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HomeMy WebLinkAbout16-000173 Greenleaf II Short PlatI I I I I I I I I I I I I I I I I I I GREENLEAF 2 Technical Information Report February 15, 2016 Prepared for Conner Homes 12600 SE 381h St. Suite 250 Bellevue. WA 98004 Submitted by ESM Consulting Engineers. LLC 33400 81h Avenue S. Suite 205 Federal Way. WA 98003 253.838.6113 tel 253.838.7104 fax www.esmcivil.com MAR O 8 ?016 r:~~:_" ·~--_: ~~-, ... ~+, -~.~J Vi.:·-~'.:.\·:; D.: ::,O;'i ~---------------------------- I I I I I I I I I I I I I I I I I I I February 15, 2016 Approved By: City of Renton TECHNICAL INFORMATION REPORT FOR GREENLEAF 2 Prepared for: Conner Homes 12600 SE 381 h St, Suite 250 Bellewe, WA 98004 Prepared by: ESM Consulting Engineers 33400 81 h Avenue S, Suite 205 Federal Way, WA 98003 Job No. 258-044-013 Date I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS 1. PROJECT OVERVIEW ................................................................................................................................................................................. 1-1 2. CONDITIONS AND REQUIREMENTS SUMMARY..................................................................................................... 2-1 3. OFF-SITE ANALYSIS .................................................................................................................................................................................... 3-1 4. FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS AND DESIGN .............................. 4-1 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN ............................................................................................... 5-1 6. SPECIAL REPORTS AND STUDIES ............................................................................................................................................ 6-1 7. OTHER PERMITS.............................................................................................................................................................................................. 7-1 8. CSWPPP ANALYSIS AND DESIGN ............................................................................................................................................. 8-1 9. BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT.... 9-1 10. OPERATIONS AND MAINTENANCE MANUAL............................................................................................................. 10-1 LIST OF FIGURES 1.1 Vicinity Map 1.2 Existing Site Conditions 1.3 Proposed Site Conditions 1.4 Soils Map 3.1 KCGIS Parcel Reports/Environmental Hazards 3.2 Offsite Analysis Downstream Rowpath 4.1 Pond Existing Tributary Area Map 4.2 Pond Developed Tributary Area Map Appendix A: Appendix B: Appendix C: Appendix D APPENDIX KCRTS Pond Sizing Output Geotech Report and Summary Letter prepared by Earth Solutions NW Critical Area Report for Panther Lake, prepared by Sewall Wetland Consulting, Inc. Operations and Maintenance Manual ~------------------------------- I I I •• I I I I I I I I I I I I I I I 1. PROJECT OVERVIEW The original Greenleaf project is a 34-lot plat located on the west side of 108th Ave SE, just north of SE 192nd S~ in the City of Renton, WA The proposed Greenleaf 2 project is an extension of the original projec~ consisting of a 3-lot short plat on parcel 3223059088, north of SE 188th Stree~ on 0.53 acres. See Figure 1.1 for the Greenleaf Vicinity Map . Structures on the existing site have been demolished and the parcel is generally grassed with trees. The existing site is moderately sloped at approximately 5 percent sloping generally to the southwest. See Figure 1.2 for the Existing Site Conditions. The Greenleaf 2 0.53 acre project site consists of 3 residential lots that will have new single-family dwelling units. 31 lots were developed under a previously approved permit, and 3 lots were added later. For access, the original project created a new intersection off 108th Ave SE at the northeast corner of the project site. There is also an access point to 108th Ave SE created at the midpoint of the project site, through an access easement of the adjoining property. The Greenleaf 2 project will access off of this second access point to 108th Ave SE, now called SE 188'h Street See Figure 1.3 for the Proposed Site Conditions. According to the Geotech Report prepared by Earth Solutions NW and the Summary Letter for Greenleaf 2, the overall site is underlain primarily by native soils consisting of dense glacial till and silty sand with gravel. Additionally, according to the USDA NRCS soil mapping service, the entire site is underlain by Alderwood Gravelly Sandy Loam (a till soi\), which varies from 5-30%. See Figure 1.4 for the Soils Map. A stormwater detention pond located in the southwest portion of the overall site was previously approved to meet the overall project's stormwater detention requirements. The detention pond was designed with a factor of safety and has sufficient capacity to accommodate the proposed Greenleaf 2 project See Section 4 for more information. A Kirstar Perk Filter vault that follows the detention pond treats the original Greenleaf project. Since the proposed three lot addition does not create pollution generating areas, no additional water quality treatment is proposed for the Greenleaf 2 3 lot addition. The detention pond/Kristar Perk Filter discharges to the west to Panther Creek, a well defined stream. Based on the City of Renton's Row Control Application Map, the project site is in the Row Control Duration Standard (Forested Conditions) area. The overall project will be subject to Full Drainage Review per the City of Renton 2009 Surface Water Design Manual Amendments and the 2009 King County Surface Water Design Manual (2009 KCSWDM). The City of Renton 2009 Surface Water Design Manual Amendment and the 2009 KCSWDM will collectively be referred to as the "2009 Surface Water Design Manual". 