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PRELIMINARY Technical Information Report Dalpay Short Plat Renton, Washington Our Job No. 17884 17884.001.doc TABLE OF CONTENTS 1.0 PROJECT OVERVIEW Figure 1 – Technical Information Report (TIR) Worksheet Figure 2 – Site Location Figure 3 – Drainage Basins, Subbasins, and Site Characteristics Figure 4 – Soils 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Core Requirements 2.2 Analysis of the Special Requirements 3.0 OFF-SITE ANALYSIS 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology B. Developed Site Hydrology C. Performance Standards D. Flow Control System E. Water Quality System 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN 6.0 SPECIAL REPORTS AND STUDIES 6.1 Geotechnical Engineering Study for Dalpay Short Plat prepared by Earth Solutions NW, LLC dated December 13, 2015 6.2 Geotechnical Addendum for Dalpay Short Plat prepared by Earth Solutions NW, LLC dated February 13, 2017. 6.3 Response to Review Comments for Dalpay Short Plat prepared by Earth Solutions NW, LLC dated February 21, 2018 7.0 OTHER PERMITS 8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN A. Erosion and Sediment Control (ESC) Plan Analysis and Design B. Stormwater Pollution Prevention Plan 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT 10.0 OPERATIONS AND MAINTENANCE MANUAL Tab 1.0 17884.001.doc 1.0 PROJECT OVERVIEW The proposed Dalpay Short Plat is located at the intersection of N.E. 19th Street and Redmond Place N.E., in the City of Renton, King County, Washington. It is also situated within Section 4, Township 23 North, Range 5 East, Willamette Meridian. Please see Figure 2 – Vicinity Map for a more accurate depiction of the location of the site. The subject property has slopes ranging from approximately 2 to 40 percent. The northwest and southeast corners of the site are relatively flat. The remainder of the site topography consists of a "ravine" with steeper slopes down to a stream. The stream and slope are contained within an existing Native Growth Protection Easement (NGPE). On-site soils are Alderwood, which are considered to be "till" type soils and are generally not conducive to infiltration. With the exception of Lot 1, the entire site is covered with trees and brush. There are no existing structures on the site. The project consists of one parcel, containing a total area of approximately 1.66 acres. The proposal with this preliminary short plat is to create 4 single-family lots with associated roadways, utilities, and stormwater facilities. Lot 1 will gain access from Redmond Place N.E., while Lots 2- 4 will gain access from Redmond Court N.E. A private access tract will be constructed for the access to Lots 2-4, per City of Renton standards. The project will provide one drainage facility for the developed area at the southeast portion of the site (Lots 2-4). This facility will consist of a detention vault followed by a Stormfilter and will be located under the proposed Private Access Tract (PAT). An 8-inch-diameter HDPE pipe is proposed to be installed to convey stormwater discharge to the natural discharge location, which is the stream located on site. This storm pipe will be installed underground and where possible it will be installed on the surface of the ground to minimize the disturbance within the existing NGPE area. The developed portion of the site located in the northwest corner of the site (Lot 1) does not require any detention or water quality. The runoff from this lot has already been accounted for with the drainage facilities that were designed and constructed with the original Dalpay Short Plat that was constructed about 10 years ago. The drainage report and Level 1 Off-Site Drainage Analysis for the original short plat are located in Section 3.0 of this report. Figure 1 Technical Information Report (TIR) Worksheet KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2009 Surface Water Design Manual 1/1/09 1 17884.002.doc Part 1 PROJECT OWNER AND PROJECT ENGINEER Part 2 PROJECT LOCATION AND DESCRIPTION Project Owner Dalpay Properties LLC Phone (206) 399-6302 Address P.O. Box 2436 Renton, WA 98056 Project Engineer Don E. Dawes, P.E. Company Barghausen Consulting Engineers , Inc. Phone (425) 251-6222 Project Name Dalpay Short Plat DDES Permit # Location Township 23N Range 5E Section 4 Site Address 18XX Redmond Place N.E. Part 3 TYPE OF PERMIT APPLICATION Part 4 OTHER REVIEWS AND PERMITS Landuse Services Subdivision / Short Subd. / UPD Building Services M/F / Commercial / SFR Clearing and Grading Right-of-Way Use Other DFW HPA COE 404 DOE Dam Safety FEMA Floodplain COE Wetlands Other Shoreline Management Structural Rockery/Vault/ ESA Section 7 Part 5 PLAN AND REPORT INFORMATION Technical Information Report Type of Drainage Review Full / Targeted / (circle): Large Site Date (include revision 4-25-18 dates): Date of Final: Site Improvement Plan (Engr. Plans) Type (circle one): Full / Modified / Small Site Date (include revision 4-25-18 dates): Date of Final: Part 6 ADJUSTMENT APPROVALS Type (circle one): Standard / Complex / Preapplication / Experimental / Blanket Description: (include conditions in TIR Section 2) N/A Date of Approval: KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2009 Surface Water Design Manual 1/1/09 2 17884.002.doc Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes / No Start Date: Completion Date: Describe: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan : City of Renton Special District Overlays: Drainage Basin: Honey Creek Stormwater Requirements: Part 9 ONSITE AND ADJACENT SENSITIVE AREAS River/Stream Lake Wetlands Closed Depression Floodplain Other Steep Slope Erosion Hazard Landslide Hazard Coal Mine Hazard Seismic Hazard Habitat Protection Part 10 SOILS Soil Type Slopes Erosion Potential AgC (Alderwood) 8-15% Moderate AgD (Alderwood) 15-30% Moderate High Groundwater Table (within 5 feet) Sole Source Aquifer Other Seeps/Springs Additional Sheets Attached KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2009 Surface Water Design Manual 1/1/09 3 17884.002.doc Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION / SITE CONSTRAINT Core 2 – Offsite Analysis Sensitive/Critical Areas SEPA Other Additional Sheets Attached Part 12 TIR SUMMARY SHEET (provide one TIR Summary Sheet per Threshold Discharge Area) Threshold Discharge Area: (name or description) Core Requirements (all 8 apply) Discharge at Natural Location Number of Natural Discharge Locations: 1 Offsite Analysis Level: 1 / 2 / 3 dated: 12/3/03 (Cramer NW, Inc.) Flow Control Level: 1 / 2 / 3 or Exemption Number (incl. facility summary sheet) Small Site BMPs Conveyance System Spill containment located at: Detention Vault Erosion and Sediment Control ESC Site Supervisor: TBD Contact Phone: After Hours Phone: Maintenance and Operation Responsibility: Private / Public If Private, Maintenance Log Required: Yes / No Financial Guarantees and Provided: Yes / No Liability Water Quality Type: Basic / Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. Landscape Management Plan: Yes / No Special Requirements (as applicable) Area Specific Drainage Type: CDA / SDO / MDP / BP / LMP / Shared Fac. / None Requirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption / None 100-year Base Blood Elevation (or range): Datum: Flood Protection Facilities Describe: Source Control Describe landuse: (comm./industrial landuse) Describe any structural controls: KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET 2009 Surface Water Design Manual 1/1/09 4 17884.002.doc Oil Control High-use Site: Yes / No Treatment BMP: Maintenance Agreement: Yes / No with whom? Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION Clearing Limits Cover Measures Perimeter Protection Traffic Area Stabilization Sediment Retention Surface Water Control Dewatering Control Dust Control Flow Control MINIMUM ESC REQUIREMENTS AFTER CONSTRUCTION Stabilize Exposed Surfaces Remove and Restore Temporary ESC Facilities Clean and Remove All Silt and Debris Ensure Operation of Permanent Facilities Flag Limits of SAO and open space preservation areas Other Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facility Summary and Sketch) Flow Control Type/Description Water Quality Type/Description Detention Infiltration Regional Facility Shared Facility Flow Control BMPs Other vault Biofiltration Wetpool Media Filtration Oil Control Spill Control Flow Control BMPs Other Stormfilter Figure 2 Site Location Figure 3 Drainage Basins, Subbasins, and Site Characteristics Figure 4 Soils Tab 2.0 17884.001.doc 2.0 CONDITIONS AND REQUIREMENTS SUMMARY 2.1 Analysis of the Core Requirements Core Requirement No. 1: Discharge at the Natural Location. Response: All runoff from the developed site will be discharged to the on-site stream, which if the natural discharge location. Core Requirement No. 2: Off-Site Analysis. Response: The Level 1 Off-Site Drainage Analysis is provided in Section 3.0 of this report. Core Requirement No. 3: Flow Control. Response: The project will provide a detention vault under the Private Access Tract (PAT) located in the southeast corner of the site near Lots 2-4. Flow control facilities for Lot 1 are provided by the original Dalpay Short Plat located just to the north of Lot 1. Detention facilities will meet Level 2 flow control requirements, as required by City of Renton. Core Requirement No. 4: Conveyance System. Response: The site development stormwater conveyance is comprised of a series of catch basins and stormwater pipe network, which will convey the runoff to the detention vault located in the Private Access Tract. The sizing of this conveyance network is based on the Rational Method delineated in the 2017 City of Renton Surface Water Design Manual (RSWDM) and sized to adequately convey the anticipated stormwater discharge based on the stormwater runoff developed from a 25-year storm event. Conveyance calculations will be provided with the final engineering plans and TIR. Core Requirement No. 5: Erosion and Sediment Control. Response: Temporary erosion and sedimentation control plans will be included in the site development documents prepared for this project that meet the requirements of the City of Renton. These drawings will indicate the clearing limits, temporary and permanent erosion control measures, perimeter/off-site protection (silt fence) along the downstream edge of the site, construction traffic stabilization (rock construction entrance), and other pertinent temporary erosion and sediment control measures. Core Requirement No. 6: Maintenance and Operations. Response: In accordance with the City of Renton and the 2017 RSWDM, the stormwater facilities will be privately owned and maintained. An Operation and Maintenance Manual will be provided with the final construction plans and TIR. Core Requirement No. 7: Financial Guarantees and Liability. Response: Financial guarantees will be sufficiently instituted to cover the cost of correcting, if necessary, incomplete or substandard drainage facility construction work and to warrant for 1 year the satisfactory performance of the newly constructed drainage facilities or any facility that will be assumed by the City of Renton for maintenance operation. 