0.00 376.04 346.5E 5937.89 10+50 11.63 139.41 10+50 44.71 90.91 159.00 103.22 2966.53 1960.81 10+50 0.00 207.34 22.73 275.19 984.69 4619.93 89.82 187.32 2028.80 3445.05 11+00 88.33 65.08 0.00 402.42 346.5E 6340.31 71+00 12.92 157.80 11+00 49.14 110.03 163.69 101.98 3130.21 2062.79 11+00 0.00 227.27 23.17 278.9E 1007.8E 4898.89 89.82 187.32 2028.80 3445.05 11+50 88.46 45.0E 0.00 410.75 346.5E 6751.0E 11+50 12.11 143.48 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 0.00 408.18 346.5E 7159.24 12+00 11.38 148.60 12+00 45.19 93.11 164.48 102.47 3456.60 2246.90 12+00 0.00 224.50 0.00 439.43 346.5E 7598.67 12+50 12.22 172.9E 12+50 48.44 117.81 21.86 297.74 1051.47 5467.07 86.69 195.30 2201.65 3812.00 12+50 91.25 67.55 182.82 101.8E 3639.42 2348.7E 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 42.4E 0.00 422.2E 346.5E 8020.93 13+00 27.23 143.83 13+00 65.42 91.8E 13+00 0.00 205.9E 72.08 197.0E 1160.08 5957.4E 148.88 108.34 2455.9E 4114.47 13+50 159.72 0.89 246.22 40.14 3885.64 2388.90 ' 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 0.47 4.60 358.67 8326.79 13+51 52.43 74.54 73+51 103.21 28.03 1.91 2.66 1161.99 5960.12 3.68 0.98 2459.64 4115.46 13+51 176.62 1.15 244.73 0.68 4136.60 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+83 236.37 000 20.45 115.57 379.12 . 8442.35 13+83 65.74 17.07 13+83 144.12 1.60 8.44 0.00 4745.04 2389.62 13+83 21.71 65.66 0.81 2.44 379.93 8444.79 13+84 64.38 20.34 8.6 0..1 1273.09 6015.10 13+84 133.64 1.87 5.9 0.0E 2611.35 4139.58 I 13+84 193.72 3.00 75 13+84 21.99 65.6E 38.6E 21.17 1273.09 6036.27 75.90 6.50 2687.25 4139.58122.44 1.11 4267.48 2390.73 14.31 48.73 394.24 8493.52 14+00 66.11 51.12 14+00 122.53 20.06 rl4+00 193.72 3.7514+00 26.32 98.82 100.23 30.30 1373.32 6066.57 185.24 11.89 2872.49 4151.46 279.00 2.22 4546.48 2392.95 36.32 69.80 430.56 8563.32 14+32 103.04 0.00 14+32 190.06 0.00 4+32 20.009 0.0014+32 34.97 18.9E 1.91 0.00 1375.23 6066.57 3.52 0.00 2876.01 4151.4E 4+33 0.00 0.00 5.13 0.00 4551.61 2392.95 0.65 0.35 431.21 8563.67 14+33 0.00 0.00 14+33 0.00 000 14+33 0.00 000 0.00 0.00 1375.23 6066.57 4+500.00 0.00 .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 4151.4E 5+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 0.00 431.21 8563.67 0.00 0.00 1375.23 6066.57 0.00 0.00 2876.01 4151.4E Note (a) Note (a) Note (a) Note (a) Note (b) Note (b) Note (b) Note (b) EL. 1 1 .60 EL. 10.60 EL. 9.60 AREAS VOLUMES CUMULATIVE VOLUMES AREAS VOLUMES CUMULATIVE VOLUMES AREAS VOLUMES CUMULATIVE VOLUMES S uare Feet Cubic Yards Cubic Yards S are Feet Cubic Yards Cubic Yards STATION STATION STAT/ON S uare Feet Cubic Yards Cubic Yards CUT FILL CUT FILL CUT FILL3+00 520.45 0.00 CUT FILL CUT FILL CUT Fly MUTE: CUT FILL CUT FILL CUT F/LL 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 3+50 465.30 0.00 1008.70 0.00 7989.68 0.00 o Cumulative road construction fill volume at stage shown. 707.79 0.00 707.79 0.00 871.39 0.00 1715.77 0.00 4+00 550.39 0.00 g 3+50 391.59 0.00 4+00 475.81 0.00 541.18 0.00 2530.8E 0.00 b Cut volumes are to be neglected due to computational methodology. 