1-1 I I I I I I I I I I I I I I I I I I I SITE SE 192ND ST VICINITY MAP NOTTO SCALE Figure 1.1 Greenleaf Vicinity Map 1-2 n I I I I I ,I I I I I I I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 1 PROJECT OWNER AND PROJECT ENGINEER Project Owner CoJ1JU.r ftome&-: Phone (qZ S) C.1/lt,-lJlfZ (p Address /2600 Sf 53fl1 Sf;£v.,'/e2SD B~ vuP., ~ CJ360b Part 3 TYPE OF PERMIT APPLICATION ~ Landuse Services @ubdivisob)t Short Subd. I UPD D Building Services M/F / Commerical / SFR D Clearing and Grading D Right-of-Way Use D Other Part 5 PlAN AND REPORT INFORMATION Technical Information Report Type of Drainage Review ~ / Targeted (circle}: Large Site Date (include revision dates): Date of Final: /J }/J, Part 6 ADJUSTMENT APPROVALS I Part 2 PROJECT LOCATION AND DESCRIPTION Project Name U)H!R,'J1 If_ V,: ODES Permit# --------- Location Township """""3c..2:;:._ __ _ Range __ r; ____ _ Part 4 OTHER REVIEWS AND PERMITS D DFWHPA D Shoreline D COE404 Management D DOE Dam Safety 0 Structural RockeryNaulU __ D FEMA Floodplain 0 ESA Section 7 D COE Wetlands D Other Site Improvement Plan (Engr. Plans) Type (circle one): ~/ Modified I I Site Date (include revision dates): Date of Final: /JJA ' Type (circle one): Standard / Complex / Preapplication / Experimental/ Blanket Description: (include conditions in TIR Section 2) NIA , Date of Annroval: 2009 Surface Water Design Manual 1/9/2009 I I I I I I I I I I I I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 7 MONITORING REQUIREMENTS Monitoring Required: Yes I {:y Describe: Start Date: Completion Date: Part 8 SITE COMMUNITY AND DRAINAGE BASIN Community Plan: Pu.l{J()m,'th, -~ Special District Overlays:---------------------- Drainage Basin: '5fMk_ /?j y{lj"' _J_ ,.J p J Stormwater Requirements: §teuJ CP!1b l Du l'4 YiB!:L S/rµ,tt,.r.lJf"t(l ft:,~ t/-f q ~ Part 9 ONSITE AND ADJACENT SENSITIVE AREAS D River/Stream --------- 0 Lake D Wetlands __________ _ D Closed Depression ------- D Floodplain _________ _ D Other ___________ _ Part 10 SOILS D Steep Slope --------- 0 Erosion Hazard ------- 0 Landslide Hazard ______ _ D Coal Mine Hazard------- 0 Seismic Hazard ______ _ D Habitat Protection------- 0 ------------ Soil Type Slopes Erosion Potential ai(W'U)l)De/ c;:, J. "' 0 ~ D High Groundwater Table (within 5 feet) D Sole Source Aquifer D Other D Seeps/Springs D Additional Sheets Attached 2009 Surface Water Design Manual 1/9/2009 2 I I I I I ,I I I I I I I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 11 DRAINAGE DESIGN LIMITATIONS REFERENCE LIMITATION/ SITE CONSTRAINT Cf1core 2 -Offsite Analysis 0 Sensitive/Critical Areas 0 SEPA 0 Other 0 0 Additional Sheets Attached Part 12 TIR SUMMARY SHEET lnrovide one TIR Summarv Sheet oer Threshold Discharne Area\ Threshold Discharge Area: ?8#1.W<.u-{}uftv (name or descriotion\ Core Requirements (all 8 apply) Discharae at Natural Location Number of Natural Discharae Locations: Offsite Analysis Level: (Yl213 dated: ' -~ -.--,--;: ~-I '1 7DJ3 I . Flow Control Level: 1 1 :{;)._i 3 or Exemption Number (incl. facilitv summarv sheetl Small Site B s Conveyance System Spill containment located at: Erosion and Sediment Control ESC Site Supervisor: ~1 U 'f't,~ Contact Phone: ( '12 ) h 'I b _ "'f z J' O After Hours Phone: Maintenance and Operation Responsibility: Private/~ If Private, Maintenance Loo Reau ired: Yes I No Financial Guarantees and Provided: Yes I No Liabilitv Water Quality fol //y Type: Basic / Sens. Lake / Enhanced Basicm / Bog (include facility summary sheet) or Exemption No. Landscaoe Manaoement Plan: Yes I No Soecial Reauirements las annlicable) Area Specific Drainage Type: CDA / SDO / MDP / BP/ LMP / Shared Fae. / None Reauirements Name: Floodplain/Floodway Delineation Type: Major / Minor / Exemption / 8 100-year Base Flood Elevation (or range): Datum: Flood Protection Facilities Describe: tVJA Source Control Describe landuse: /ti/A (comm./industrial landuse) Describe any structural controls: 2009 Surface Water Design Manual 1/9/2009 3 I I I I I I I I I I I I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET - Oil Control High-use Site: Yes Q!9/ Treatment BMP: Maintenance Agreement: Yes 1@ with whom? Other Drainage Structures Describe: Part 13 EROSION AND SEDIMENT CONTROL RE:QUIREMENTS MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS ~ DURING CONSTRUCTION ~ AFTER CONSTRUCTION Clearing Limits Stabilize Exposed Surfaces ~over Measures ~emove and Restore Temporary ESC Facilities ~erimeter Protection Clean and Remove All Silt and Debris, Ensure ~raffic Area Stabilization ~peration of Permanent Facilities Sediment Retention lag Limits of SAO and open space D Surface Water Collection preservation areas D Other ~ewatering Control ust Control D Flow Control Part 14 STORMWATER FACILITY DESCRIPTIONS (Note: Include Facllitv Summarv and Sketch\ Flow Control Tvne/Descriotion Water Qualitv Tvne/Descriotion ~Detention D Biofiltration D Infiltration D Wetpool D Regional Facility 112(' Media Filtration ]./'wi'~ O()~<-,,j) D Shared Facility D Oil Control 1/tf D Flow Control D Spill Control BMPs D Flow Control BMPs D Other D Other 2009 Surface Water Design Manual 1/9/2009 4 I I I I I I I I I I I I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL TECHNICAL INFORMATION REPORT (TIR) WORKSHEET Part 15 EASEMENTS!TRACTS Part 16 STRUCTURAL ANALYSIS D Drainage Easement D Cast in Place Vault D Covenant D Retaining Wall D Native Growth Protection Covenant D Rockery > 4' High D Tract D Structural on Steep Slope D Other D Other Part 17 SIGNATURE OF PROFESSIONA!,. ENGINEER I, or a civil engineer under my supervision, have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attached Technical Information Report. 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ID.~1-:;·:1,:,r-; \ ) \ • I • I I • I EEm ::.:·!.!:.:~NQlnrcn. i•1 0 ""' """"'"-"" ~ ..... -, ..... --·---... www.esmcivil.eom =-== -oa. =--"'='"" I --1---I --I ----·---ESM JOB #258-044-013 It NO. REVISION BY DAIT APPR ---· ///_,.------·-·;------,, ·,,\ ( . \ I -\ isE 1sGTH ST I w,.. \ : I .. en~ : I "; 0::: I , 81 W~ I \ "' > ~ ! .. 1· · 11, , ..• , .. ;,,,-.. <( ~ I / \ \ J: j;.J~.{t: \/· :z: ~ ; , , ,m ... · it. '.)'1 ... ~ / \ , ,r~;.f::r: .:: ~ g, ,,/ ', , i:1,.1•:·+· ~ ,, ... , ' ': ,-l !" .... , .. ·-_ ,, ~ ... ~ ... ,, _________ · __ ,,,-"'"' ~=-~ ;R .CITY OF ® RENTON Plonning/Bui\ding/Public Works Dept. n SCALE: 1" -40' i--..--· "°' 20' 0 .