17884.001.doc Core Requirement No. 8: Water Quality. Response: As dictated by the 2017 RSWDM, the Basic Water Quality Protection Menu must be followed for this project. This project is proposing to meet the stormwater requirement by installing a Stormfilter just downstream of the detention vault. Sizing calculations for this treatment facility will be provided with the final construction plans and TIR. Core Requirement No. 9: On-Site BMPs. Response: None of the required small-site BMPs are feasible on these lots due to soil conditions and proximity to steep slope hazard areas, landslide hazard, and erosion hazard areas. 2.2 Analysis of the Special Requirements Special Requirement No. 1: Other Adopted Area-Specific Requirements. Response: There is no known adopted area-specific requirements for this short plat. Special Requirement No. 2: Flood Hazard Area Delineation. Response: The project is not located within a floodplain or floodway. Special Requirement No. 3: Flood Protection Facilities. Response: No flood protection facilities are proposed or will be modified. Special Requirement No. 4: Source Control. Response: There are no known source controls required with this development. Special Requirement No. 5: Oil Control. Response: This project is not considered a high-use site; therefore, special oil controls are not required for this development. Tab 3.0 17884.001 3.0 OFF-SITE ANALYSIS Please refer to the enclosed Level 1 Downstream Drainage Analysis that is included within the Storm Drainage Report prepared by Cramer Northwest Inc. dated December 3, 2003. CramerNorthwestInc.SurveyorsPlannersEngineersSTORMDRAINAGEREPORTAV.If•.fl’,I3LL•••‘‘—‘‘.‘--‘.\L,FORJIMDALPAY4033NESUNSETBLVD,STE3RENTON,WA98059December3,2003ecfl5tcl.iCN.I.JOBNO.2003-161PreparedbyLarryS.Krueger,RE.Phone:253.852.4880Tollfree:800.251,0189VisitCramerNorthwestonthewebathttp:t/wwv.cramemw.com.I9OFDALPAYSHORTPLATNE19THSTREETRENTON,WA94%N.CentralAveSuitei04Kent,WA98032Fax:253.852.4955 TABLEOFCONTENTSI.PROJECTOVERVIEWII.CONDITIONSANDREQUIREMENTSSUMMARYIII.OFFSITEANALYSISIV.RETENTIONIDETENTIONANALYSISANDDESIGNV.CONVEYANCESYSTEMANALYSISANDDESIGNVI.SPECIALREPORTSANDSTUDIESVII.BASINANDCOMMUNITYPLANSVIII.OTHERPERMITSIX.EROSION/SEDIMENTATIONCONTROLDESIGNX.BONDQUANTITIES,FACILITYSUMMARIESANDDECLARATIONOFCOVENANTXI.OPERATIONSANDMAINTENANCEMANUALAPPENDIXAOFFSITEANALYSISREPORTAPPENDIXBCONVEYANCESYSTEMCALCULATIONS I.PROJECTOVERVIEWExistingConditions:ThisprojectissoutheastoftheintersectionofNEgthStreetandRedmondAveNE.ItliesalongthesouthsideofNE19thStreet.Theparcel#is042305-9032.Thesiteisapproximately2.5acres.Thenorthernportionofthesiteconsistsofmostlyofgrassandscotchbroom.ThereisalargedetentionvaultlocatedinthenortheastportionoftheprojectthatwasdesignedtodetainthestormwaterfromthissiteandtheDalpayEstatesprojectnorthwestofthisproject.Thesouthernportionoftheprojectiscompletelyforestedwithmostlyevergreensandhasaravinethatrunsthroughit.Theexistingdrainagetendstosheetflowtowardstheravine,whereitbecomesasmallstreamthatflowstowardNESunsetBoulevard.ThesmallstreamthenjoinsanotherstreamthatparallelsNESunsetBoulevard.Thesite’ssoilisanAlderwoodGravellySandyLoam(AgC)andisconsideredaTypeCsoil.ProposedConditions:Theprojectproposestosubdividethesiteintofiveresidentialtots.AccesstothelotswillbeprovidedviaaprivatestreetoffofNE19thStreetatthenortheastcornerofthesite.Roofrunoffwillbeconveyedthroughperforatedstuboutspriortoitsconnectiontotheproposedroaddrainagesystem.Roadrunofffromtheprivatestreetwillbecollectedincatchbasinsandconveyedinstormpipestotheexistingdetentionvault.Alldrainagefacilitieshavebeendesignedperthe1990KingCountySurfaceWaterDesignManualasadoptedbytheCityofRenton.II.CONDITIONSANDREQUIREMENTSSUMMARYPreliminaryconditionshavebeenprovided.ThecorerequirementsoftheKingCountySurfaceWaterDesignManual(KCSWDM)wiltbeprovidedasfollows:CoreRequirement#1,DischargeattheNaturalLocation:Thenaturaldischargelocationforthissiteisintoaravinelocatedinthemiddleoftheproperty.Runoffwiltbeconveyedtoanexistingdetentionvaultlocatedinthenortheastportionofthepropertypriortobeingreleasedtotheravine. V.CONVEYANCESYSTEMANALYSISANDDESIGNConveyancecalculationsfortheptoposedtoaddrainagesystemareprovidedinAppendixB.VI.SPECIALREPORTSANDSTUDIESAGeotechnicalReportpreparedbyDennisJewelhasbeenpreparedforthisproject.ADrainageReportwaspreparedbyDickStuthfortheDalpayEstatesprojecttothenorthwestofthisproject.VII.BASINANDCOMMUNITYPLANSThissiteislocatedintheMayCreekBasinPlan.Nocommunityplansareknowntoexist.VIII.OTHERPERMITSNootherpermitsareknowntoberequiredatthistime.IX.EROSIONISEDIMENTATIONCONTROLDESIGNAnerosionandsedimentationcontrolplanhasbeenprovidedforthisproject.Someoftheelementstobeprovidedareaconstructionentrance,siltfence,inletprotectionandseeding.PerAppendixDoftheKCSWDM,siltfencecanbetheprimarytreatmentiftheflowpathis200feetwithaslopeof16.7%orless.Theflowpathoftheclearinglimitsisabout200’withanaverageslopeof5%,thussatisfyingthecriteria.X.BONDQUANTITIES,FACILITYSUMMARIESANDDECLARATIONOFCOVENANTThisinformationwillbeprovidedpriortopermitissuanceifrequested.XI.MAINTENANCEANDOPERATIONSMANUALAmaintenanceandoperationsmanualwillbeprovidedpriortopermitissuanceifrequested. CoreRequirement#2,OffsiteAnalysis:AnoffsiteanalysisisprovidedinAppendixA.CoreRequirement#3,RunoffControl:Flowcontrolisprovidedviaanexistingdetentionvaultlocatedinthenortheastportionoftheproperty.Aflowcontrolstructurereleasestherunoffattheappropriateratestotheravinementionedbefore.ThedetentionvaultandflowcontrolstructurewasdesignedaspartoftheDalpayEstatesprojectlocatednorthwestofthisproject.Thevaultandcontrolstructurewasdesignedtoaccommodatethisprojectalso.CoreRequirement#4,ConveyanceSystem:Theconveyancesystemwillconsistofcatchbasinsandstormpipes.Roofrunoffwiltbeconveyedthroughperforatedstuboutspriortobeingconnectedtotheroaddrainagesystem.Thestormsystemwillconveytherunofftotheupstreamendoftheexistingdetentionvault.ConveyancecalculationsfortheproposedroaddrainagesystemareprovidedinAppendixB.CoreRequirement#5,ErosionlSedimentationControl:Anerosionandsedimentationcontrolplanhasbeendesignedforthisproject.Someoftheelementstobeprovidedareaconstructionentrance,siltfence,inletprotectionandseeding.CoreRequirement#6,MaintenanceandOperations:Amaintenanceandoperationsmanualwillbeprovidedpriortopermitissuance.CoreRequirement#7,FinancialGuaranteesandLiability:Theownerwillprovidethisinformationpriortopermitissuance.Ill.OFFSITEANALYSISALevelIOffsiteDrainageAnalysishasbeenprovidedinAppendixA.IV.RETENTIONIDETENTIONANALYSISANDDESIGNNonewretention/detentionsystemisproposed.Theexistingdetentionvaultandcontrolstructurewasdesignedtoaccommodatethisprojectsrunoff.PleaseseethestormcalculationsfortheDalpayEstatesprojectlocatednorthwestofthisproject. APPENDIXAOFFSITEANALYSISREPORT LEVELIDRAINAGEANALYSISOFDALPAYSHORTPLATNE19THSTREETRENTON,WASHINGTONFORJIMDALPAY4033NESUNSETBLVD,STE3RENTON,WASHINGTON98059December3,2003C.N.I.JOBNO.2003-161PreparedbyLarryS.Krueger,P.E. TABLEOFCONTENTSI.TASKISTUDYAREADEFINITIONANDMAPSII.TASK2RESOURCEREVIEWIII.TASK3FIELDINSPECTIONIV.TASK4DRAINAGESYSTEMDESCRIPTIONANDPROBLEMDESCRIPTIONSV.TASK5MITIGATIONOFEXISTINGORPOTENTIALPROBLEMS TASKISTUDYAREADEFINITIONANDMAPS TASKISTUDYAREADEFINITIONThisprojectissoutheastoftheintersectionofNE19thStreetandRedmondAveNE.ItliesalongthesouthsideofNE19thStreet.Theparcel#is042305-9032.Thesiteisapproximately2.5acres.Thenorthernportionofthesiteconsistsofmostlyofgrassandscotchbroom.ThereisalargedetentionvaultlocatedinthenortheastportionoftheprojectthatwasdesignedtodetainthestormwaterfromthissiteandtheDalpayEstatesprojectnorthwestofthisproject.Thesouthernportionoftheprojectiscompletelyforestedwithmostlyevergreensandhasaravinethatrunsthroughit.Theexistingdrainagetendstosheefflowtowardstheravine,whereitbecomesasmallstreamthatflowstowardNESunsetBoulevard.ThesmallstreamthenjoinsanotherstreamthatparallelsNESunsetBoulevard.Thesite’ssoilisanAlderwoodGravellySandyLoam(AgC)andisconsideredaTypeCsoil.MAPSAvicinitymap,sensitiveareasmap,aerial,andoffsitedrainagemapcanbefoundintheproceedingpages. jocQ3fr7F7T&WN’)A‘.tt1SSUUIJtI————rro”‘iI9£•O,C1r-°f_____•.__.5*S±JG1gHill3N1c19!________6IIL_____oz’o;[ILI.-H--w_tILt—tIV3IjLEL1d!jS0—LSH1613N______1+11Th•1rn6cI—‘mc—-L.I,;-;-;;‘LJUl/4IrI,vst0’!9‘II‘-.1.aoJII9iLhj°‘VV•jII9dSINIIiJ‘VP60t—nI\____—111i3iiFzco8IdSIII6Zj9—NU)c9-3NLlLOlZZOLIOLILOL9S?LOLZLOL6LOLIäOf.8/LC eXZ10609\,z”1soVeo9logSI79660__________________________3643_____________________________________$T\__2ISTSTU,—.7‘‘‘‘75.8/?______72Z5\‘ISE85.5_1LI/2/C..2442//______255I’S/4.90855__<26NEYCREEKIH85.5WIOf8-00//40-_______‘317.3—k.Lb/4283]_________10______1k85,5ri\\28051cI__________________________E105ThLr31046-\______/35/O\84.76I/22.26-000A14LiPL1€‘‘k‘73’cp3fr/—.GREENWAYg_________¶.\&sIAcuIN22026Tt34kI)/58Ac42‘_____s\I276V‘I3CO278.9710—68.82I55I94,JI27873097A’I226oL=278$?p/90020%TH45.245553263-SE/06/3I,I,I,I)‘IN73,0Ac_________\tTL260303I6Ac943270471455467I428d095ALuN.E.8Park______‘95;,50f?.?N11717kLaJ_J4Iu______9!0Z‘I—<t1S‘4I3--p36_\084____g—.-st—NE17THST_____________-7)77I8560473.‘7Z280______________0484Ac/03//0910332_______________________________________________________________________________oiSo/70SC/8367______327/9TI3632*1836586sba08548462‘Lurt/73TI57TI4!TI/83TI40fr-’ItJii0—53J1O4,U54,1155.05164I—3-__,J55Q7TL275TI19’—’7/03SUNSETJI104..