734,08 0.00 7441.87 0.00 453.13 0.00 2768.97 0.00 4+29 457.28 0.00 9 P 9Y• 4+29 401.72 0.00 365.08 0.00 1806.95 0.00 4+30 310.74 0.00 12.56 0.00 2181.47 0.00 4+30 386.81 0.00 39.7 0.00 2786.22 0.00 4+29 278.72 0.00 a+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+50 184.29 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+00 155.0E 0.00 4+50 107.39 0.00 5+00 76.4E 0.00 291.05 0.00 3462.00 0.00 135.63 38.77 2078.51 38.77 145.41 0.03 2750.71 0.03 5+50 160.06 0.00 5+00 39.72 41.85 5+50 81.29 0.03 305.97 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 6+00 92.59 0.01 329.90 0.00 4097.87 0.00 99.35 84.95 2258.57 204.72 184.40 0.01 3095.32 0.08 6+50 183.99 0.00 6+50 69.89 42.63 6+00 105.72 0.00 347.76 0.00 4774.01 0.00 120.8E 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 17.03 347.7E 0.00 4774.01 0.00 140.03 101.08 2519.4E 387.79 219.72 15.75 3514.43 31.59 7+50 204.89 0.00 7+50 87.14 36.97 156.04 95.83 2675.50 483.62 7+00 138.32 0.00 247.14 0.00 3761.57 31.59 410.34 0.00 5574.67 0.00 7+50 87.14 36.97 8+00 138.32 0.00 8+00 215.5E 0.00 410.34 0.00 5574.67 0.00 167.16 63.20 2842.66 546.82 266.16 0.00 4027.72 31.59 8+50 226.44 0.00 8+00 92.57 31.47 8+50 148.02 0.00 423.08 0.00 5997.7E 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+00 101.37 31.42 9+50 171.30 0.00 492.02 0.00 6935.56 0.00 192.34 60.25 3215.44 665.53 299.1E 0.00 4604.4E 31.59 9+50 250.93 0.00 9+00 105.37 33.42 9+50 171.30 0.00 492.02 0.00 6935.5E 0.00 201.19 48.65 3416.62 714.18 343.79 0.00 4948.25 31.59 10+00 279.16 0.00 9+SO 110.97 19.29 10+00 198.78 0.00 525.52 0.00 7461.08 0.00 223.97 28.41 3640.59 742.59 373.81 0.00 5322.0E 31.59 10+50 287.0E 0.00 10+00 129.92 11.51 10+50 203.70 0.00 521.07 0.00 7982.14 0.00 237.64 15.53 3878.23 758.12 365.9E 0.00 5688.03 31.59 11+00 275.69 0.00 10+50 125.68 5.34 11+00 191.54 0.00 539.41 0.00 8521.55 0.00 ' 237.13 26.2E 4175.3E 784.38 380.17 0.00 6068.19 31.59 11+50 306.87 0.00 11+00 130.41 23.03 11+50 219.04 0.00 578.89 0.00 9100.45 0.00 245.58 24.6E 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 4612.64 814.27 404.55 0.00 68B5.42 31.59 12+50 303.55 0.00 12+00 137.01 2.05 12+50 210.2E 0.00 590.62 0.00 10266.88 0.00 254.67 21.40 4867.31 835.67 420.72 0.00 7306.14 31.59 13+00 334.32 0.00 12+50 138.04 21.0E 13+00 244.12 0.00 702.75 0.00 P12462.82 0.00 271.77 20.93 5139.07 856.60 537.19 0.00 7843.33 31.59 13+50 424.6E 0.00 ' 13+00 155.47 1.54 13+50 336.05 0.00 16.82 0.00 0.00 373.0E 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 0.00 593.6E 0.00 0.00 9.73 0.00 5521.87 858.03 477.09 0.00 8333.70 31.59 13+83 517.93 0.00 13+51 278.ta 0.00 13+83 a2a.08 0.00 18.53 0.00 0.00 360.51 0.00 5882.38 858.03 15.17 0.00 8348.87 31.59 13+84 482.68 0.00 13+83 330.23 0.00 13+84 394.9E 0.00 277.10 0.00 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+84 307.23 0.00 14+00 365.00 0.00 587.08 0.00 0.00 173.25 0.00 6067.43 858.03 483.65 0.00 9057.68 31.59 14+32 538.18 0.0014+00 277.49 0.00 74+32 451.15 0.00 . 0.00 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+32 364.12 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 6454.39 858.03 0.00 0.00 9066.04 31.59 15+00 0.00 0.00 14+00 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 ' 15+00 0.00 0.00 0.00 0.00 6454.39 858.03 Note (a) Note (a) Note (a) Note (b) Note (b) Nnte (hl j I; City of Renton �. Wetland C' - - - - Ia " Phase 1 - - I i iV L Created We (typ.) i ly ' PRIVATE 1� � I ,a I DEVELOPMENT � I BCEING iH 0 I - - - OFFICE PARK ly, I Excess Enhanced Wetland from � I< I Phase 1. Assigned to Phase 2 U iL Mitigation. (typ.) Y �� Ix Io City of Renton m _ , I11 1 Wetland 'D' Z' ' — SW 27TH ST. .III ,i✓ - - I City of Renton Welland 'E �✓ - Boeing I Proposed Phase 11 -South Marsh' - I - - - - - Wetland Enhancement Area _ - ".