•. CONTOUR INTERVAL -2' LEGEND ---0---= """' ---0--F£NCE. CtWN-LJNl( --c--"' --; ---"""' --; --lUIPHONE. OVERllEAD wm .... APPAR£NT TEST P1T LOCATIONS = So\NITAR:Y SEWER filANHOLE • STORM CRAIN Ci.TCH 8'SIN @ STORM DRAIN MNiHOL.E --• "'Mm>\ m GAS VALVE • """""""'"' l} POWER POLE W/UGHT -0-""'"' ""' DATUM/BASIS OF BEARINGS HELD NORTH 01°26°21· EAST BETWEEN tool«) lolONUMOOS Al lHE SO!JlH 1'NO ct.NlEJI QIJMlEll: CORNERS Of" 'Sf;cT10N JZ, lUWNSHIP 2J t,ORTH. RAMG:E 5 EAST, WD.J.AMETTE ---aTY U'" RD{TON ~ COHTROL ~ NO.. 21.311.. ~T~ i306~ ~GNA~:W~ """"' """' - NOTE: NAVO "SB -·" TOPOGRAPHIC SURVEY Wl>S PERFORMED 8Y AXIS SURVEYING & MAPPING, ANO ESM CONSULTING ENGINEERS l>SSUMES NO LIABILITY FOR [TS ACCURACY. ... -0, Q • • " 0 • 0 IP 1J. 0 • • =>'HOM' """ FIRE lfYDRAN1" """ "' ~-......., WA"IER lolETER WATER V"'-VE oc-= OOUGl.A5 FIR """" """"' ""'' """ ~ SET HUB &: TACK SET PK twl CHECKED FOR cm.lPu...NCE TO CITY STANDARDS GREENLEAF2 Jm/15/201 EXISTING CONDITIONS UTILITY PERMIT# ~1 7 -------- I I I I I I I I Figure 1.3 Proposed Site Conditions I I I I I I I I I I I 1-4 I I I i ,:(\I I z u. ~ <( a w [ ...J z I w w a: C'J I I I I I I I I I I I I I 0 I i A PORTION OF THE SE 1/4 OF SECTION 32, TOWNSHIP 23N., RANGE 5E, KING COUNTY, WASHINGTON 27 = ..:::m::u_,.:::cccu_J_ 26 ~ ' 28 <S1 29 CLEARING LIMITS TO BE PlACEO AT PROPEITTY LINE Af.'° l ~a~ -.::... -- 30 I 31 SILT FENCE TO BE PLACED AT CLEARING LIMITS. SEE STD PLAN 214.00 ON SHEET DT-02 (TYP) .,, I 1,$0 ~ -"2 i I l ! I ·17 I i I I ' I I I ' 11 ' 1,t--,H-- 11 I : "' --ii Ii;: <O l I I I 3 PAD=486.00 ·... "·i \T\ "' \. \ I H· ""i i :r": ~ ' I I ~ , I I I I I -'-C'; \ ' I '9 0 • a: 25 ~ SDCO STA. 4+46.75, 33.31 RT. TG.:.478.78' 0 I I ~ ; I m !m I • 2 1[=473.87. 5·· :C:X YD 1 PAD=482.00 --~ .. I ' I g! , ii r 1 1 i L-,----PAD=484.00 __ ; ST~. A-+39.11, 3L7t:;' RT. TG,,,478.25 !E:475.25, i;i-~ H:=~72.25. s·li) lE=-472.25. s·• CONNECT TO EX YO. COKTRACTOR TO VERIFY LOCATION &: Et..EVAllON PRIOR TO CONSTRUCTION & NOTIFY Et«;iNEER Of /,Nf DISCREPANCIES. 24 '•, WATER EASEMENT TO SERVE LOT 1 I I io·x40' CONSTRUCTION ENTRANCE PER STD DETAIL 215.10 ON SHEET DT-02 \ \ CONCRm PATH MATCH EXISTING PAVEMENT ' soco STA. 5+71.17. 28.56 RT. TG--483.55' tE=480.55, s·, EXISTING WA"TER METER (lYP.) 1 1 1 1 \l. >. IP.. 'fT..>l.t>D •. z.•·= .. ru. ·--EXISTING 25' EMERGENCY BEGIN SIDEWALi< ACCESS "'5EMENT • I 14 : .. ~--~~~ ~~~-~ ~c~ ~~~20· I ii: i . ~ i I L_ CATCH BA.SIN ALTER (TYP) I I I I PER STD PLAN 216.JO ON I ! · I i::1, • I I -----1! SHEET DT-02 I I " L~ ;m 7: >----;-';;,, -,- REMOVE 30'± BLOCK WALL I I n=o= , /' MIN. (TYP.) I ! \ I"': 'S!~'· T/Cc ; . (PRO/AE) f -fl/ l ' I \ I,, .. ,.,,.39. '°·'' RT. , • SE 1881 H::, 1 I , , 1 ' ' '" I I~ ' . . · . 11 .A"'"'1 7 . \i--t 111 I \J \ V \ \ Y l ···\···'A .. \r,·11·· --1·~ c.a 2 Worti'Q Days~ You Dig 811 u-.. ~ Loca&,n c.,,_. (D,MTJ(),OR,WA) 21 Rf.W I 5' S/W ' • t I 2.0,: ~ 22 d EXISTlNG SEWER .~ ... [MOVE EXISTING CURB & ADO I DRIVEWAY APPROAOl PER DETAILS 104.2 & 104.3 ill ON SHEET DT-02 (TIP.) ~ STA. 4+85.46. 13.00 RT. EL=478.31' Q 23 53' LIMITED RESIOENfw_ ACCESS EXISllNG 26' ··~ I PA'.<MENT I. I ' ' t EXISTING CEMENT CONCRETE VERTICAL CURB & GUTTER (lYP .) ' , T(:=:.::.2.S6 >:., I • I 1 \J''-'"·"· ,-, ,, Ii I I ·IE=•1a.s1. s·• 1 1 . I CONNECT TO EX CB. CONTRACTOR 1 ( / TO VERIFY LOCATION & ELEVATION l I PRIOR TO CONSTRUCllON & NOTIFY 1ENG1NEER o, ,.,, D5CREPANaEs. L, dL! / " ''!Ji;:' :;+5.l.17, 2,.,,' RT. II 11 ,,, 1· 8 t ,, TG=482.80' I ;!; IE=J79.80, ~-~~ ' I 1 T "' Rf.W EXlSl1NG ~-I 1 ··= ' ' I LIMITED RESIDENTIAL ACCESS -SE 188TH ST EE1II =:.:.·~U"0 '"re1 e 1."1 --www.ea.=:::;,,w"-=-== ~~ 1 --------ESM JOB #258-0:4,4-013 SCALE: 1~=6' o _ _J .FRST SUBWIJTAL '"" kah,/,• I ,--... -.... NO. I REVISION I BY I DATE IAPPRI- - ' , . ...,. ... : • .":.. I .. ___ -- EARTHWORK QUANTITIES STRIPPING (ASSUMED 12") CUT F1ll NIT CUT (NfAT LINE) NOTE: 900 CYOS 510 CYDS 260 CYOS 250 CYOS 1. ALL STRUCTURES ON SIT£ TO BE REMOVED. 2. PAD -STRUCruRAL GRADE. 3. EARTHWORK QUANT111ES ARE FOR PERMIT PURPOSES ONLY. ,4.. QUANTITIES ARE •NEAT LINE• ONLY. THE QUANTTTIES 00 NOT M'.:COUNT FOR N« SHRINK OR SWELL FACTORS. IT IS THE CONTRACTORS RESPONSIBIUTY TO CALCULATE THE EARTHWORI< VOLUMES FOR BID PURPOSES. 5. TEMPORARY EASEMENT REQUIRED If WORK EXTENDS ONTO ADJACENT PROPERTIES. 6. PRIVATE STORM DIWNM,E SYSlO( TO BE MAINTAINED B'f HOM[ CM'NERS ASSQC'WlON. ALLOWABLE PIPE MATERIALS 1. REINFORCED CONCRETE PIPE 2. DUCTILE IRON (WATER SUPPLY, Cl.ASS 50 OR 52) 3. SOLID WALL POLYETH'l'tENE PIPE (SWPE; ALSO KNCM'N />S HOPE PIPE OR HOPP) 4. roRRUGATED POLYEn-M..ENE PIP£ (CPEP) ~:,.:;,..., ;R CITY OF ~ RENTON Plonning/Building/Pubr.c Works Dept. n KEY MAP SCALE: 1" -20' -------20 10 0 ,0 ro CONTOUR INTERVAL -2' GEI\IERAL NOTES 1. All CONSTRUClDN SHAL.L BE IN ~ WITH TI£ aTY (I" RENTON COD£. ~ COUNTY RCW) SWIWlDS (KCRS), Kt«. COUNTY SUlfAc:£ WATtR DESIGN YNI.W.. (XCSWDM) NfD lHE caonoNS Of PREl.lfioRY SUEIDMSION N'f'Rl:NAL IT SHAL.L BE TI-lE SOLE Rl5POHSIBB..l1Y OF THE APPUCNfT ANO THE PROFESSK>tW.. · CML ENGINEER TO CORRECT Nl'f ERROR. OMISSION, OR VAIMTION FROM lHE M!lNf. REQUIREMENTS FOUND 1,1 THESE PLANS. All CORR£COONS SIW.l BE AT NO M>DmONAl COST OR LJABDJIY 10 THE Cl1Y Of RENTON. 2. TIE DESIGN lliMENTS WITHIN THESE Pl.ANS Kffl: BEEN REVIEWED 1CCOR01NG TO lHE CITY Of RENTON. SOME a.EMENTS W.Y HAVE B£EN CMRlOOKfD OR MISSED BY 1HE CllY Pl.AN REVIEWER. Nft VARWfC£ FROM ADOPTm STAN!W!OS IS NOT M..l.OVIED tJNLESS SPECFICAl.lY APPROVED BY THE CITY OF RENTOO PRIOR TO CONSTROCTION. l. N'PRCT\'AI. Of IllS GRADING, AND DRAUW;£ Pl.AN DOES NOT COHSTIM£ AN APPROVAi.. Of Nf'f OM:R OONSrRUCTION (£.G., IXlMESOC WATER cx»f,£YANC[, SEHR cotMYANC£, GAS, El.[ClRICAI.., rn:.). 4. BEf'ORE Nff CONSTRIJCTION OR OEVELOPMOO ACTMTY, A PRECONSTRUCTlON M£El1'G MUST BE HEI.D BElWEEN Tl£ CITY Of RENTON, TI-IE N'f'LJ:JM, ANO rnE APf>UCAN1S CONSTRl.CfD RfPRfSENTATJVE. 5. A rxFt Of TIBE APPROVED Pl.ANS MUST BE ON n£ JOB SITI Wl£NE.\'ER CONSTRI.K:llON IS 1,1 PROGRESS. 6. CONSTRUCOON NOISE SHALL BE UMITTD IN ACCOR£WfCE Wffil KING COUNTY CODE (SECTm 12.68); tllllWJ.Y. ntS IS 7A.W. 10 10 P.lil ON WEEm\YS ANO 9 A.Ill 10 10 P Jt. ON WE£K£NDS. 7. IT SIW.l BE THE APPUCANrS/OONTR.ICTOR'S RESf'ONSIBIUTY TO OBTAIN All CONSTRUCT10N £ASEMENTS NEC£SSIIRY BEFORE tNIIlATING Off SIT£ WORK WITHIN THE ROAD RGIT-G"-WAY. 8. FRN«:HISEO UTIJTIES OR 01HER INSWJ.ATXlNS THAT IRE. HOT SHOWN ON TI£S£ N'f'R(MJ) Pl.ANS SIW.l NOT BE COOSTRI.IClID UNI.BS AN N'PRCMD SET Of PlNfS THAT MEETS All REQUIREMENTS OF TI-IE CITY Of RENTON IS SUBWITTID TO Cl1Y INSPECTION SECOON THREE MYS PRIOR 10 CONSiRIJCTION. 9. MTIM $HAL1 BE NAVO 1988 UNI..ESS OTl£RWISE N'PRO'e'ED BY Cl1Y Of RENlOH. 10. GROOHDWATER S'l'STDI CONSrRIJCOON StWJ. BE WITHIN A RGIT---a:--WAY OR Af'f'RCl'W<TE DRAltw;[ EASOIENT, BUT NOT l.KlEla£ATH Tl£ RCWMAY SECOON. All GROUNDWATER SYSTO.tS MUST BE ~ IN ACCORDANCE WITH SECOON B15.02 OF THE >P#A STANCW!O SP£CIF1CATIOHS. 11. All LITTUTY TRnlOlES Slw..l BE Sf.CKFUED AND COMPACTED 10 95 PERCENT OOGTY. 12. AU RCWM'AY SUBCRADE SHAU. BE IW:KfllED ANO COMPN:TED TO 95 PERC£HT OENSllY (WSOOT 2----06.5). 