‘17ç%106‘kI’12lII207\_LuTLToi--.‘7<ji__IF1/1TI0___t%:JI\iz9i‘036AcTI2oiAQy802AcT1N3527727142‘4’/5,7.9,ZI________________\ 0r300ci0=0Ii!.-o_.‘-.pa00ci500SS(4[__/4,ViSaNo0U DALPAYSENSITIVEAREAS________1C143Jfl!M2fr:7192YX1O’1-CM-yw41r4--“<tiL35stzitti-UC_’i1kWa3’1--.iMl2jjcGrtAAaz!4*IfteiJi_--Qrnans4J{€8764difl-‘4’——1’:ae764qIè940G*J1rcd&-G4AYJ:t:.hs4r:::Ja!::-12-lI,,,c3nL-.C413359c49,_,-----(14flL%-k4tJdLZ415°tCIL’4i-.‘(4f-e>bl95eY85cvl23D03SiJCCO1&tjaftC.tafl14?t?Wo8&)34l48OtGS&Cj‘5”__NElfl.HJT___42iaim4k-•t••a;Ma1fr<Yd134495t01d0-.CT611’3Q,1i-)asa’dosa98389ccx18*278fl(fl220c-l23OYiC:811005t30-cl2YSkkICtl589Joo32YY3gl“3t(443.k13CV..-1tSttrt1_dcv.._Vjk4lf50————--—25W&1XX0çt%32i3&72--NEJSTHST143.tS4tJYJ*30!435,a---—I--V423O59E2+c3tbi1S’°“texreo-.--VCin-411c1n14L3JSJ105‘-k)2°1lzkL4-ctøaaa4ojC)3KinC.untyL’42X5SX)-l----4‘ID.1O1mia3zm2jLegend,,4tSelectedFeatures--.-Jrc;t-oiSÃOEtosbnAStreetsLakesandLargeR&ers--100YearFbodplainSÃOStreamSÃOWetisridCaI[:-SÃOLandslideCus2°ccnnSÃOCoalMineSÃO/VC-o) 4 TASK2RESOURCEREVIEW TASK2RESOURCEREVIEWAdoptedBasinPlansandFinalizedDrainageStudies:ThesiteislocatedintheMayCreekBasinPlan.BasinReconnaissanceSummaryReports:Noknownreportsareknowntoexist.CriticalDrainageAreaMaps:Thesiteisnotknowntobelocatedinanycriticaldrainageareas.(FEMA)Maps:Thesiteislocatedoutsidethe100yearfloodplain.OtherOffsiteAnalysisReports:ADrainageReportwaspreparedbyDickStuthfortheDalpayEstatesprojectlocatednorthwestofthisproject.SensitiveAreasFolio:Noneofthesiteislocatedinornearanysensitivearea(seesensitiveareasmapunderTask1).DNRDrainageProblemsMaps:Notapplicable.RoadDrainageProblems:Notapplicable.KingCountySoilsSurvey:Thesite’ssoilismostlyAlderwoodGravellySandyLoam,6to15percentslopes(AgC).TheextremesouthernportionofthesitecontainsAlderwoodGravellySandyLoam,15to30percentslopes(AgD).WetlandsInventoryMaps:Therearenowetlandslocatedonornearthesite.MigratingRiverStudies:Notapplicable.DrainageComplaints:AccordingtothelistofdrainagecomplaintsprovidedbyKingCounty,therewerenocomplaintsnearthedownstreamanalysistimitsofthisprojectthatarearesultofrunofffromthisproperty. TASK3FIELDINSPECTION TASK3FIELDINSPECTIONAfieldinspectionwasconductedonDecember3,2003toinspecttheonsitedrainagesystemofthesite.Offsitedrainagesystemswerealsoinspecteddownstreamapproximately1/4mile(s)fromthedischargepointofthesite.TheinspectioninvolvedinvestigationofthetenspecificitemsofaLevel1InspectionpertheKingCountySurfaceWaterDesignManual,1990.Theinspectionyieldedthefollowingfindings:1.Therewerenoexistingorpotentialproblemsobserved.2.Theexistingdrainagesystemcapacitywasadequate.3.Therewerenoexistingorpotentialfloodingproblems.4.Therewerenoexisting/potentialovertopping,sedimentation,scouringorbanksloughingproblems.5.Nosignificantdestructionofaquatichabitatororganismswasnoticeable.6.Qualitativedatasuchaslanduse,impervioussurfaces,topography,andsoiltypeswasnotedandcanbefoundinTask4information.7.Informationwascollectedonpipes,ditches,andstructures.ThisinformationisalsoincludedintheTask4information.8.TributarybasinsdelineatedinTask1wereverified.9.Noneighborswerecontacted.10.Theweatherconditionsatthetimeoftheinspectionwerecoolandcloudy. TASK4DRAINAGESYSTEMDESCRIPTIONANDPROBLEMDESCRIPTIONS TASK4DRAINAGESYSTEMDESCRIPTIONANDPROBLEMDESCRIPTIONSSiteDrainageThisprojectissoutheastoftheintersectionofNE19thStreetandRedmondAveNE.ItliesalongthesouthsideofNE19thStreet.Theparcel#is042305-9032.Thesiteisapproximately2.5acres.Thenorthernportionofthesiteconsistsofmostlyofgrassandscotchbroom.ThereisalargedetentionvaultlocatedinthenortheastportionoftheprojectthatwasdesignedtodetainthestormwaterfromthissiteandtheDalpayEstatesprojectnorthwestofthisproject.Thesouthernportionoftheprojectiscompletelyforestedwithmostlyevergreensandhasaravinethatrunsthroughit.Theexistingdrainagetendstosheetfiowtowardstheravine,whereitbecomesasmallstreamthatflowstowardNESunsetBoulevard.ThesmallstreamthenjoinsanotherstreamthatparallelsNESunsetBoulevard.Thesite’ssoilisanAlderwoodGravellySandyLoam(AgC)andisconsideredaTypeCsofl.OffsiteDrainageAnOff-SiteAnalysisDrainageSystemTableisprovidedonthenextpagethatdescribesindetailtheoffsitedrainagecomponentsatleast1%miledownstreamfromtheprojectdischargelocation.PleaserefertotheoffsitedrainagemapinTask1becausethemapsymbolslistedinthetablecorrespondtodrainagecomponentsymbolsontheoffsitedrainagemaps. C,)Co0iCDCDml—zøzOG)OmCDrn-ICDz1%)-I--l000 TASK5MITIGATIONOFEXISTINGORPOTENTIALPROBLEMS TASK5MITIGATIONOFEXISTINGORPOTENTIALPROBLEMSAfterathoroughfieldinspectionandadetailedresourcereviewtherewerenomajororexistingproblemsidentified.Theproposedimprovementswillnotproduceasignificantimpacttotheexistingdrainagepatternsoncethesitehasbeenstabilizedandtherunoffhasbeencontrolledviatheexistingdetentionvaultandcontrolstructureonsite.Atemporaryerosionandsedimentationcontrolplanwillbecreatedtominimizethetransportofsedimentladenrunofftothedownstreamconveyancesystempriortopermitissuance. APPENDIXBCONVEYANCESYSTEMCALCULATIONS ProjectSummaryReportProjectDescriptionWorksheet8”Dli0.5%FlowElementCircularChannelMethodManning’sFormulaSolveForDischargeInputDataManningsCoefficient0.013Slope0.005000ft/ftDepth0.67ftDiameter0.67ftResultsDischarge0.87cfsFlowArea0.4ft2WettedPerimeter2.10ftTopWidth0.00ftCriticalDepth0.44ftPercentFull100.0%CriticalSlope0.008468ft/ftVelocity2.46ft/sVelocityHead0.09ftSpecificEnergy0.76ftFroudeNumber0.00MaximumDischar0.93cfsDischargeFull0.87cfsSlopeFull0.005000ft/ftFlowTypeN/AProjectEngineer:larrykruegerc:haestad\fmw’2003-167.fm2cramernorthwestFlowMasterv5.0[674ej12/05/0301:03:20PM©HaestadMethods,Inc.37BrooksideRoadWaterbury,CI06708USA(203)755-7666Page3of3 ProjectSummaryReportProjectDescriptionWorksheet10”PVC@0.3%FlowElementCircularChannelMethodManning’sFormulaSolveForDischargeInputDataManningsCoefficient0.010Slope0.003000ft/ftDepth0.83ftDiameter0.83ftResultsDischarge1.54cfsFlowArea0.5ft2WettedPerimeter2.61ftTopWidth0.00ftCriticalDepth0.56ftPercentFull100.0%CriticalSlope0.004786MtVelocity2.85ft/sVelocityHead0.13ftSpecificEnergy0.96ftFroudeNumber0.00MaximumDischar1.66cfsDischargeFull1.54cfsSlopeFull0.003000ft/ftFlowTypeN/AProjectEngineer:larrykruegerc:\haestad\fmw’2003-161.fm2cramernorthwestFlowMasterv6.0[614e}12/05/0301:03:20PM©HaestadMethods,Inc.37BrooksideRoadWaterbury,CT06708USA(203)755-1666Page2of3 ProjectDescriptionProjectSummaryReportWorksheet10”DI@0.3%FlowElementCircularChannelMethodManning’sFormulaSolveForDischargeInputDataManningsCoefficient0.073Slope0.003000ft/ftDepth0.83ftDiameter0.83ftResultsDischarge1.19cfsFlowArea0.5ft2WettedPerimeter2.61ftTopWidth0.00ftCriticalDepth0.49ftPercentFull100.0%CriticalSlope0.007139ft/ftVelocity2.19ft/sVelocityHead0.07ftSpecificEnergy0.90ftFroudeNumber0.00MaximumDischarc1.28cfsDischargeFull1.19cfsSlopeFull0.003000ft/ftFlowTypeN/AProjectEngineer:larrykruegerc:’haestad\fmw\2003-161.fm2cramernorthwestFlowMaterv6.0[614e112/05/0301:03:20PM©HaestadMethods,Inc.37BrooksideRoadWaterbury,CT06708USA(203)755-7666Page1of3 flanllhan-RedalpayshortplatFrom:“L.Krueger”<ddub@localaccess.com>To:“JanlIlian”<Jillian@ci.renton.wa.us>Date:2/6/041:40PMSubject:Re:dalpayshortplatJan,Ihaveattachedmorecalculationsregardingthisprojectanditsstoragevolumes.Thisproject,ifitwasn’texemptfromflowcontrol,wouldrequire1536cfofactivevolumestorage.Theexistingvaultprovides25,152cfofactivevolumestorage(24’x131’x8’).Ifwehadtoprovideflowcontrol,ourrequiredstoragewouldonlybe6%oftheexistingvault.E-mailmeifyouneedanythingelse.LarryS.Krueger,P.E.CramerNWOriginalMessageFrom:“JanlIlian”<Jillian@ci.renton.wa.us>To:<ddub@localaccess.com>Sent:Friday,February06,200412:11PMSubject:Re:dalpayshortplatThanksLarrySo....Basedontheproposedplanofapproximately3,200sqfeetofnewinternalroadwayandlet’ssayapproximatley5,000squarefeetofroofarea,howmuchvolumewouldbeneededinthevaulttoaccomodatetheseconnections?>>>“L.Krueger”<ddub@localaccess.com>02/06/0411:25AM>>>HiJan,PerourconversationthismorningIhavecalculatedthepre-developedanddevelopedbasinsforthisproject.PerSection1.2.3ofthe1990KingCountySurfaceWaterDesignManual,thisprojectisexemptfromflowcontrol.Itisexemptbecauseofthenegligiblepeakrunoffrateincrease.The100yeardevelopedrunoffrateislessthan0.5cfsmorethanthe100yearpre-developedrunoffrate.Thedevelopedrunoffratewascalculatedtobe0.74cfs,whilethepre-developedratewascalculatedtobe0.42cfs.Thedifferenceisonly0.32cfs,whichisbelowthe0.5cfsallowed.Ihaveattachedthestormcalculationsforyourreview.Hopefullythisinformation,andtheinformationthatDickStuthisgoingtoprovide,willenableyoutocontinueyourreviewandnotputtheprojectonhold.Thanksforyourcooperationsofar, StormCalculations(byStormShed)ProjectPrecips[2yrJ2.00in[10yr]2.90in[100yr]3.90inPredevelopedBasinDrainageArea:PREDEVHydMethod:SBUHHydLossMethod:SCSCNNumberPeakFactor:484.00SCSAbs:0.20StormDur24.00hrsAreaCNTCPervious0.9800ac85.000.40hrsImpervious0.0100ac98.000.00hrsTotal0.9900acSupportingData:PerviousCNData:GRASS,BRUSH85.000.9800acImperviousCNData:EXISTINGBUILDING98.000.0100acPerviousTCData:Flowtype:Description:Length:Slope:Coeff:TravelTimeSheetGRASS,BRUSH220.00ft1.80%0.150023.71mmImperviousTCData:Flowtype:Description:Length:Slope:Coeff:TravelTimeSheetDUMMY1.00ft10.00%0.00100.00mmDevelopedBasinDrainageArea:DEVHydMethod:SBUHHydLossMethod:SCSCNNumberPeakFactor:484.00SCSAbs:0.20StormDur24.00hrsAreaCNTCPervious0.4900ac86.000.10hrsImpervious0.5000ac98.000.05hrsTotal0.9900acSupportingData:PerviousCNData:GRASS,LAWN86.000.4900acImperviousCNData:BLDGS,DWAYS,PAVING,SIDEWALKS98.000.5000acPerviousICData:Flowtype:Description:Length:Slope:Coeff:TravelTimeSheetLAWNS82.00ft7.00%0.15006.25mmImperviousTCData:Flowtype:Description:Length:Slope:Coeff:TravelTimeShallowPAVEMENT70.00ft1.00%27.00000.43mmChannelDIPIPE257.00ft0.30%36.00002.17mmChannelCMPPIPE37.OOft2.30%21.00000.19mm