`1 Phone !t'Impoct Area .l I.Q5 Acres_ City of Renton 1 City of Renton ; City of Renton Wetland '12-b' i Wetland 'F��j i Wetland '11' -I -� - - - - ;1ZZZ - - - - - Zj - - - - City of Renton I 1 Ookesdole Avenue " Wetland 'G' I Phase It Project Area 'ZZZIZZ Proposed Phase It 'zzzzz t� Welland Creation Ste - _ _ - - - _ _ 7.6 ticres - ! _ lilt 1ZZ'Z'ZZ', ? Existing Oakes Ave. f ,,,,,,;,Z, �II/ Y Terminus i ......::� 1 LEGEND l" aExisting Wetlands -% Phase 11 Proposed Enhanced Wetland y Phase 11 Impacted Wetlands Phase I Created Wetland ZZ: Phase 11 Proposed Created Wetland Phase 1 Enhanced Wetland City of Renton Oakesdole Avenue SW Extension Project Wetland Relationships Figure M 6 jLij 1+00 2+00 �\ — 5+00 6+00 OPEN WATER 12 1 POOL AREA WETLAND R4TORATI AREA .r /14 10 WETL/�IVD—BUFFER AREA WETLAND RESTORATION AREA � 12 / _(1st. --- _ r 1 _ 11 `. (10) — Li _ _ r---�— _- - ' z z_ J U 7+00 8+00 9+00 10+00 11+00 r (10) (10) (12113) ) (12) ( 10 12 (13) / t3 12 _ t3 (14) (14) WETLAND RESTORATION AREA -.w WETLAND BUFFER AREA ( -- 13) -- ' (12)(13) ((14) (13)14) (13)0 2L11� (12)(11� )11) (10) 11)(12) 10)(9) 10 OAKESDALE AVENUE SW EXTENSION - PHASE 1B AND 2 KATO& 2003 Western Avenue FIGURE 4 Place WARREN,Sea ttle,ket WA 981210ne 20 0 20 40 INC ORPORATED (206)448-4200 Compensatory Storage Volume Calculation Plan ' 1 1 + 00 5+ 50 12 12 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 1 0+ 5 0 5+ 00 12 12 ' 16 16 8 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 —� 00 F NEXISTING S INGRADE E 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 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 9 + 5 0 12 --- 12 4 + 00 4 4 16 -------T 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 8 + 5 0 - EXISTING GRADE 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 FINISH GRADE 3 + 0 0 EXISTING GRADE 12 l/ 12 FINISH GRADE 4 4 16 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 8 �� 86 ' 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 8 + O 0 —— 2 + 50 12 12 — — 4 4 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 18 l -T' 6 7 + 50 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 12 12 2 + 00 4 4 16 16 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 7 + 00 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 12 — 12 1 + 50 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 ` 8 6 + 5 0 FINISH GRADE 0 20 40 60 80 100 120 140 160 180 200 220 240 260 280 300 12 — 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 8 8 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 18 AND 2 ' KA'I'O& 2003 Western Avenue FIGURE 5 555 Place WARREN,Seattle,ket WA 98121 One COMPENSATORY STORAGE VOLUME INCORPORATED 19(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 (sqft) 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 110021 2 10999 11+50 0 0 Cumulative total wetland mitigation cut volume @ stage 15.60 Page 1