13. OPEN CUTTING Of EXlSmG RCWY«AYS IS NOT AWJWED UM..£SS SPECFICAU.Y APPRO','BJ BY Tl£ Cl1Y Of REtfTON AND NOlID ON THESE APPROVED PI.N(S. 14. THE CONTRACTa!: SIWl BE RESPOOSlll£ FOR l'Rl:MIING ADEOOO"E SAfEGUARDS. SAFETY D01CES, PROTECTIVE EQUIPMENT, FJJroERS, AND Nff OTHER NEEDED ICl10NS TO PROTECT Tl£ l..lFE, HEALTH, AND SAfflY Of THE PUBLIC, .N4D TO PROlECT PROPERTY IN OHlECTlOH WITH THE PERfORMANCE Of WORK ro.'ERED BY THE CONTR,cTOR.. Nf'f WORK W1MN THE TRAVEi.ED RIGHT-QF-WAY THAT MAY INTERRlPT NOR1iW. TRAm: FLOW SHAU. REQUIRE AT lEASJ ONE FlAGGER FOR £JOt I.NE Of TRN'fK: N'FECTED. SECTION 1-0"7.23. ""rR.tiFr C(MTROI..." Of lHE WSOCJT ST~ SPECIITJiOONS stW.l. N'Pl.Y IN ITS ENTIRETY. CHECKED FOR COMPLIANCE TO CITY STANDARDS GREENLEAF2 lo>/15/201 GRADING, T.E.S.C. & UTILITY PLAN UTILITY PERMIT# !}~-~o} I I I I I I I I I I I I I I I I I I I Custom Soil Resource Report Map Unit Legend J?lf,~~~:1§1tAt~l~$\i~fft?~1t~~P1rg,;?~!~\i.~~~;n)\~~:&Y!,:;i::~?tij~if.i~4~j$~i~t%11 ·~:&r~:~~":":l!it!)~Y.'~~t. :.7:~~f:: 7l~t~ifM. :~.~~')l~l'.t.1.~ij!J:':~~·j;,ri:{ t~t1~·i~·:~i~)~:~q1'°1~i.Vf~~;:i( \~:;~.~~t.~~.~~~f ~t~pi··f1t~i~;J/ AgC Alderwood gravelty sandy loam, 14.3 6 to 15 percent slopes AgD Alderwood gravelty sandy loam, 2.4 15 to 30 percent slopes Totals for Area of Interest 16.7 Map Unit Descriptions The map units delineated on the detailed soil maps in a soil survey represent the soils or miscellaneous areas in the survey area. The map unit descriptions, along with the maps, can be used to determine the composition and properties of a unit. A map unit delineation on a soil map represents an area dominated by one or more major kinds of soil or miscellaneous areas. A map unit is identified and named according to the taxonomic classification of the dominant soils. Within a taxonomic class there are precisely defined limits for the properties of the soils. On the landscape, however, the soils are natural phenomena, and they have the characteristic variability of all natural phenomena. Thus, the range of some observed properties may extend beyond the limits defined for a taxonomic class. Areas of soils of a single taxonomic class rarely, if ever, can be mapped without including areas of other taxonomic classes. Consequently, every map unit is made up of the soils or miscellaneous areas for which it is named and some minor components that belong to taxonomic classes other than those of the major soils. Most minor soils have properties similar to those of the dominant soil or soils in the map unit, and thus they do not affect use and management. These are called noncontrasting, or similar, components. They may or may not be mentioned in a particular map unit description. Other minor components, however, have properties and behavioral characteristics divergent enough to affect use or to require different management. These are called contrasting, or dissimilar, components. They generally are in small areas and could not be mapped separately because of the scale used. Some small areas of strongly contrasting soils or miscellaneous areas are identified by a special symbol on the maps. If included in the database for a given area, the contrasting minor components are identified in the map unit descriptions along with some characteristics of each. A few areas of minor components may not have been observed, and consequently they are not mentioned in the descriptions, especially where the pattern was so complex that it was impractical to make enough observations to identify all the soils and miscellaneous areas on the landscape. The presence of minor components in a map unit in no way diminishes the usefulness or accuracy of the data. The objective of mapping is not to delineate pure taxonomic classes but rather to separate the landscape into landforms or landform segments that have similar use and management requirements. The delineation of such segments on the map provides sufficient information for the development of resource plans. If 10 85.5% 14.5% 100.0% I I I I I I I I I I I I I I I I I I I Custom Soil Resource Report King County Area, Washington AgC-Alderwood gravelly sandy loam, 6 to 15 percent slopes Map Unit Setting Elevation: 50 to 800 feet Mean annual precipitation: 25 to 60 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period: 180 to 220 days Map Unit Composition Alderwood and similar soils: 95 percent Minor components: 5 percent Description of Alderwood Setting Landform: Moraines, till plains Parent material: Basal till with some volcanic ash Properties and qualities Slope: 6 to 15 percent Depth to restrictive feature: 24 to 40 inches to densic material Drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to water table: About 18 to 37 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Very low (about 2.5 inches) Interpretive groups Farmland classification: Farmland of statewide importance Land capability (nonirrigated): 4s Hydro/ogic Soil Group: B Typical profile 0 to 12 inches: Gravelly ashy sandy loam 12 to 27 inches: Very gravelly sandy loam 27 to 60 inches: Very gravelly sandy loam Minor Components Norma Percent of map unit: 1 percent Landform: Depressions Bellingham Percent of map unit: 1 percent Landform: Depressions Seattle Percent of map unit: 1 percent Landform: Depressions Tukwila Percent of map unit: 1 percent 12 I I I I I I I I I I I I I I I I I I I Custom Soil Resource Report Landform: Depressions Shalcar Percent of map unit: 1 percent Landform: Depressions AgD-Alderwood gravelly sandy loam, 15 to 30 percent slopes Map Unit Setting Elevation: 50 to 800 feet Mean annual precipitation: 25 to 60 inches Mean annual air temperature: 48 to 52 degrees F Frost-free period: 180 to 220 days Map Unit Composition Alderwood and similar soils: 1 00 percent Description of Alderwood Setting Landform: Moraines, till plains Parent material: Basal till with some volcanic ash Properties and qualities Slope: 15 to 30 percent Depth to restrictive feature: 24 to 40 inches to densic material Drainage class: Moderately well drained Capacity of the most limiting layer to transmit water (Ksat): Very low to moderately low (0.00 to 0.06 in/hr) Depth to wafer fable: About 18 to 37 inches Frequency of flooding: None Frequency of ponding: None Available water capacity: Very low (about 2.5 inches) Interpretive groups Farmland classification: Farmland of statewide importance Land capability (noninigated): 4e Hydrologic Soil Group: B Typical profile Oto 12 inches: Gravelly ashy sandy loam 12 to 27 inches: Very