BasinListBasinIDPeakQPeakTPeakVolAreaMethodRaintypeEvent(cfs)(hrs)(ac-ft)acILossPREDEVPREDEV0.11568.170.06640.99SBUH/SCSTYPE1A2yrPREDEV0.25138.170.12510.99SBUH/SCSTYPE1AlOyrPREDEV0.41978.170.19650.99SBUH/SCSTYPE1A100yrDEV0.30587.830.10860.99SBUH/SCSTYPE1A2yrDEV0.50577.630.17560.99SBUH/SCSTYPE1AlOyrDEV0.73767.830.25300.99SBUH/SCSTYPE1A100yrOutflowHydrographsHydiDPeakQPeakTPeakVolContArea(cfs)(hrs)(ac-ft)(ac)2out0.119.000.10860.9900l0out0.258.330.17560.9900l000ut0.428.330.25300.9900StorageStructureNodeID:vaultDesc:ManholestructureStartEl:410.0000ftMaxEl:418.0000ftContribBasin:ContribHyd:LengthWidthVoidRatio8.0000ft24.0000ft100.00DischargeStructureControlStructureID:orif-MultipleOrificeStructureDescrip:MultipleOrificeStartElMaxElIncrement410.0000ft418.0000ft0.10OrifCoeff:0.62BottomEl:410.00ftLowestDiam:1.4941inoutto2nd:3.6000ftDiam:1.6699in2ndto3rd:2.0400ftDiam:1.4941inHydrographRoutingRLPCOMPUTE[Ipool]SUMMARY2yrMatchQ:0.1156cfsPeakOutQ:0.1148cfs-PeakStg:413.59ft-ActiveVol:689.73cf10yrMatchQ:0.2513cfsPeakOutQ:0.2517cfs-PeakStg:415.63ft-ActiveVol:1081.78cf100yrMatchQ:0.4197cfsPeakOutQ:0.4200cfs-PeakStg:417.94ft-ActiveVol:1523.70cf StormCalculations(byStormShed)ProjectPrecips[100yrJ3.90inPredevelopedBasinDrainageArea:PREDEVHydMethod:SBUHHydLossMethod:SCSCNNumberPeakFactor:484.00SCSAbs:0.20StormDur24.00hrsAreaCNTCPervious0.9800ac85.000.40hrsImpervious0.0100ac98.000.00hrsTotal0.9900acSupportingData:PerviousCNData:GRASS,BRUSH85.000.9800acImperviousCNData:EXISTINGBUILDING98.000.0100acPerviousTCData:Flowtype:Description:Length:Slope:Coeff:TravelTimeSheetGRASS,BRUSH220.00ft1.80%0.150023.71mmImperviousTCData:Flowtype:Description:Length:Slope:Coeff:TravelTimeSheetDUMMY1.00ft10.00%0.00100.00mmDevelopedBasinDrainageArea:DEVHydMethod:SBUHHydLossMethod:SCSCNNumberPeakFactor:484.00SCSAbs:0.20StormDur24.00hrsAreaCNTCPervious0.4900ac86.000.10hrsImpervious0.5000ac98.000.05hrsTotal0.9900acSupportingData:PerviousCNData:GRASS,LAWN86.000.4900acImperviousCNData:BLDGS,DWAYS,PAVING,SIDEWALKS98.000.5000acPerviousTCData:Flowtype:Description:Length:Slope:Coeff:TravelTimeSheetLAWNS82.00ft7.00%0.15006.25mmImperviousTCData:Flowtype:Description:Length:Slope:Coeff:TravelTimeShallowPAVEMENT70.00ft1.00%27.00000.43mmChannelDIPIPE257.00ft0.30%36.00002.17mmChannelCMPPIPE37.OOft2.30%21.00000.19mmBasinListBasiniDPeakQPeakTPeakVolAreaMethodRaintypeEvent-—(cfs)(hrs)(ac-ft)ac/LossPREDEV0.41978.170.19650.99SBUHISCSTYPEIA100yrDEV0.73767.830.25300.99SBUH/SCSTYPEIA100yr 18/86/288418:51Mech3nical&CivilEngineeringJ3232-136thAve.SE.enton,WA98059425228-4244FAXt42S)228-42922538524955CRAMERNWPAGE82September14,2000RobertL.TurnerProjectManagerConcreteTechnologyCorp.1123PortofTacoma,WA98421RE:DalpayEstatesVaultDearRobert,IhavereceivedyourdrawingsanddesigncalculationsfortheDalpayStormDetentionvaultandtheylookfine.YouhavedesignedforaliveloadofHS2O-44anddeadloansthatinclude36inchesofbackfillanda3inchthicktoppingcoarse.Pleaseletthisletterserveasmyapprovalofyourproposedroofsystem.SiSEP15ICONt?ETcoReWashingtonStateregeredmechanicalaridcivilengineeringcorporatIon 1/6/241:512538524955CRAMERNWPSEDESIGNCALCULATIONSFOR12V21’TOPPEDHOLLOWCORESLABSSUMflTALpv:,‘.JFOR‘.‘“.BERSCNL..1AREt).__________DALPAYESTATESDETENTIONVAULTRENTONWASBfl’GTONBY:CONCRETETECHNOLOGYCORPORATIONJMvIBSCDRCORAN,P.E.JOB#:00099A-HDATE.2-Aug-OObZ,ooIHEREBYCERTIFYTHATTHEPRECASTCONCRETECOMPON2NT$DESCRIBEDHEREINHAVEBEENDESIGNEDTOCARRYTEEt.OADSSPECIFIEDBYThEENGiNEEROPRECORD,THESECALCUlATIONSAREHEREBYSUBMInEDTOTHEENGINEEROFRECORDFORREVTEWANDAPPROVALLExPtRs.Ic’ZI 1/6/241:51253852455CRAMERNWEmCONCRETETECHNOLOGYCORPORATIONTOPPD12W’HOLLOWCORESLABDE5IGNCALCULATIONSSHEETof4JOBNAME:DALPAYESTATESDETENTIONVAULTBY:JECJOBNO.:00099A-HDATE:21-Aug-COLO.4O.c..Q(c,)270k&PRESTRESSINGSTRANDS(MINIMUM)4’—DNOMINALDESIGNCONFIGURATIONHOLLOWCOREit 18/86/288418:512538524955CRMERNLAJSECTIONPROPERTIES:BateUltraspanDepth=12.50inExteriorWebs:=124.00ksif,,=100.00ksiCompositew/Topping3,00in120.589I,=9972in4Zr,,,=2284in3Zb=1234Y=7.42in1b=8.08inW(&=38psI=28.26in=442inZ(=2257in3A4=272in2a)LiveLoadsb)SuperimposedDeadLoadsC)DeadLoad(PRECAST)U)DeadLoad(TOPPING)=HS2O-44120pcIsoil=84psf=38psf(maximumdepth36”)(minimumdepth=0”)REFERENCES:BuildingCodeRequirementsforStructuralConcrete:ACI318-99AnalysisofWheelLoadsonHollowcorePlankswISoilCover1988ASSUMPTIONS:a)Structureiss.mptespanforallloads.b)MaximumallowabletensionstressC)MaximumallowablecompressivestressO.45f..).Satectionçrriess.efweightandtoppingdeadloads.whilecompositesectioncarriesallremainingloads.[CONCRETETECHNOLOGYCORPORATION[çPPED12W’HOLLOWCORESLABDESIGNCALCULATIONSfSHEETof4PE85JOBNAME:DALPAYESTATESDETENTIONVAULTJOBNO.:00099A-HBY:]ECDATE:21-Aug-COMATERIALPROPERTIES:CONCRETE:8000psiw=154pcf=5641ksiSTRAND:‘,4”Diameter,7wire,270ksi,InteriorWebs:=189,00ksif=154.00ksiToppingf=wc=LowRelaxation3000psi150pcf3321ksiA1=zt=zb=yt=Yb==e=144=313in26136in41019in3947in36.02in6.48in10.00in48.00in4.56in13.60in187in2LOADS: 1a/a/24I:512538524955CRAMERNWfJDALPA’r£STATESDETENTI0VAULTDesignCs.lculationsfor12.5inULTRA5AN12.5intJLTRASAN.f’c=8000pSi:3inchconposiceTopping,10-.5inch270kStrands,Ee154,‘(5=1.90A=313,1—6136,Yb=6.48b=947,bw—1O.0,Ae=272,IcLength=24.34ft:LoadingaWg=0.486k/ft.0inchesSci12,ReviwofW1.enirefc=3000psi9973,Zlic=1233120pcf+14520-442Rvi&wofXrwments(kip-in)pp1.$trssre9treS1etStressStrength(ft)MdMsdMlTop8ottTopBoLtTopBoLtMu0.00000.0000.000-0.0020.012-0.0020.0120180.53501570.103-0.164-0.0700..i.330.0330.2693166501.06803040.200—0.318-0.1330.8550.0610.53763.112621.510004290.286-0.453-0.2071.2770.0790.82387018532.013005370.361-0.571-0.2751.6990.0881.126109524242.515906350.434-0.683-0.28%1.7570.1501.075130226693.0187073.00.494-0.772-0.2841.7570.2100.985146828613.521307800.550-0.357-0.2841.7570.2660.900162430504.02370833.0,597-0.924-0.2641.7570.3120.833174532374.526008700.637-0.930-0.2841.7570.3520.777184434225.028209000.671-1.027-0.2841,7570.38?0.710192536035.530209190.699.1.064-0.2841.7570.4150.693198637836.032109330.723-1.095-0.2841.7570.4390.662203539606.533809470.746-1.12%-0.2841.75?0.6620.633208341247.035409590.767-1.151-0.28%1.7570.4830.606212642807.536809610.782-1.168-0.2841.7570.4980.589214943148.038109840.805-1.200—0.2841.7570.5200.557220643488.539309990.823-1.224-0.2841.7570.5380.533224843829.0402010080.836-1.242-0.2041.7570.5520.S1S227646169.5411010040.843-1.248-0,2841.7570.5590.509228264291.0.041809950.846—1.248—0.2841.7570.5620.5092277442910.542409760.843-1.238-0.2841.7570.5590.519225244293.1.042309570.839-1.227-0.2841,7570.5540.5302225462911.543009510.839-1.225-0.2841.7570.5540.5322219442912.043209430.827-1.220-0.2861.7570.5520.53722084429xP1ecura3.Strengthi.sadequateand&J.1scrsssesarewithinallowabla1jita.AppliedShear(kips)ShearStrength(kips)(ft.)VdVadViVutk-in)VciVcw0.05.60.025.356.0690999.972.761.8*440.55.60.026.252.41152211.863.954.3’1.05.40.024.248.71629155.462.453.01.55.20.022.245.02107136.468.1.57.92.04.90.020.341.42588118.673.462.42.54.70.020.341.12523106.174.463.23.04.50.018.S37.6258790.376.763.53.54.20.016.734.4255318,975.063.34.04.00.01.5.211.4292170.375.359.96.53.70.013.926,8249163.775.654.15.03,50.012.726.5246358.375.35.53,20.012.726.2243753.976.045.86.03.00.011.726.1241250.276.342,76.52.80.010.722.0239047.076.540.07.02.50.09.720.0236944.276.637.67.52.30.08.718.0235041.876,835.58.02.00.07.816.2233439.776.933.78.53..80.07.815,8231937.877.132.29.01.50.07.016.0230636.177.230.79.51.30.06.212.3229534,577,329.310.01.10.05.510.8228533.077.426.010.50.80.05.09.7227831677.426.911.00.60.05.09.4227330,577.525.911.50.30.04.78.5226929.477.525.012.00.10.04.47.6226828.377.524.0ShearStrengthiSadeouatcthroughout.Plugvoidsatendsasindicated.(‘b) Y8/8E/28418:512538524955CRMRNWDALPAYESTATESDETEI’IONVAULTDesignCa1cu1atiorsfor12.5inULTRJLSPANSpLicion.12.5intThTRASPA,f’c800095±;3inchCompositeTopping,ft—3000psi10-.5inch270k$and,fee154,Ys=1.90A313,XG136,Y=6,48,.ZJ3=247,bw=3.0.0,Ae—272,Xc=99733bc=1233Length=24,34ft:Loadings:Wg=0.486k/ft.35inclesSoil120pcf÷H520-44).y4j,.,1efriA)LMUr’A1Pp’v’1wrfXMonlents(kip-in)Appi.Stres8PrestressNetStressStrength(ft.)Md‘isdlTopottOottTopBottMU0.00000.0000.000-0.0020.01-0.0020.0120130.535103640.103-0.164-0.0700.4330.0330.2702845501.0682021050.201-0.320-0.1380.8550.0620.53555512621.51002961520.294-0.469-0.2071.2770.0880.8088133.0532.01303061960.383-0.609-0,2751.6990.1081.089105624242.51994722370.457-0.742-0.2841.7570.1021.015128626693.01875532750.546-0.868-0.2841.7570.2620.909150328613.52136303100.621—0.987-0.2541.7570.3360.770170730504.02377033420.690—1.097-0.2841,7570.4060.650189032374.52607713710.756-1.201-0.2641.7570.4710.557207534225.02628353970816-1.296-0.2841.7570.5320.461223916035.53028954210.073-1.386-0.2841.7570.5880.372239237826.03219514420.925-1.460-0.2841.7570.6400.290253239606.533810026600.972—1.542-0.2841.7570.6060.216265741347.035410494751.015-1.609-0.2841.7570.7300.3.68277242807.536810914691.053-1.670-0.2841.7570.7690.083287543160.035111295001.088-1.723-0.2841.7570.8030.034295543488.539311635091.118-1.770-0.2841.7570.833-0.013306443829.040211935161.143—1.810-0.2841.7570.059-0.053313.144169.5413.12185211.165-1.843-0,2841.7570.680—0.0863165442910.041812395241.182-1.870-0.2641.7570.898-0.1133210642910.542412555251.196-1.890-0.2841.7970.911—0.1333243442911.042012685251.205-1.904-0.2641.7570.920-0.1473255442911.543012155231.210-1.912-0,2841.7570.926-0.1SS3277442912.043212795191.211-1.913-0.2841.7570.927-0.15632784429ulexuraJ.Strengthxisadequateandallstressesarewithinallcwablelittits.AppliedShear(kips)McrShearStrength(kips)CTUdVdViVu(k-in)1ojVcw—:-5,516.69.346.8687999.957.048.4k0.55.516.68.745.91049209.356.047.61.05.616.16.244.11427153.052.453.01.55.219.48.242.71811133.268.157.92.04,914.57.740.62202122.773.662.42.54.713.97.338.42151101.674.463.23.04.513.25.836.3203485.474.763.53.54.212.56.434.2192373.875.062.74.04.012.85.132.4181663.275.353.74.53.711.09.930.8172058.175.649.45.03.510.35.528.7162792.475.844.65.53.29.65.226.7154147.776,040.56.0308.94.824.8146Z43.776.337.16.52.88.24.422.8138840.276.534.27.02.57,44.621.53.32137.376.631.77.52.36.74.].19.6125934.676.829.48.02.06.03.817.7120432.176.927.38.51.89.33.515.6115629.977.125.49.01.54.63.214.0111327.977.223.79.51.33.83.012.2107726.077.322.13.0.01.13.13.010.9104724.371.420.710.S0.82.42.79.1102322.677.419.211.00.61.72.57,4100521.077.517,911.50.31.02.39.799420.777.517.612.00.10.22.16.098920.777,517.6ShearStrengthisadequatethroughout.PlugvoidsatendsaSindicated.(*) 1/UbJ4U4£D.LLrc4IiCJNWIccio(425)z—HjJDALPAY&AS3OC.CONSTRUCTIONIRETDN,WA98o6NOTiCONCRETETEC‘I433NESUNTBUWV.SCALeTAA.PLACEMENTPLANNfiThCJ.P.SLABMANHOLEBYOTHERS0$U.TOPPINGaROThERS..,•:‘:-‘aS.‘,•‘:...BDAMSBYCit(NSTAthBYOThERS)‘.10401L•YOTHERS12kgHollowCOI4E•ABDYGIG,TYP.)4’XWG10HT.BEAITHOSIRPBYCit(INSTALLSROMFAOWALl]2’—O01ST.D&3R0VD5%4’OACTO)$ECTION(A‘1-SECTIONREF:SECT.CC NOTES1.CItWU.MSTA&LAI.I.00(04.115RJIDFSiWJC1’JKAL__C0NNEC11oNAINDCA7WON1HEO9Al4NOS.PESflT(A•70NSroID1ANICALrwwo.o.cmIcAi.ANDALLO114LRIRADtIAR10gE10.DTALLEDYOThERS.2.nO.0IN5TAU.PDTRA10N9MUSTNOTIW1Y51WWINPRE5ThESNC5IRANOSCCIIONWoRL0CATIQOF5AEDft.LPd9AA&3PR1SOSThANOS10aEASm*41(1.270k.‘4’—UNCOA1!D7—*4IOWKNAI1ON.A—4HOLLOWCOREfc-8,000P000•.ONTWTl’c30PfVOOFiLLhTOPPINSfJ,000pg8.*1.1.HOLLOWOORE15gALLetGRO4J1DASP010’SRCCDA1ONS.flO.DNANPIJNOANDECT1ON’8ROQ1UlWPUEDqTh4OFORA1N.JW4flTAL.6.CNNH0LE.LOE‘IgThUPIHOLLOW0OKAR$,CAPiasmSCL.,CEfluJ.ORInINoPocmToPRE’SD41UATALPROMWAiINoINTOVID*1WPLU9N8DRAINS.DRAINI4OLSIdUSTD0..fANEDOUTAFrtROD0.OIRECOHO4ZTEPOURSAPZCOIIftETE.CONTRACTORMAYPAT*IH0L.IFNA1IY.ONCESTRUCTUREISVêATHRPROOFED.7.90LPR1LrON1)68DRAWNOFORMUUI&ANDWtáLI1ALLOWA.EIJ1TOFFlU.FRO.ITOFOFVAULTTOBGRA8€.CORTRACTORRONt10MAINTAINHE1(DTOFFiLLBC1)dTHESELIMITSOR(t’IFORNCitOF0JESDEFOREMANUFACTUREOFPRCCUCT.DIMENSIONSOR$AFEDRILLING____NODPICLR4G4.—a—3jffj11t•111.•111k—14:1JOB00009APRODUCT:12.5INCHREVISION:UNITWT:340‘$ILF(HSZO—44TRUQ(LOA’lI+SLC0ER0120PCIIMIN.SL0PThsofl.om—y—oSOILPROFILESECTIO!Fme.—d6.I.l.ov$i1wMy.6.w.*.db,My.gwl.wl6y6_—.ie.,e4.i.m..o1AClIth.6...deuW’.b.YereflebCT..Ie_•.OGYCORP.DALPAYESTATES12112’HOLLOWGOREPLACEMENTPtAN,J...iDDETENTIONVAULTIDETAILSANDGENERALNOTESP—i°A°1N10N,WASHINGTON00099A—H4SIDOGDO01caODDDUDOf0100000ODDDOD010107ODDIDOCDODODD01Of0101JDD000DOG00003DD--I-FILLw/GROUTDYOTI-IERS.TYP.oo00HOLLOWGOREJOBQUANTITYTA2UL11ONDATE:00/01/2000MARKPIECEPIECEPIECETOTALMINIMUMNUMBER0Th’.WT.LENQTHLENGTHSTRANDS99-01318,38824.57764771099.0216,76219,6319.831090-0216,40218.8318.8310TOTAL33213,1088038034CONT.DACKROODYDINERS63dTIt’2/S2/t Tab 4.0 17884.001.doc 4.0 FLOW CONTROL AND WATER QUALITY FACILITY ANALYSIS AND DESIGN A. Existing Site Hydrology The existing 1.66-acre site is primarily covered with trees. The only exception to this is Lot 1, which was cleared with the original Dalpay Short Plat. There are no existing buildings on the site. Soils are Alderwood, which are considered to be "till" type soils. Based on site reconnaissance, available topography maps, and adjacent developments, there is no upstream contributing basin area as noted in Section 3.0. The natural discharge location for the site is the existing stream that discharges along the west boundary of the site. Please refer to the enclosed Existing Basin Area Map for a graphic depiction of the site topography and characteristics. 17884.001.doc B. Developed Site Hydrology In the developed condition, the site will contain 4 residential lots with associated houses and driveways. An underground pipe conveyance system will be installed to convey stormwater runoff from the developed site (Lots 2-4) to a detention vault, then to a Stormfilter for water quality, then to the bottom of the hill at the natural discharge point. This facility has been designed to provide the required detention and water quality for Lots 2-4. Drainage facilities exist on the original Dalpay Short plat and were sized to accommodate the developed runoff from Lot 1. The on-site tributary area to the proposed detention vault is approximately 0.38 acres per the enclosed Developed Basin Area Map. All runoff routed to this facility will be detained to meet Level 2 flow control requirements and then treated before discharge to the stream. Please refer to the enclosed basin area map for a detailed breakdown of the on-site areas and land covers, as well as the calculations for the proposed detention vault. 17884.001.doc C. Performance Standards Based on the flow control application map located in the 2017 RSWDM, this project is located within a Level 2 flow control area per the map. Therefore, the site is required to meet Level 2 flow control requirements. A detention vault has been proposed to meet flow control requirements. Based on the water quality application map located in the 2017 RSWDM, this project is located within a Basic Water Quality Treatment area per the map. A Stormfilter is proposed to be installed downstream of the detention vault to meet this treatment requirement. 17884.001.doc D. Flow Control System The flow control facility in this site has been designed to conform with the standards in the 2017 RSWDM. According to Core Requirement #9: On-site BMPs in Section 1.2.9, “On-site BMPs must be selected and applied according to the basic requirements, procedures, and provisions detailed in this section and the design specifications for each BMP in Appendix C, Section C.2.” Small Lot BMP Requirements: According to Section 1.2.9.2.1, the following BMPs are required for lots/sites smaller than 22,000 square feet when feasible: full dispersion, full infiltration, limited infiltration, rain gardens, bioretention and permeable pavement. Full Dispersion: According to Appendix C, Section C.2.1, “Where geotechnical evaluation and approval is required for full dispersion that proposes to discharge towards or is within described setbacks of a steep slope hazard area, erosion hazard area, landslide hazard, or slopes greater than 15%, full dispersion is considered infeasible and not required.” Since Lots 2-4 all drain towards a steep slope erosion hazard area (see Earth Solutions NW (ESNW) report, Section 6.1), this BMP is infeasible. Full Infiltration: According to Appendix C, Section C.2.2, “Where geotechnical evaluation and approval is required for full infiltration that proposes to discharge towards or is within described setbacks of a steep slope hazard area, erosion hazard area, landslide hazard, or slopes greater than 15%, full infiltration is considered infeasible and not required” Since lots 2-4 all drain towards a steep slope erosion hazard area(see ESNW report, Section 6.1), this BMP is infeasible. In addition, the in-situ soils have extremely low permeability that will not allow for infiltration. Limited Infiltration: According to Appendix C, Section C.2.3, “Where geotechnical evaluation and approval is required for limited infiltration that proposes to discharge towards or is within described setbacks of a steep slope hazard area, erosion hazard area, landslide hazard, or slopes greater than 15%, limited infiltration is considered infeasible and not required.” Since Lots 2-4 all drain towards a steep slope erosion hazard area (see ESNW report, Section 6.1), this BMP is infeasible. In addition, the in-situ soils have extremely low permeability that will not allow for infiltration. Bioretention: According to Appendix C, Section C.2.6, “Where the minimum design requirements call for geotechnical evaluation and approval for bioretention that proposes to discharge towards or is within described setbacks of a steep slope hazard area, erosion hazard area, landslide hazard, or slopes greater than 15%, bioretention is considered infeasible and not required.” Since Lots 2-4 all drain towards a steep slope erosion hazard area (see ESNW report, Section 6.1), this BMP is infeasible. In addition, the in-situ soils have extremely low permeability that will not allow for infiltration. Permeable Pavement: According to Appendix C, Section C.2.7, “Where the minimum design requirements call for geotechnical evaluation and approval for permeable pavement that proposes to discharge towards or is within described setbacks of a steep slope hazard area, erosion hazard area, landslide hazard, or slopes greater than 15%, permeable pavement is considered infeasible and not required.” Since Lots 2-4 all drain towards a steep slope erosion hazard area (see ESNW report, Section 6.1), this BMP is infeasible. Rain Gardens: Rain gardens have the same infeasibility criteria as bioretention according to Appendix C, Section C.2.12, so they are also infeasible. 17884.001.doc A detention vault has been proposed to provide flow control for this site. The stormwater will then be routed through a Stormfilter before being discharged to the existing on-site stream. Please refer to the enclosed WWHM calculations for further details on the sizing of this facility. As previously noted, the drainage facilities for the original Dalpay Short Plat located north of Lot 1 were sized to accommodate Lot 1. Therefore, no new facilities are proposed to accommodate the runoff from Lot 1. WWHM2012 PROJECT REPORT STORMWATER VAULT CALCULATIONS BCE #17884 APRIL 25, 2018 DALPAY SHORT PLAT 17884-Dalpay 4/25/2018 12:52:54 PM Page 2 General Model Information Project Name:17884-Dalpay Site Name: Site Address: City: Report Date:4/25/2018 Gage:Seatac Data Start:1948/10/01 Data End:2009/09/30 Timestep:15 Minute Precip Scale:1.167 Version Date:2017/04/14 Version:4.2.13 POC Thresholds Low Flow Threshold for POC1:50 Percent of the 2 Year High Flow Threshold for POC1:50 Year 17884-Dalpay 4/25/2018 12:52:54 PM Page 3 Landuse Basin Data Predeveloped Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Forest, Mod 0.38 Pervious Total 0.38 Impervious Land Use acre Impervious Total 0 Basin Total 0.38 Element Flows To: Surface Interflow Groundwater 17884-Dalpay 4/25/2018 12:52:54 PM Page 4 Mitigated Land Use Basin 1 Bypass:No GroundWater:No Pervious Land Use acre C, Lawn, Mod 0.16 Pervious Total 0.16 Impervious Land Use acre ROADS FLAT 0.22 Impervious Total 0.22 Basin Total 0.38 Element Flows To: Surface Interflow Groundwater Vault 1 Vault 1 17884-Dalpay 4/25/2018 12:52:54 PM Page 5 Routing Elements Predeveloped Routing 17884-Dalpay 4/25/2018 12:52:54 PM Page 6 Mitigated Routing Vault 1 Width:14 ft. Length:64 ft. Depth:7.5 ft. Discharge Structure Riser Height:6.5 ft. Riser Diameter:18 in. Orifice 1 Diameter:0.39 in.Elevation:0 ft. Orifice 2 Diameter:0.71 in.Elevation:4.7655 ft. Orifice 3 Diameter:0.42 in.Elevation:5.305 ft. Element Flows To: Outlet 1 Outlet 2 Vault Hydraulic Table Stage(feet)Area(ac.)Volume(ac-ft.)Discharge(cfs)Infilt(cfs) 0.0000 0.020 0.000 0.000 0.000 0.0833 0.020 0.001 0.001 0.000 0.1667 0.020 0.003 0.001 0.000 0.2500 0.020 0.005 0.002 0.000 0.3333 0.020 0.006 0.002 0.000 0.4167 0.020 0.008 0.002 0.000 0.5000 0.020 0.010 0.002 0.000 0.5833 0.020 0.012 0.003 0.000 0.6667 0.020 0.013 0.003 0.000 0.7500 0.020 0.015 0.003 0.000 0.8333 0.020 0.017 0.003 0.000 0.9167 0.020 0.018 0.004 0.000 1.0000 0.020 0.020 0.004 0.000 1.0833 0.020 0.022 0.004 0.000 1.1667 0.020 0.024 0.004 0.000 1.2500 0.020 0.025 0.004 0.000 1.3333 0.020 0.027 0.004 0.000 1.4167 0.020 0.029 0.004 0.000 1.5000 0.020 