gravelly sandy loam 27 to 60 inches: Very gravelly sandy loam 13 I z z I ... t; )I li:I ~ ~ I MD,tT.zll I I I I I t:: I &. Q) 0::: ~ ::, a. I 0 al ; ::!: co ~~ 1!!11§1 ·o en en I E 0 ffi -1/) I ::, 0 ~ I I j ijl ! ~ I ~ I )( I a I i I ij) < 6 !ii I I I .. I I ! ;. R §i I j I o al I I z~ M8ZI oZlT M.SZI olll I z z ... t; !II lo ~ ~ I I I I I I I I I I I I I I I I 2. CONDITIONS AND REQUIREMENTS SUMMARY Review of the 8 Core Requirements and 6 Special Requirements This section describes how the project will meet the 2009 Surface Water Design Manual's Core and Special Requirements. Core Requirement No. 1 Discharge at the Natural Location In the existing conditions, the site drains to the wes~ towards Panther Creek. The original project's detention pond discharges to the west corner of the site, which is the natural discharge location for the project site. Core Requirement No. 2 Off-site Analysis A Level 1 Downstream Analysis was performed by ESM on September 19, 2013 for the original projec~ which also applies to the proposed Greenleaf 2 project See Section 3 for the offsite analysis. Core Requirement No. 3 Flow Control Based on the City of Renton's Flow Control Application Map, the project site is in the Flow Control Duration Standard (Forested Conditions) area See Section 4 for Flow Control Analysis and Calculations. Core Requirement No. 4 Conveyance System The stormwater drainage conveyance system has been sized to convey the 25 year design storm event and to contain the 100 year design storm event as part of the original Greenleaf project The existing conveyance system has sufficient capacity to accommodate the proposed Greenleaf 2 project See Section 5 and Appendix A Core Requirement No. 5 Erosion and Sediment Control Erosion and sediment controls will be provided to prevent, to the maximum extent possible, the transport of sediment from the project site to downstream drainage facilities, water resources, and adjacent properties. The Temporary Erosion and Sedimentation Control (TESC) plan for the Greenleaf 2 project shows silt fence and a construction entrance to maintain erosion and sediment control. Core Requirement No. 6 Maintenance and Operations The Operations and Maintenance Manual for the overall project is provided in Appendix D. Core Requirement No. 7 Financial Guarantees and Liability All drainage facilities constructed for the project comply with the financial guarantee requirements is provided in the City of Renton Bond Quantities Worksheet in Section 9 of this report. Core Requirement No. 8 Water Quality The site does not create pollution generating areas; therefore no water quality treatment is required or proposed. See Section 4 for more information. 2-1 I I I I I I I I I I I I I I I I I I I Special Requirement No. 1 Other Adopted Area-Specific Requirements There are no master drainage plans, basin plans, salmon conservation plans, stormwater compliance plans, flood hazard reduction plan updates, or shared facility drainage plans for this project. Special Requirement No. 1 does not apply. Special Requirement No. 2 Flood Hazard Area Delineation There is no 100-year flood plain associated with a large body of water (i.e. lake or stream) on the site or adjacent to the site. Special Requirement No. 2 does not apply. Special Requirement No. 3 Flood Protection Facilities The project lies outside any pre-defined flood plain. Special Requirement No. 3 does not apply. Special Requirement No. 4 Source Control The project is a residential short plat and is not subject to this requirement Special Requirement No. 4 does not apply. Special Requirement No. 5 Oil Control The project does not have a "high-use site characteristic" and is not a redevelopment of a high-use site. Special Requirement No. 5 does not apply. Special Requirement No. 6 Aquifer Protection Area According to the "Groundwater Protection Areas in the City of Renton" map, the project site is not in an Aquifer Protection Area. Special Requirement No. 6 does not apply. 2-2 .,, .J ' I 1 ii ' I I I I • • • • • • I ' 3. OFF-SITE ANALYSIS Task 1: Study Area Definition and Maps Figure 1.2 shows the existing site conditions. Rgure 3.2 shows the extent of offsite analysis and the downstream flow path from the site. Task 2: Resource Review • Flow Control Map According to the City of Renton Flow Control Application Map, the site is in a Flow Control Duration Standard (Forested Conditions) area. • Soil Survey Map • According to the Geotech Report prepared by Earth Solutions NW and the Summary Letter for Greenleaf 2, the overall site is underlain primarily by native soils consisting of dense glacial till and silty sand with gravel. Additionally, according to the USDA NRCS soil mapping service, the entire site is underlain by Alderwood Gravelly Sandy Loam (a till soil), which varies from 5-30%. See Rgure 1 A for the Soils Map. • King County iMap According to the King County GIS Viewer (iMap), the project is NOT in any of the following areas: o Streams & 100 year floodplains o Seismic Hazard Areas o Coal Mine Hazard Areas o Wetlands Four wetlands were found and delineated on site, according to the Critical Area Report for Greenleaf, prepared by Sewall Wetland Consulting Inc. All four wetlands require a 25 foot standard buffer. In the southeast corner of the site there is a class 4 stream and an offsite wetland whose buffer is on site. Additionally, Panther Creek is a Class 2 stream that is off-site to the west of the project area that has a buffer that extends on site. o Landslide Hazard Areas According to the City of Renton regulations and criteria for Landslide Hazard Areas, the west portions of the site (over 40%) are classified as a landslide hazard area (although are not mapped as such in King County iMap). According to the Geotechnical Report by Earth Solutions NW, the slope is undertain by glacial till, therefore the overall global stability of the slope areas can be characterized as moderate. Slope stabilization, erosion control measures, and buffer zones will be utilized. o Erosion Hazard Areas According to King County iMap, a portion of the north section of the project is located in an Erosion Hazard Area. According to the Geotechnical Report by Earth Solutions NW, the planned development will not increase the erosion hazard at the site, provided appropriate Best Management Practices are implemented during the earthwork and development activities . 