0.030 0.005 0.000 1.5833 0.020 0.032 0.005 0.000 1.6667 0.020 0.034 0.005 0.000 1.7500 0.020 0.036 0.005 0.000 1.8333 0.020 0.037 0.005 0.000 1.9167 0.020 0.039 0.005 0.000 2.0000 0.020 0.041 0.005 0.000 2.0833 0.020 0.042 0.006 0.000 2.1667 0.020 0.044 0.006 0.000 2.2500 0.020 0.046 0.006 0.000 2.3333 0.020 0.048 0.006 0.000 2.4167 0.020 0.049 0.006 0.000 2.5000 0.020 0.051 0.006 0.000 2.5833 0.020 0.053 0.006 0.000 2.6667 0.020 0.054 0.006 0.000 2.7500 0.020 0.056 0.006 0.000 2.8333 0.020 0.058 0.006 0.000 2.9167 0.020 0.060 0.007 0.000 3.0000 0.020 0.061 0.007 0.000 3.0833 0.020 0.063 0.007 0.000 17884-Dalpay 4/25/2018 12:52:54 PM Page 7 3.1667 0.020 0.065 0.007 0.000 3.2500 0.020 0.066 0.007 0.000 3.3333 0.020 0.068 0.007 0.000 3.4167 0.020 0.070 0.007 0.000 3.5000 0.020 0.072 0.007 0.000 3.5833 0.020 0.073 0.007 0.000 3.6667 0.020 0.075 0.007 0.000 3.7500 0.020 0.077 0.008 0.000 3.8333 0.020 0.078 0.008 0.000 3.9167 0.020 0.080 0.008 0.000 4.0000 0.020 0.082 0.008 0.000 4.0833 0.020 0.084 0.008 0.000 4.1667 0.020 0.085 0.008 0.000 4.2500 0.020 0.087 0.008 0.000 4.3333 0.020 0.089 0.008 0.000 4.4167 0.020 0.090 0.008 0.000 4.5000 0.020 0.092 0.008 0.000 4.5833 0.020 0.094 0.008 0.000 4.6667 0.020 0.096 0.008 0.000 4.7500 0.020 0.097 0.009 0.000 4.8333 0.020 0.099 0.012 0.000 4.9167 0.020 0.101 0.014 0.000 5.0000 0.020 0.102 0.015 0.000 5.0833 0.020 0.104 0.017 0.000 5.1667 0.020 0.106 0.018 0.000 5.2500 0.020 0.108 0.019 0.000 5.3333 0.020 0.109 0.020 0.000 5.4167 0.020 0.111 0.022 0.000 5.5000 0.020 0.113 0.023 0.000 5.5833 0.020 0.114 0.024 0.000 5.6667 0.020 0.116 0.025 0.000 5.7500 0.020 0.118 0.026 0.000 5.8333 0.020 0.120 0.027 0.000 5.9167 0.020 0.121 0.028 0.000 6.0000 0.020 0.123 0.029 0.000 6.0833 0.020 0.125 0.030 0.000 6.1667 0.020 0.126 0.030 0.000 6.2500 0.020 0.128 0.031 0.000 6.3333 0.020 0.130 0.032 0.000 6.4167 0.020 0.132 0.033 0.000 6.5000 0.020 0.133 0.033 0.000 6.5833 0.020 0.135 0.416 0.000 6.6667 0.020 0.137 1.109 0.000 6.7500 0.020 0.138 1.974 0.000 6.8333 0.020 0.140 2.918 0.000 6.9167 0.020 0.142 3.849 0.000 7.0000 0.020 0.144 4.676 0.000 7.0833 0.020 0.145 5.332 0.000 7.1667 0.020 0.147 5.793 0.000 7.2500 0.020 0.149 6.111 0.000 7.3333 0.020 0.150 6.509 0.000 7.4167 0.020 0.152 6.825 0.000 7.5000 0.020 0.154 7.127 0.000 7.5833 0.020 0.156 7.417 0.000 7.6667 0.000 0.000 7.696 0.000 17884-Dalpay 4/25/2018 12:52:54 PM Page 8 Analysis Results POC 1 + Predeveloped x Mitigated Predeveloped Landuse Totals for POC #1 Total Pervious Area:0.38 Total Impervious Area:0 Mitigated Landuse Totals for POC #1 Total Pervious Area:0.16 Total Impervious Area:0.22 Flow Frequency Method:Log Pearson Type III 17B Flow Frequency Return Periods for Predeveloped. POC #1 Return Period Flow(cfs) 2 year 0.015662 5 year 0.026619 10 year 0.035332 25 year 0.048001 50 year 0.058655 100 year 0.07036 Flow Frequency Return Periods for Mitigated. POC #1 Return Period Flow(cfs) 2 year 0.008569 5 year 0.01348 10 year 0.017685 25 year 0.02428 50 year 0.030258 100 year 0.037273 Annual Peaks Annual Peaks for Predeveloped and Mitigated. POC #1 Year Predeveloped Mitigated 1949 0.023 0.006 1950 0.024 0.008 1951 0.031 0.026 1952 0.010 0.006 1953 0.009 0.007 1954 0.012 0.007 1955 0.019 0.007 1956 0.018 0.008 1957 0.016 0.007 1958 0.014 0.008 17884-Dalpay 4/25/2018 12:53:53 PM Page 9 1959 0.012 0.006 1960 0.025 0.019 1961 0.012 0.008 1962 0.008 0.006 1963 0.012 0.007 1964 0.016 0.008 1965 0.012 0.008 1966 0.010 0.007 1967 0.027 0.008 1968 0.015 0.007 1969 0.014 0.007 1970 0.011 0.007 1971 0.015 0.008 1972 0.024 0.018 1973 0.011 0.008 1974 0.015 0.008 1975 0.019 0.007 1976 0.014 0.007 1977 0.006 0.006 1978 0.011 0.008 1979 0.007 0.005 1980 0.043 0.024 1981 0.010 0.007 1982 0.025 0.010 1983 0.016 0.008 1984 0.010 0.006 1985 0.006 0.006 1986 0.025 0.008 1987 0.023 0.015 1988 0.010 0.006 1989 0.006 0.006 1990 0.072 0.021 1991 0.033 0.017 1992 0.013 0.008 1993 0.012 0.006 1994 0.005 0.005 1995 0.015 0.008 1996 0.041 0.027 1997 0.029 0.026 1998 0.011 0.006 1999 0.046 0.017 2000 0.011 0.008 2001 0.003 0.005 2002 0.016 0.009 2003 0.027 0.007 2004 0.025 0.026 2005 0.017 0.007 2006 0.017 0.008 2007 0.055 0.035 2008 0.056 0.026 2009 0.024 0.009 Ranked Annual Peaks Ranked Annual Peaks for Predeveloped and Mitigated. POC #1 Rank Predeveloped Mitigated 1 0.0723 0.0353 2 0.0563 0.0268 3 0.0554 0.0264 17884-Dalpay 4/25/2018 12:53:53 PM Page 10 4 0.0464 0.0263 5 0.0428 0.0260 6 0.0408 0.0258 7 0.0330 0.0235 8 0.0307 0.0212 9 0.0292 0.0195 10 0.0267 0.0180 11 0.0267 0.0172 12 0.0251 0.0171 13 0.0250 0.0145 14 0.0249 0.0097 15 0.0245 0.0087 16 0.0244 0.0085 17 0.0241 0.0085 18 0.0239 0.0085 19 0.0232 0.0085 20 0.0228 0.0084 21 0.0192 0.0084 22 0.0188 0.0080 23 0.0177 0.0079 24 0.0172 0.0079 25 0.0169 0.0079 26 0.0164 0.0079 27 0.0160 0.0078 28 0.0156 0.0077 29 0.0155 0.0077 30 0.0154 0.0076 31 0.0148 0.0076 32 0.0147 0.0075 33 0.0145 0.0075 34 0.0144 0.0074 35 0.0138 0.0074 36 0.0137 0.0074 37 0.0130 0.0073 38 0.0125 0.0073 39 0.0122 0.0072 40 0.0121 0.0071 41 0.0118 0.0071 42 0.0116 0.0071 43 0.0116 0.0070 44 0.0113 0.0069 45 0.0111 0.0069 46 0.0111 0.0069 47 0.0110 0.0067 48 0.0110 0.0065 49 0.0102 0.0064 50 0.0100 0.0063 51 0.0098 0.0063 52 0.0097 0.0063 53 0.0096 0.0062 54 0.0086 0.0061 55 0.0080 0.0060 56 0.0066 0.0059 57 0.0063 0.0057 58 0.0059 0.0056 59 0.0057 0.0054 60 0.0050 0.0053 61 0.0029 0.0050 17884-Dalpay 4/25/2018 12:53:53 PM Page 11 17884-Dalpay 4/25/2018 12:53:53 PM Page 12 Duration Flows The Facility PASSED Flow(cfs)Predev Mit Percentage Pass/Fail 0.0078 16206 11691 72 Pass 0.0083 14117 6586 46 Pass 0.0089 12192 3330 27 Pass 0.0094 10504 2428 23 Pass 0.0099 9161 2329 25 Pass 0.0104 7974 2263 28 Pass 0.0109 6951 2192 31 Pass 0.0114 6147 2128 34 Pass 0.0119 5454 2051 37 Pass 0.0125 4860 1961 40 Pass 0.0130 4363 1883 43 Pass 0.0135 3923 1764 44 Pass 0.0140 3482 1656 47 Pass 0.0145 3091 1568 50 Pass 0.0150 2736 1457 53 Pass 0.0155 2415 1366 56 Pass 0.0160 2160 1234 57 Pass 0.0166 1934 1119 57 Pass 0.0171 1760 1017 57 Pass 0.0176 1598 925 57 Pass 0.0181 1395 840 60 Pass 0.0186 1246 761 61 Pass 0.0191 1120 689 61 Pass 0.0196 1036 626 60 Pass 0.0202 942 586 62 Pass 0.0207 875 552 63 Pass 0.0212 789 500 63 Pass 0.0217 713 465 65 Pass 0.0222 633 440 69 Pass 0.0227 548 399 72 Pass 0.0232 465 355 76 Pass 0.0237 392 305 77 Pass 0.0243 351 263 74 Pass 0.0248 309 225 72 Pass 0.0253 265 193 72 Pass 0.0258 218 155 71 Pass 0.0263 184 114 61 Pass 0.0268 152 91 59 Pass 0.0273 126 85 67 Pass 0.0279 113 78 69 Pass 0.0284 94 71 75 Pass 0.0289 80 65 81 Pass 0.0294 67 60 89 Pass 0.0299 60 56 93 Pass 0.0304 49 50 102 Pass 0.0309 44 46 104 Pass 0.0314 41 42 102 Pass 0.0320 35 37 105 Pass 0.0325 30 31 103 Pass 0.0330 25 20 80 Pass 0.0335 20 13 65 Pass 0.0340 18 2 11 Pass 0.0345 12 2 16 Pass 17884-Dalpay 4/25/2018 12:53:53 PM Page 13 0.0350 12 2 16 Pass 0.0356 11 0 0 Pass 0.0361 11 0 0 Pass 0.0366 10 0 0 Pass 0.0371 9 0 0 Pass 0.0376 9 0 0 Pass 0.0381 9 0 0 Pass 0.0386 9 0 0 Pass 0.0391 9 0 0 Pass 0.0397 9 0 0 Pass 0.0402 9 0 0 Pass 0.0407 9 0 0 Pass 0.0412 8 0 0 Pass 0.0417 8 0 0 Pass 0.0422 8 0 0 Pass 0.0427 7 0 0 Pass 0.0433 6 0 0 Pass 0.0438 6 0 0 Pass 0.0443 6 0 0 Pass 0.0448 6 0 0 Pass 0.0453 6 0 0 Pass 0.0458 6 0 0 Pass 0.0463 6 0 0 Pass 0.0468 5 0 0 Pass 0.0474 5 0 0 Pass 0.0479 5 0 0 Pass 0.0484 5 0 0 Pass 0.0489 5 0 0 Pass 0.0494 5 0 0 Pass 0.0499 5 0 0 Pass 0.0504 5 0 0 Pass 0.0510 4 0 0 Pass 0.0515 4 0 0 Pass 0.0520 4 0 0 Pass 0.0525 4 0 0 Pass 0.0530 4 0 0 Pass 0.0535 4 0 0 Pass 0.0540 4 0 0 Pass 0.0545 4 0 0 Pass 0.0551 4 0 0 Pass 0.0556 3 0 0 Pass 0.0561 3 0 0 Pass 0.0566 1 0 0 Pass 0.0571 1 0 0 Pass 0.0576 1 0 0 Pass 0.0581 1 0 0 Pass 0.0587 1 0 0 Pass 17884-Dalpay 4/25/2018 12:53:53 PM Page 14 Water Quality Water Quality BMP Flow and Volume for POC #1 On-line facility volume:0.0135 acre-feet On-line facility target flow:0.0068 cfs. Adjusted for 15 min:0.0068 cfs. Off-line facility target flow:0.0044 cfs. Adjusted for 15 min:0.0044 cfs. 17884-Dalpay 4/25/2018 12:53:54 PM Page 15 LID Report 17884-Dalpay 4/25/2018 12:54:32 PM Page 16 Model Default Modifications Total of 0 changes have been made. PERLND Changes No PERLND changes have been made. IMPLND Changes No IMPLND changes have been made. 17884-Dalpay 4/25/2018 12:54:32 PM Page 17 Appendix Predeveloped Schematic 17884-Dalpay 4/25/2018 12:54:33 PM Page 18 Mitigated Schematic 17884-Dalpay 4/25/2018 12:54:33 PM Page 19 Predeveloped UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 17884-Dalpay.wdm MESSU 25 Pre17884-Dalpay.MES 27 Pre17884-Dalpay.L61 28 Pre17884-Dalpay.L62 30 POC17884-Dalpay1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 11 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Basin 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 11 C, Forest, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 11 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 11 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO 17884-Dalpay 4/25/2018 12:54:33 PM Page 20 PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 11 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 11 0 4.5 0.08 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 11 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 11 0.2 0.5 0.35 6 0.5 0.7 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 11 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** # - # ***PETMAX PETMIN END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS END IWAT-STATE1 17884-Dalpay 4/25/2018 12:54:33 PM Page 21 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 11 0.38 COPY 501 12 PERLND 11 0.38 COPY 501 13 ******Routing****** END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.167 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.167 IMPLND 1 999 EXTNL PREC 17884-Dalpay 4/25/2018 12:54:33 PM Page 22 WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** COPY 501 OUTPUT MEAN 1 1 48.4 WDM 501 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 END MASS-LINK END RUN 17884-Dalpay 4/25/2018 12:54:33 PM Page 23 Mitigated UCI File RUN GLOBAL WWHM4 model simulation START 1948 10 01 END 2009 09 30 RUN INTERP OUTPUT LEVEL 3 0 RESUME 0 RUN 1 UNIT SYSTEM 1 END GLOBAL FILES <File> <Un#> <-----------File Name------------------------------>*** <-ID-> *** WDM 26 17884-Dalpay.wdm MESSU 25 Mit17884-Dalpay.MES 27 Mit17884-Dalpay.L61 28 Mit17884-Dalpay.L62 30 POC17884-Dalpay1.dat END FILES OPN SEQUENCE INGRP INDELT 00:15 PERLND 17 IMPLND 1 RCHRES 1 COPY 1 COPY 501 DISPLY 1 END INGRP END OPN SEQUENCE DISPLY DISPLY-INFO1 # - #<----------Title----------->***TRAN PIVL DIG1 FIL1 PYR DIG2 FIL2 YRND 1 Vault 1 MAX 1 2 30 9 END DISPLY-INFO1 END DISPLY COPY TIMESERIES # - # NPT NMN *** 1 1 1 501 1 1 END TIMESERIES END COPY GENER OPCODE # # OPCD *** END OPCODE PARM # # K *** END PARM END GENER PERLND GEN-INFO <PLS ><-------Name------->NBLKS Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 17 C, Lawn, Mod 1 1 1 1 27 0 END GEN-INFO *** Section PWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC *** 17 0 0 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ***************************** PIVL PYR # - # ATMP SNOW PWAT SED PST PWG PQAL MSTL PEST NITR PHOS TRAC ********* 17884-Dalpay 4/25/2018 12:54:33 PM Page 24 17 0 0 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO PWAT-PARM1 <PLS > PWATER variable monthly parameter value flags *** # - # CSNO RTOP UZFG VCS VUZ VNN VIFW VIRC VLE INFC HWT *** 17 0 0 0 0 0 0 0 0 0 0 0 END PWAT-PARM1 PWAT-PARM2 <PLS > PWATER input info: Part 2 *** # - # ***FOREST LZSN INFILT LSUR SLSUR KVARY AGWRC 17 0 4.5 0.03 400 0.1 0.5 0.996 END PWAT-PARM2 PWAT-PARM3 <PLS > PWATER input info: Part 3 *** # - # ***PETMAX PETMIN INFEXP INFILD DEEPFR BASETP AGWETP 17 0 0 2 2 0 0 0 END PWAT-PARM3 PWAT-PARM4 <PLS > PWATER input info: Part 4 *** # - # CEPSC UZSN NSUR INTFW IRC LZETP *** 17 0.1 0.25 0.25 6 0.5 0.25 END PWAT-PARM4 PWAT-STATE1 <PLS > *** Initial conditions at start of simulation ran from 1990 to end of 1992 (pat 1-11-95) RUN 21 *** # - # *** CEPS SURS UZS IFWS LZS AGWS GWVS 17 0 0 0 0 2.5 1 0 END PWAT-STATE1 END PERLND IMPLND GEN-INFO <PLS ><-------Name-------> Unit-systems Printer *** # - # User t-series Engl Metr *** in out *** 1 ROADS/FLAT 1 1 1 27 0 END GEN-INFO *** Section IWATER*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # ATMP SNOW IWAT SLD IWG IQAL *** 1 0 0 1 0 0 0 END ACTIVITY PRINT-INFO <ILS > ******** Print-flags ******** PIVL PYR # - # ATMP SNOW IWAT SLD IWG IQAL ********* 1 0 0 4 0 0 0 1 9 END PRINT-INFO IWAT-PARM1 <PLS > IWATER variable monthly parameter value flags *** # - # CSNO RTOP VRS VNN RTLI *** 1 0 0 0 0 0 END IWAT-PARM1 IWAT-PARM2 <PLS > IWATER input info: Part 2 *** # - # *** LSUR SLSUR NSUR RETSC 1 400 0.01 0.1 0.1 END IWAT-PARM2 IWAT-PARM3 <PLS > IWATER input info: Part 3 *** 17884-Dalpay 4/25/2018 12:54:33 PM Page 25 # - # ***PETMAX PETMIN 1 0 0 END IWAT-PARM3 IWAT-STATE1 <PLS > *** Initial conditions at start of simulation # - # *** RETS SURS 1 0 0 END IWAT-STATE1 END IMPLND SCHEMATIC <-Source-> <--Area--> <-Target-> MBLK *** <Name> # <-factor-> <Name> # Tbl# *** Basin 1*** PERLND 17 0.16 RCHRES 1 2 PERLND 17 0.16 RCHRES 1 3 IMPLND 1 0.22 RCHRES 1 5 ******Routing****** PERLND 17 0.16 COPY 1 12 IMPLND 1 0.22 COPY 1 15 PERLND 17 0.16 COPY 1 13 RCHRES 1 1 COPY 501 16 END SCHEMATIC NETWORK <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** COPY 501 OUTPUT MEAN 1 1 48.4 DISPLY 1 INPUT TIMSER 1 <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # #<-factor->strg <Name> # # <Name> # # *** END NETWORK RCHRES GEN-INFO RCHRES Name Nexits Unit Systems Printer *** # - #<------------------><---> User T-series Engl Metr LKFG *** in out *** 1 Vault 1 1 1 1 1 28 0 1 END GEN-INFO *** Section RCHRES*** ACTIVITY <PLS > ************* Active Sections ***************************** # - # HYFG ADFG CNFG HTFG SDFG GQFG OXFG NUFG PKFG PHFG *** 1 1 0 0 0 0 0 0 0 0 0 END ACTIVITY PRINT-INFO <PLS > ***************** Print-flags ******************* PIVL PYR # - # HYDR ADCA CONS HEAT SED GQL OXRX NUTR PLNK PHCB PIVL PYR ********* 1 4 0 0 0 0 0 0 0 0 0 1 9 END PRINT-INFO HYDR-PARM1 RCHRES Flags for each HYDR Section *** # - # VC A1 A2 A3 ODFVFG for each *** ODGTFG for each FUNCT for each FG FG FG FG possible exit *** possible exit possible exit * * * * * * * * * * * * * * *** 1 0 1 0 0 4 0 0 0 0 0 0 0 0 0 2 2 2 2 2 END HYDR-PARM1 HYDR-PARM2 # - # FTABNO LEN DELTH STCOR KS DB50 *** <------><--------><--------><--------><--------><--------><--------> *** 17884-Dalpay 4/25/2018 12:54:33 PM Page 26 1 1 0.01 0.0 0.0 0.5 0.0 END HYDR-PARM2 HYDR-INIT RCHRES Initial conditions for each HYDR section *** # - # *** VOL Initial value of COLIND Initial value of OUTDGT *** ac-ft for each possible exit for each possible exit <------><--------> <---><---><---><---><---> *** <---><---><---><---><---> 1 0 4.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 END HYDR-INIT END RCHRES SPEC-ACTIONS END SPEC-ACTIONS FTABLES FTABLE 1 92 4 Depth Area Volume Outflow1 Velocity Travel Time*** (ft) (acres) (acre-ft) (cfs) (ft/sec) (Minutes)*** 0.000000 0.020569 0.000000 0.000000 0.083333 0.020569 0.001714 0.001192 0.166667 0.020569 0.003428 0.001685 0.250000 0.020569 0.005142 0.002064 0.333333 0.020569 0.006856 0.002383 0.416667 0.020569 0.008571 0.002664 0.500000 0.020569 0.010285 0.002919 0.583333 0.020569 0.011999 0.003152 0.666667 0.020569 0.013713 0.003370 0.750000 0.020569 0.015427 0.003575 0.833333 0.020569 0.017141 0.003768 0.916667 0.020569 0.018855 0.003952 1.000000 0.020569 0.020569 0.004128 1.083333 0.020569 0.022283 0.004296 1.166667 0.020569 0.023998 0.004458 1.250000 0.020569 0.025712 0.004615 1.333333 0.020569 0.027426 0.004766 1.416667 0.020569 0.029140 0.004913 1.500000 0.020569 0.030854 0.005055 1.583333 0.020569 0.032568 0.005194 1.666667 0.020569 0.034282 0.005329 1.750000 0.020569 0.035996 0.005460 1.833333 0.020569 0.037710 0.005589 1.916667 0.020569 0.039425 0.005714 2.000000 0.020569 0.041139 0.005837 2.083333 0.020569 0.042853 0.005958 2.166667 0.020569 0.044567 0.006076 2.250000 0.020569 0.046281 0.006191 2.333333 0.020569 0.047995 0.006305 2.416667 0.020569 0.049709 0.006416 2.500000 0.020569 0.051423 0.006526 2.583333 0.020569 0.053137 0.006634 2.666667 0.020569 0.054852 0.006740 2.750000 0.020569 0.056566 0.006845 2.833333 0.020569 0.058280 0.006948 2.916667 0.020569 0.059994 0.007049 3.000000 0.020569 0.061708 0.007149 3.083333 0.020569 0.063422 0.007248 3.166667 0.020569 0.065136 0.007345 3.250000 0.020569 0.066850 0.007441 3.333333 0.020569 0.068564 0.007536 3.416667 0.020569 0.070279 0.007629 3.500000 0.020569 0.071993 0.007722 3.583333 0.020569 0.073707 0.007813 3.666667 0.020569 0.075421 0.007904 3.750000 0.020569 0.077135 0.007993 3.833333 0.020569 0.078849 0.008081 3.916667 0.020569 0.080563 0.008169 4.000000 0.020569 0.082277 0.008255 4.083333 0.020569 0.083991 0.008341 4.166667 0.020569 0.085706 0.008425 4.250000 0.020569 0.087420 0.008509 17884-Dalpay 4/25/2018 12:54:33 PM Page 27 4.333333 0.020569 0.089134 0.008592 4.416667 0.020569 0.090848 0.008674 4.500000 0.020569 0.092562 0.008756 4.583333 0.020569 0.094276 0.008836 4.666667 0.020569 0.095990 0.008916 4.750000 0.020569 0.097704 0.008996 4.833333 0.020569 0.099418 0.012637 4.916667 0.020569 0.101133 0.014471 5.000000 0.020569 0.102847 0.015854 5.083333 0.020569 0.104561 0.017018 5.166667 0.020569 0.106275 0.018046 5.250000 0.020569 0.107989 0.018979 5.333333 0.020569 0.109703 0.020646 5.416667 0.020569 0.111417 0.022245 5.500000 0.020569 0.113131 0.023518 5.583333 0.020569 0.114845 0.024649 5.666667 0.020569 0.116560 0.025690 5.750000 0.020569 0.118274 0.026664 5.833333 0.020569 0.119988 0.027584 5.916667 0.020569 0.121702 0.028461 6.000000 0.020569 0.123416 0.029300 6.083333 0.020569 0.125130 0.030107 6.166667 0.020569 0.126844 0.030886 6.250000 0.020569 0.128558 0.031640 6.333333 0.020569 0.130272 0.032370 6.416667 0.020569 0.131987 0.033081 6.500000 0.020569 0.133701 0.033772 6.583333 0.020569 0.135415 0.416738 6.666667 0.020569 0.137129 1.109375 6.750000 0.020569 0.138843 1.974179 6.833333 0.020569 0.140557 2.918898 6.916667 0.020569 0.142271 3.849616 7.000000 0.020569 0.143985 4.676693 7.083333 0.020569 0.145699 5.332138 7.166667 0.020569 0.147414 5.793273 7.250000 0.020569 0.149128 6.111029 7.333333 0.020569 0.150842 6.509129 7.416667 0.020569 0.152556 6.825438 7.500000 0.020569 0.154270 7.127684 7.583333 0.020569 0.155984 7.417592 END FTABLE 1 END FTABLES EXT SOURCES <-Volume-> <Member> SsysSgap<--Mult-->Tran <-Target vols> <-Grp> <-Member-> *** <Name> # <Name> # tem strg<-factor->strg <Name> # # <Name> # # *** WDM 2 PREC ENGL 1.167 PERLND 1 999 EXTNL PREC WDM 2 PREC ENGL 1.167 IMPLND 1 999 EXTNL PREC WDM 1 EVAP ENGL 0.76 PERLND 1 999 EXTNL PETINP WDM 1 EVAP ENGL 0.76 IMPLND 1 999 EXTNL PETINP END EXT SOURCES EXT TARGETS <-Volume-> <-Grp> <-Member-><--Mult-->Tran <-Volume-> <Member> Tsys Tgap Amd *** <Name> # <Name> # #<-factor->strg <Name> # <Name> tem strg strg*** RCHRES 1 HYDR RO 1 1 1 WDM 1000 FLOW ENGL REPL RCHRES 1 HYDR STAGE 1 1 1 WDM 1001 STAG ENGL REPL COPY 1 OUTPUT MEAN 1 1 48.4 WDM 701 FLOW ENGL REPL COPY 501 OUTPUT MEAN 1 1 48.4 WDM 801 FLOW ENGL REPL END EXT TARGETS MASS-LINK <Volume> <-Grp> <-Member-><--Mult--> <Target> <-Grp> <-Member->*** <Name> <Name> # #<-factor-> <Name> <Name> # #*** MASS-LINK 2 PERLND PWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 2 MASS-LINK 3 17884-Dalpay 4/25/2018 12:54:33 PM Page 28 PERLND PWATER IFWO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 3 MASS-LINK 5 IMPLND IWATER SURO 0.083333 RCHRES INFLOW IVOL END MASS-LINK 5 MASS-LINK 12 PERLND PWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 12 MASS-LINK 13 PERLND PWATER IFWO 0.083333 COPY INPUT MEAN END MASS-LINK 13 MASS-LINK 15 IMPLND IWATER SURO 0.083333 COPY INPUT MEAN END MASS-LINK 15 MASS-LINK 16 RCHRES ROFLOW COPY INPUT MEAN END MASS-LINK 16 END MASS-LINK END RUN 17884-Dalpay 4/25/2018 12:54:33 PM Page 29 Predeveloped HSPF Message File 17884-Dalpay 4/25/2018 12:54:33 PM Page 30 Mitigated HSPF Message File 17884-Dalpay 4/25/2018 12:54:34 PM Page 31 Disclaimer Legal Notice This program and accompanying documentation are provided 'as-is' without warranty of any kind. The entire risk regarding the performance and results of this program is assumed by End User. Clear Creek Solutions Inc. and the governmental licensee or sublicensees disclaim all warranties, either expressed or implied, including but not limited to implied warranties of program and accompanying documentation. In no event shall Clear Creek