3-1 I I I I I I I I I I I I I I I I I I I Figure 3.2 Offsite Analysis Downstream Flowpath 3-5 I I I I I I I I I I I I I I I I I I I I I I I I . I I I I I I I I I I I I I I Photo 1. View of 1081h Ave SE from the south parcel entrance. 108"1 Ave SE is a fully developed road with and existing storm system. Therefore, no runoff will be assumed to enter the property from 1081h Ave SE I I I I I I I I I I I Photo 2. View of the southeast comer of the project. I I I I I I I I I I I I I I I I I I I I I I I I I I I Photo 3. Southeast comer of the property looking towards the existing house. There is a well defined, existing channel that exits the project site In the southwest comer and enters Panther Creek. I I I I I I I I I I I Photo 4. Continuation of the drainage channel to the west I I I I I I I I I I I I I I I I I I I Photo 5. Continuation of the channel to the wesi past the property boundary. I I I I I I I I I I I I I I I I I I I ·I I I I I I I I Photo 6. View to the west from about the middle of the south parcel. The site slopes down towards Panther Creek. I I I I I I I I I I I I I I I I I I I Photo 7. View to the west (west of photo 6) In the south parcel. ---~I I I I I I I I I I I I I I I I I I I I Photo 8. View of the parcel to the north, which also slopes to the west I I I I I I I I I I I I I I I I I I I Photo 9. View from the same position, to the west Both parcels slope to the west towards Panther Creek. I I I I I I I I I I I I I I I I I I I Photo 1 0. View from the west end of the south parcel , looking to the west The parcel ends with a steep slope down to Panther Creek. I I I I I I I I I I I I I I I I I I I Photo 11 . View to the west frOm the entrance of the north parcels. lhe site generally slopes from 1081h Ave SE towards Panther Creek. I I I I I I I I I I I I I I I I I I I Photo 12 View of the west portion of the north parcels, looking to the south. The site slopes to the west (right side of the photo) towarc(s Panther Creek. I I I I I I I I I I I I I I I I I I I Photo 13. View to the north from the north parcels. The project site slopes to the west (left) towards Panther Creek The project to the north (\/tSta HIiis. Vista Ridge) can be seen through the trees. These projects are fully built-out; therefore no offslte runon from the north will be modeled. I I I I I I I I I I I I I I I I I I I Photo 14. View to the west from approximately the middle of the north parcels. The project site continues to slope to the wes~ towards Panther Creek. I I I I I I I I I I I I I I I I I I I Photo 15. View from the west end of the north parcels. /Jj, the west end of the north parcels there Is a steep slope which goes down to Panther Creek This portion of the site is in an Erosion Hazard area I I I I I I I I I I I I I I I I I I I Photo 16. Existing stonnwater pond in Vista Ridge (adjacent project to the north). I I I I I I I I I I I I I I I I I I I 4. FLOW CONTROL & WATER QUALITY FACILITY ANALYSIS AND DESIGN 4.1 Existing Site Hydrology The original existing site consisted of 2 single-family dwellings with associated gravel driveways, along with a few detached structures. All structures on site were demolished. The developable portion of the original existing site was moderately sloped (slopes between 6-15%) and slopes down generally from the east side of the property towards the west At the west edge of the property, the site becomes very steep (15%+) and slopes down towards Panther Creek. The pervious portions of the parcels around the buildings are generally lawn, while there is significant forested area on the west sides of most parcels. According to the Geotech Report prepared by Earth Solutions NW and the Summary Letter for Greenleaf 2, the overall site is underlain primarily by native soils consisting of dense glacial till and silty sand with gravel. Additionally, according to the USDA NRCS soil mapping service, the entire site is underlain by Alderwood Gravelly Sandy Loam (a till soil), which varies from 5-30%. See Figure 1.4 for the Soils Map. Till soils are incapable of infiltration, therefore Till soils are used in the KCRTS model. To meet the City of Renton's Flow Control Duration Standard (Forested Conditions), the entire predeveloped area is modeled as Till Forest Approximately 1.45 acres of upstream area drains onto the site from the east, in between the project site and 108th Ave SE. See Table 4.3 in Section 4.2. TABLE 4.1 Pre-Develo eel Tributarv Area SUBBASIN TOTAL AREA TILL FOREST (Ac) (Ac) Greenleaf 8.04 8.04 Greenleaf 2 0.53 0.53 TOTAL 8.57 8.57 4.2 Developed Site Hydrology The project will create 3 single family lots with associated sidewalk, driveways, roof areas, and landscaped yards. Building rooftops and impervious areas (driveway, porch) were estimated as 65% impervious, which is 10% below the maximum impervious area (75%) allowed by the City of Renton Zoning Code 4-2-11 OA for R-8 zoned lots. The 10% reduction in impervious area satisfies the impervious Lot BMP requirements. The sidewalk was estimated at 1 % of the total project area. TABLE4.2 Developed Pond Detained Area SUBBASIN TOTAL IMPERV. TILL AREA AREA (Ac) GRASS (Ac) (Ac) Greenleaf 7.44 3.62 3.82 Greenleaf 2 0.53 0.35 0.18 Offsite Area 0.91 0.17 0.74 TOTAL 8.88 4.14 4.74 The original detention pond is located in the south western comer of the site. The detained runoff will be discharged to the west to Panther Creek, a well defined stream. 4-1 I I I I I I I I I I I I I I I I I I I TABLE43 BvoassArea SUBBASIN TOTAL IMPERV. TILL AREA AREA(Ac) GRASS (Ac) (Ac) Three Lot Addition Bvoass Area 0.60 0.52 0.08 TOTAL 0.60 0.52 0.08 See Figure 4.1 for a visual representation of the Developed Tributary Area. 4.3 Performance Standards Performance Standards for flow control design use the KCRTS Methodology with hourly time steps as described in Section 4.4 below. Runoff files for the existing, and proposed conditions were created using the historic KCRTS time series data sets for the SeaTac Rainfall Region with a Correction Factor of 1.0. 