Solutions Inc. be liable for any damages whatsoever (including without limitation to damages for loss of business profits, loss of business information, business interruption, and the like) arising out of the use of, or inability to use this program even if Clear Creek Solutions Inc. or their authorized representatives have been advised of the possibility of such damages. Software Copyright © by : Clear Creek Solutions, Inc. 2005-2018; All Rights Reserved. Clear Creek Solutions, Inc. 6200 Capitol Blvd. Ste F Olympia, WA. 98501 Toll Free 1(866)943-0304 Local (360)943-0304 www.clearcreeksolutions.com 17884.001.doc E. Water Quality System A Stormfilter has been proposed to provide the required water quality treatment for the developed runoff from Lots 2-4 and the adjacent PAT. Calculations for this facility will be provided with the final construction plans and TIR. This Stormfilter will be sized and designed in accordance with the 2017 RSWDM. Tab 5.0 17884.001.doc 5.0 CONVEYANCE SYSTEM ANALYSIS AND DESIGN With the final engineering plans and TIR, this section will contain the typical calculations necessary for the sizing of the pipe facilities proposed on this project. The Rational Method and Manning's Formula will be used for the sizing purposes. Conveyance pipes will be sized to accommodate the 25-year storm event at a flowing full condition. Tab 6.0 Geotechnical Engineering Study by Earth Solutions NW, LLC dated December 13, 2015 6.1 17884.001.doc 6.0 SPECIAL REPORTS AND STUDIES The following special reports and studies are included: 6.1 Geotechnical Engineering Study for Dalpay Short Plat prepared by Earth Solutions NW, LLC dated December 13, 2015 6.2 Geotechnical Addendum for Dalpay Short Plat prepared by Earth Solutions NW, LLC dated February 13, 2017. 6.3 Response to Review Comments for Dalpay Short Plat prepared by Earth Solutions NW, LLC dated February 21, 2018 EarthSolutionsNWLLC EarthSolutions NW LLC Geotechnical Engineering Geology Environmental Scientists Construction Monitoring 1805 -136th Place N.E.,Suite 201 Bellevue,WA 98005 (425)449-4704 Fax (425)449-4711 www.earthsolutionsnw.com GEOTECHNICAL ENGINEERING STUDY DALPAY SHORT PLAT REDMOND COURT NORTHEAST RENTON,WASHINGTON ES-4208 2005 2015 Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC Geotechnical Engineering,Construction Monitoring EarthSolutionsNWLLC EarthSolutions NW LLC and Environmental Sciences Vicinity Map Dalpay Short Plat Renton,Washington MRS TJM 12/09/2015 Dec.2015 4208 1 NORTH NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. Reference: King County,Washington Map 626 By The Thomas Guide Rand McNally 32nd Edition SITE Plate Proj.No. Date Checked By Drwn.ByEarthSolutionsNWLLCGeotechnicalEngineering,ConstructionMonitoringandEnvironmentalSciencesEarthSolutionsNWLLCEarthSolutionsNWLLCTestPitLocationPlanDalpayShortPlatRenton,WashingtonMRS TJM 12/09/2015 4208 2NORTH03060120 Sc ale in Feet1"=6 0 ' NOTE:This plate may contain areas of color.ESNW cannot be responsible for any subsequent misinterpretation of the information resulting from black &white reproductions of this plate. NOTE:The graphics shown on this plate are not intended for design purposes or precise scale measurements,but only to illustrate the approximate test locations relative to the approximate locations of existing and /or proposed site features.The information illustrated is largely based on data provided by the client at the time of our study.ESNW cannot be responsible for subsequent design changes or interpretation of the data by others. LEGEND Approximate Location of ESNW Test Pit,Proj.No. ES-4208,Nov.2015 Subject Site REDMOND COURT N.E. TP-1 TP-2 TP-3 TP-4 RE DMOND PLACE N.E.N.E.19THSTREETVeldyke II Short Plat Lot 1 Lot 2 Lot 3 Lot 4 380 390 400 410 420 380390 400 410 420 390 390 410 410 Rockery TP-1 Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC Geotechnical Engineering,Construction Monitoring and Environmental Sciences EarthSolutionsNWLLC EarthSolutions NW LLC RETAINING WALL DRAINAGE DETAIL Dalpay Short Plat Renton,Washington MRS TJM 12/10/2015 Dec.2015 4208 3 NOTES: Free Draining Backfill should consist of soil having less than 5 percent fines. Percent passing #4 should be 25 to 75 percent. Sheet Drain may be feasible in lieu of Free Draining Backfill,per ESNW recommendations. Drain Pipe should consist of perforated, rigid PVC Pipe surrounded with 1" Drain Rock. LEGEND: Free Draining Structural Backfill 1 inch Drain Rock 18"Min. Structural Fill Perforated Drain Pipe (Surround In Drain Rock) SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAWING Drwn. Checked Date Date Proj.No. Plate Earth Solutions NWLLC Geotechnical Engineering,Construction Monitoring and Environmental Sciences EarthSolutionsNWLLC EarthSolutions NW LLC FOOTING DRAIN DETAIL Slope Perforated Rigid Drain Pipe (Surround with 1"Rock) 18"(Min.) NOTES: Do NOT tie roof downspouts to Footing Drain. Surface Seal to consist of 12"of less permeable,suitable soil.Slope away from building. LEGEND: Surface Seal;native soil or other low permeability material. 1"Drain Rock SCHEMATIC ONLY -NOT TO SCALE NOT A CONSTRUCTION DRAW ING Dalpay Short Plat Renton,Washington MRS TJM 12/10/2015 Dec.2015 4208 4 Geotechnical Addendum by Earth Solutions NW, LLC dated February 13, 2017 6.2 Response to Review Comments by Earth Solutions NW, LLC dated February 21, 2018 6.3 Tab 7.0 17884.001.doc 7.0 OTHER PERMITS The City of Renton will be the governing body for the roadway, grading, and storm drainage construction of the project. A building permit and grading permit will be required for the construction of the proposed improvements. Other anticipated permits and information that will be required for the project are listed below: Postmaster / Mailbox Locations Approval Fire Marshal / Fire Hydrant Locations Approval Water Availability Certificate Sewer Availability Certificate Construction Stormwater General Permit (Department of Ecology) Forest Practices Permit (Department of Natural Resources) Tab 8.0 17884.001.doc 8.0 CONSTRUCTION STORMWATER POLLUTION PREVENTION PLAN ANALYSIS AND DESIGN A. Erosion and Sediment Control (ESC) Plan Analysis and Design The erosion and sediment control plans for the Dalpay Short Plat will be prepared in accordance with the 2017 RSWDM and will comply with standard industry practices throughout the construction process to limit the amount of sediment traveling into the downstream storm drainage systems. Temporary sediment traps will be constructed to provide sediment retention on site before discharging into the ground. The site's runoff will be conveyed from the roads and lot areas via temporary V-ditches with rock checkdams or sheetflow to the temporary sediment traps. Additional BMPs will be proposed as necessary and will include rocked construction entrances, silt fencing where needed, straw mulch for the areas that reach final grade in the lot areas, and hydroseeding. Clearing limits will be established per the final construction plans. The temporary sediment traps will trap sediment prior to any discharge off site. Due to site topography and soil type, there is a risk for erosion. Standard erosion control measures noted in this section should be sufficient to control erosion and prevent sediment from leaving the site. Silt fence will be installed at all locations where sediment-laden runoff may potentially leave the site. Cover measures shall be provided by the contractor when necessary on stockpiled material and all disturbed areas. Temporary cover shall be installed if an area is to remain unworked for more than seven days during the dry season (May 1 to September 30) or for more than two days during the wet season (October 1 to April 30). During the wet season the contractor shall stockpile material necessary to cover all disturbed areas. Slopes and stockpiles 3H:1V or steeper with more than 10 feet of vertical relief shall be covered if they are to remain unworked for more than 12 hours. All disturbed areas will be paved, covered with a house, or landscaped with grass, shrubbery, or trees pursuant to the development plans to provide permanent erosion control. The Temporary Erosion and Sedimentation Control (TESC) analysis and design complies with the 2017 RSWDM. The TESC elements are addressed as follows: Clearing Limits: The clearing limits will be shown on the final engineering plans and will be flagged in the field. The project is proposing to save existing trees where possible on the site. Cover Measures: Cover measures will be added in the TESC notes and on the final engineering plans. Perimeter Protection: Perimeter protection will be shown on the engineering plans (silt fencing). Traffic Area Stabilization: A stabilized gravel construction entrance will be shown on the engineering plans. Sediment Retention: Temporary sediment ponds will be proposed on the final construction plans to retain sediment onsite. 17884.001.doc Surface Water Control: Interceptor ditches will be shown on the final engineering plans and will be implemented if needed. Dust Control: Dust will be controlled by water trucks if necessary. Wet Season Construction: Construction will be conducted according to the City of Renton standards during the wet season. Construction within Sensitive Areas and Buffers: There is an existing Native Growth Protection Easement (NGPE) on the site for steep slopes and a creek. The project is not proposing and construction in this area. Maintenance: Maintenance requirements will be detailed in the TESC notes on the final engineering plans. Final Stabilization: Upon completion of the project, all disturbed areas will be stabilized and Best Management Practices removed if appropriate. B. Stormwater Pollution Prevention Plan This report will be prepared with the final engineering plans and TIR. Tab 9.0 17884.001 9.0 BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT These items will be completed with the final engineering plans and TIR. Tab 10.0 17884.001.doc 10.0 OPERATIONS AND MAINTENANCE MANUAL The drainage facilities on this project will be private facilities owned and maintained by the Homeowners Association. Therefore, an Operation and Maintenance Manual will be provided with the final construction plans and TIR.