4.4 Flow Control System The detention pond was sized per the requirements in the 2009 Surface Water Design Manual. Per the City of Renton's Flow Control Application Map, the project site is in the Flow Control Duration Standard (Forested Conditions) area This standard requires the site to match the durations of high flows at their predevelopment levels for all flows from one-half of the 2 year peak flow up to the 50 year peak flow. The offsite flows being routed through the pond are not subject to flow control, therefore the offsite flows was added to the predeveloped and developed flows. Predevcombined = predev (onsite) + offsite flows Devcombined = dev (onsite) + offsite flows The target flows are calculated as follows: 50% 2 year: 50% of the 2 year from predev (onsite) + offsite 2 year 50 year: predev 50 year + offsite 50 year The pond's inflow was modeled using the devcombined time series and the pond's outflow was the rdout time series. This rdout time series matches the Flow Control Duration Standard (Forested Conditions). KCRTS v6.0 was used to design the pond. Procedures and design criteria specified in the 2009 Surface Water Design Manual were followed for the hydrologic and hydraulic modeling. The KCRTS pond sizing output is included in Appendix A The KCRTS output models the original required detention volume as 65,115 cubic feet of storage, with 8.75 feet of detention. The as-built pond documentation shows 69,099 cubic feet of storage, which results in an approximate safety factor of 6%. With the additional Greenleaf 2 projec~ the required detention volume increases to 69,044 cubic fee~ remaining less than the provided as-built volume. The control structure orifices will remain at the same elevations and slightly change in size as shown in Appendix A 4-2 I I I I I I I I I I I I I I I I I I I DEMPS1'ER ~ f,.,s~'Wfoiifdl l/'I fNiKiiiN?A~ ~1, !HEJNS WALT'ER1_l r(; \,,,. 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' . isE186THSTJ w_ \ i I ~ U) ~ i I w~ I \ ~ > ~ I \ i"-t "'! <t; ! \\ \~7t~.JJ~i // ', -, ' 0 --,' ---, fewi1 ~ _ / ',, _________________ .. ,, n SCALE: 1 • = 40' p-,,_w; I ~ ~ 1! i --n :I '$ ~ ;i It-ii ~& " • i w • H " ::-.3.3 <IQ" zo• o ""' ~· C - CONTOUR INTERVAL• 2' z• " ~; ' ;~ .. ~ ;:: i~ E tI -'~~ 0 "'O c S! 3 tf zo! ·;;: .3.,. ( oi ,_ ( iL. E -• I : I J; :t 3: = 0 ~· •• '.?~ OS z I-~ ~ <( z i ...J a.. i >- LEGEND --0--=--0-~-""' ------0--fOICE. CH.OJl<I-Ltl~ a ,~- --,---. ----' --lD£PHON[, l!URIED • '#lER •woa.E ---~ -~ 10.U'HONE, OYtRHUO • W.._TEA ME'TER --•--"= " W.._TEA V...._V[ .. N'PARENr rm Pit L00'1l)l,IS 0 """"""' • """'""""' ~ • """"' ffi er i:5 "' <( < (/) z ~ w -~ ~ "' 0 ...J ~ I 0 cc w z w er I;; z x a.. L,J z C 0 u. z 0 0 <( a. • SiOllll DRMH CATat -l) '""'" <I --~ --s, ~- • =""' ,, ,=, • GlS VAi.VE 0 '""' • =-""' • ~ -a POW£R PQl.E W/tJi;HT . SU IIUB o1: T>.CK ~ == + SET PK NAil w -i ...J L,J z "' ::, 0 w [i: w er z CJ ~ w ~ JOl!I NO., --·3 DWG. NAME: EM-11 DESKlNED SY; ~= CHEC,:£0 IJY: ~= 12 J0---14 ~~~ PRIJ<T: FIG. 4,1 ~ ~= I _I ' I~ ~~ f; p t ~; <' ra: .,;? !~ ,, ~i BYPASS AREA POND TRIBUTARY AREA PROPOSED DETENTION POND PROPOSED STORM FILTER VAULT TRACT D OPEN SPACE/ SENSITIVE AREAS TRACTB OPEN SPACE LEGEND n SCALE: 1" = 40' ~ r----· 40• 20· 0 .,. ~ DEVELOPED AREA TO POND P77,7J POND BYPASS AREA i:LL'.LJ (WATER QUALllY TO SEPARATE ~ OFFSITE AREA TO POND OFFSITE AREA OFFSITE AREA I w SYSTEM) R EVISIONS ~ o~_5C"'""-'°~/""11: I BY ~~ l! l .. ' * s¥ rl a:-~ H· • i' ,l z_ ~~ 5.S z" ~. •o C!l"'o z !ES! -uf~ J ;i i! oe ii I Cl) UJ ~ 0 I a: UJ z z 0 (.) -JOB NO.: owe. NAME:: rJ E h 0 ,_ ~ ~i ·,: Sci: ·a E -• ~ . . ' . . ' ~ Ji .. '.?~ u• - I ~ ~ ~ ~ !li C\I ii: LL S <( :l1 w .... ...J 8 zg w~ wo a: §;1 (9 ~ N ... w "' :::, c., ;;: I 258---04•-0I~ ~- DBIGNEO En", O"TE: 02/1"~15 I ~:;~.°F - FIG. 4.2 " SHEETS I I I I I I I I I I I I I I I I I I I 4.5 Water Quality Faclllty The proposed Greenleaf 2 project does not create pollution generating areas. The rooftops, patios, landscaped areas and sidewalk are considered clean runoff, and the proposed driveways are a negligible addition. Furthermore, the original project treatment release rate was calculated at 0.202 cfs and the Kristar Perk Filter treatment flowrate provided is 0.33 cfs. Therefore, the proposed Greenleaf 2 project does not require additional water quality treatment. 4-5 I I I I I I I I I I I I I I I I I I I 5. CONVEYANCE SYSTEM ANALYSIS AND DESIGN A conveyance analysis was performed for the mainline. storm drainage systems and the rooftop conveyance systems which have sufficient capacity to accommodate the proposed Greenleaf 2 project See conveyance documentation in Appendix A 5-1 I I I I I I I I I I I I I I I I I I I 6. SPECIAL REPORTS AND STUDIES Following are the reports and studies referenced for the proposed development: • Geotechnical Engineering Report, by Earth Solutions NW, LLC, dated September 23, 2013 and Summary Letter for Greenleaf 2/Kohr Short Plat dated February 9, 2016. (Appendix B) • Critical Area Report for Greenleaf, by Sewall Wetland Consulting Inc, dated January 28, 2014. (Appendix C) • Greenleaf Technical Information Report, by ESM Consulting Engineers, LLC dated January 22, 2015. (Excerpts in Appendix A and D) 6-1 I I I I I 11 I I I 'I I I I I I I I I I I ------------ 7. OTHER PERMITS The National Pollutant Discharge Elimination System (NPDES) permit was prepared with the original construction plans. Since this project is less than one acre, an additional NPDES permit is not required. This project will also require building permits. 7-1 I I I I I I I I I I I I I I I I I I 8. CSWPPP ANALYSIS AND DESIGN Silt fence and a construction entrance in the construction of the three lot addition in order to maintain erosion and sediment control. 8-1 I I I I , . . I I I I; I I I .I. I ,,, I I I I 9. BOND QUANTITIES, FACILITY SUMMARIES, AND DECLARATION OF COVENANT The Bond Quantities Worksheet is provided in this Section. Facility Summaries and Declaration of Covenant will be provided at a later date. 9-1 ---~~----·-----~--~-Site Improvement Bond Quantity Worksheet S15 Web date: 04/03/2015 tQ King County Department of Permitting & Environmental Review 35030 SE Douglas Street, Suite 210 Snoqualmie, Washington 98065-9266 206-296-6600 TTY Relay 711 Project Name: Greenleaf 2 Location: 18661 108th Avenue SE, Renton, WA Clearing greater than or equal to 5,000 board feet of timber? -~~~~~~ yes If yes, Forest Practice Permit Number: (RCW 76.09) Page 1 of 9 bondquantityworksheet.xls no ---- For alternate formats, call 206-296-6600. Date: 2/15/2016 Project No.: Activity No.: Note: All prices include labor, equipment, materials, overhead and profit. Prices are from RS Means data adjusted for the Seattle area or from local sources if not included in the RS Means database. Unit prices updated: 3/2/2015 Version: 3/2/2015 Report Date: 2/15/2016 --~-----------~----Site Improvement Bond Quantity Worksheet S15 Web date: 04/03/2015 liEgr ____ "',"'"~llJ?t~;,-;E~ jE~iCit(ffilS_~ ER0SION/SEDIMEIIIT=C0NTROl:'~;;,:Ji ~~iiiiiei'i , ~ . =~::.~~:;,,~ Backfill & compaction-embankment ESC-1 $ 6,00 CY 260 1 1560 Check dams, 4" minus rock ESC-2 Crushed surfacing 1 1/4" minus ESC-3 Ditching ESC-4 Excavation-bulk ESC-5 Fence, silt ESC-6 Fence, Temporary (NGPE) ESC-7 Hydroseeding ESC-8 Jute Mesh ESC-9 Mulch, by hand, straw, 3" deep ESC-10 Mulch, by machine, straw, 2" deep ESC-11 Pipina, temporary, CPP, 6" ESC-12 Piping, temporary, CPP, 8" ESC-13 Piping, temporary, CPP, 12" ESC-14 Plastic covering, 6mm thick, sandbagged ESC-15 Rip Rap, machine placed; slopes ESC-16 Rock Construction Entrance, 50'x15'x1' ESC-17 Rock Construction Entrance, 1OO'x15'x1' ESC-18 Sediment pond riser assembly ESC-19 Sediment trap, 5' high berm ESC-20 Sect trap, 5' high, riprapped spillway berm section ESC-21 Seeding, by hand ESC-22 Sodding, 1" deep, level ground ESC-23 Sodding, 1" deep, sloped ground ESC-24 TESC Supervisor ESC-25 Water truck, dust control ESC-26 WRITE:i111,rnEMS'~~t!, (see,~age,9}:f:'1f. f§if;', ~ Page2 of 9 bondquantityworksheetxls SWDM5.4,6,3 $ 80,00 Each WSDOT 9-03.9(3) $ 95.00 CY $ 9.00 CY $ 2.00 CY SWDM 5.4.3.1 $ 1-50 LF 650 1 975 $ 1.50 LF SWDM5A2.4 $ 0.80 SY 800 1 640 SWDM5A2,2 $ 3.50 SY SWDM 5.4.2.1 $ 2,50 SY SWDM 5.4.2.1 $ 2.00 SY $ 12,00 LF $ 14,00 LF $ 18.00 LF SWDM 5.4.2.3 $ 4.00 SY WSDOT 9-13.1(2) $ 45,00 CY SWDM 5.4.4.1 $ 1,800.00 Each 1 1 1800 SWDM 5.4.4.1 $ 3,200,00 Each SWDM 5.4.5.2 $ 2,200.00 Each SWDM 5.4.5.1 $ 19,00 LF SWDM 5.4.5.1 $ 70.00 LF SWDM 5.4.2.4 $ 1,00 SY SWDM 5.4.2.5 $ 8,00 SY SWDM 5.4.2,5 $ 10.00 SY $ 110,00 HR ~ $ 140.00 ~ ~ -Each ESC SUBTOTAL: 30% CONTINGENCY & MOBILIZATION: ESCTOTAL: COLUMN: $ 4,975,00 $ 1,492,50 $ 6,467.50 A Unit prices updated: 3/2/2015 Version: 3/2/2015 Report Date: 2/15/2016 ---_______ " ____ _ Site Improvement Bond Quantity Worksheet --··--Web aate: 04/03/2015 GENERAL ITEMS No. Backfill & Comcaction-embankment GI -1 Backfill & Comcaction-trench GI -2 Clear/Remove Brush, bv hand GI -3 Clearing/GrubbingfTree Removal Gl-4 Excavation -bulk GI -5 Excavation -Trench GI -6 Fencina, cedar, 6' hiah GI -7 Fencing, chain link, viml coated, 6' hiah GI -8 Fencina, chain link, aate, vinvl coated, 20 ' GI -9 Fencing, solit rail, 3' hiah Gl-10 Fill & compact -common barrow GI -11 Fill & compact -Qravel base Gl-12 Fill & compact -screened topsoil Gl-13 Gabion, 12" deep, stone filled mesh Gl-14 Gabion, 18" deeo, stone filled mesh Gl-15 Gabion, 36" deeo, stone filled mesh Gl-16 Grading, fine, bv hand Gl-17 Gradina, fine, with arader Gl-18 Monuments, 3' Iona Gl-19 Sensitive Areas Sign Gl-20 Sodding, 1" deep, sloped Qround Gl-21 Survf'!VinQ, line & grade GI -22 Surve,inq, lot location/lines Gl-23 Traffic control crew ( 2 flaagers ) Gl-24 Trail, 4" chioped woocl GI -25 Trail, 4" crushed cinder Gl-26 Trail, 4" too course Gl-27 Wall, retainina, concrete GI -28 Wall, rockery GI -29 Page 3 of 9 *KCC 27 A authorizes only one bond reduction. bondquantityworksheet.xls Unit Price $ 6.00 $ 9.00 $ 1.00 $10,000.00 $ 2.00 $ 5.00 $ 20.00 $ 20.00 $ 1,400.00 $ 15.00 $ 25.00 $ 27.00 $ 39.00 $ 65.00 $ 90.00 $ 150.00 $ 2.50 $ 2.00 $ 250.00 $ 7.00 $ 8.00 $ 850.00 $ 1,800.00 $ 120.00 $ 8.00 $ 9.00 $ 12.00 $ 55.00 $ 15.00 SUBTOTAL Existing Right-of-Way Unit Quant. Cost CY CY SY Acre CY CY LF LF Each LF CY CY CY SY SY SY SY SY Each Each SY Dav Acre HR SY SY SY SF SF Future Public Right of Way & Drainane Facilities Quant. Cost Quant. 260 510 2500 Private Improvements Cost 1,560.00 1,020.00 5,000.00 7,580.00 Unrt prices updated: 03/02/2015 Version: 03/02/2015 Report Date: 2/15/2016 --· --- ROAD IMPROVEMENT . No . AC Grindina, 4' wide machine< 1000sv RI -1 AC Grinding, 4' wide machine 1000-2000 RI -2 AC Grinding, 4' wide machine> 2000sv RI -3 AC Removal/Disoosal RI -4 Barricade, tvne Ill ( Permanent ) RI -6 Curb & Gutter, rolled RI -7 Curb & Gutter, vertical RI -8 Curb and Gutter, demolition and disposal Rl-9 Curb, extruded asohalt RI -10 Curb, extruded concrete RI -11 Sawcut, asphalt, 3" depth RI -12 Sawcut, concrete, oer 1" depth RI -13 Sealant, asphalt RI -14 Shoulder, AC, ( see AC road unit orice) RI -15 Shoulder, aravel, 4" thick RI -16 Sidewalk, 4" thick RI -17 Sidewalk, 4" thick, demolition and disnnsa RI -18 Sidewalk, 5" thick RI -19 Sidewalk, 5" thick, demolition and disl'V'\sa RI -20 Sion, handicap RI -21 Stripini:1, per stall RI -22 Striping, thermoc lastic, ( for crosswalk) Rl-23 Striping, 4" reflectorized line RI -24 Page4 of9 *KCC 27A authorizes only one bond reduction. bondquantityworksheet.xls ----------Site Improvement Bond Quantity Worksheet --·--Webdate: ~15 Unit Price Unit Quant. I $ 30.00 SY $ 16.00 SY $ 10.00 SY $ 35.00 SY $ 56.00 LF $ 17.00 LF $ 12.50 LF $ 18.00 LF $ 5.50 LF $ 7.00 LF $ 1.85 LF $ 3.00 LF $ 2.00 LF $ -SY $ 15.00 SY $ 38.00 SY $ 32.00 SY $ 41.00 SY $ 40.00 SY $ 85.00 Each $ 7.00 Each $ 3.00 SF $ 0.50 LF SUBTOTAL Existing Future Public Right-of-way Right of Way & Drainaae Facilities Cost Quant. Cost 20 360.00 70 2,660.00 3,020.00 Quant. Private Improvements Cost Unit prices updated: 03/02/2015 Version: 03/02/2015 Report Date: 2/15/2016 ----- I ROAD SURFACING No. Additional 2.5" Crushed SuliacinQ RS -1 HMA 1/2" Overlav, 1.5" RS-2 HMA 1/2" Overlav 2" RS-3 HMA Road, 2", 4" rock, First 2500 SY RS-4 HMA Road, 2", 4" rock, Qtv. over 2500 S RS-5 HMA Road, 3", 9 1/2" Rock, First 2500 S RS-6 HMA Road, 3", 9 1/2" Rock, Qty Over 250 RS-7 Not Used RS-8 Not Used RS-9 HMA Road, 6" Deoth, First 2500 SY RS -10 HMA Road, 6" Deoth, Qtv. Over 2500 SY RS -11 HMA 3/4" or 1 ", 4" Deoth RS -12 Gravel Road, 4" rock, First 2500 SY RS-13 Gravel Road, 4" rock, Qty. over 2500 SY RS -14 PCC Road (Add Under Write-Ins w/Desi! RS -15 Thickened Edge RS-17 Page 5 of 9 *KCC 27 A authorizes only one bond reduction. bondquantityworksheet.xls ---· -----·-· -Site Improvement Bond Quantity Worksheet --·--Web date: 04/03/2015 , Unit Price Unit $ 3.60 SY $ 14.00 SY $ 18.00 SY $ 28.00 SY $ 21.00 SY $ 35.00 SY $ 42.00 SY $ 33.10 SY $ 30.00 SY $ 20.00 SY $ 15.00 SY $ 10.00 SY $ 8.60 LF SUBTOTAL Existing Future Public Private Right-of-way Right of Way Improvements & Drainaae Facilities Quant. I Cost Quant. 14" Rock= 2.5 base & 1.5" to coursel Cost Quant. 9 1/2" Rock= 8" base & 1.5" too course, Cost Unit prices updated: 03/02/2015 Version: 03/02/2015 Report Date: 2/15/2016 ----- I ------·---Site Improvement Bond Quantity Worksheet Existing Future Public Right-of-way Right of Way & Drainaae Facilities Unit Price Unit Quant. I Cost Quant. Cost Quant. --·---Web date: 04/0312015 Private Improvements Cost . DRAINAGE (CPP = Corrugated Plastic Pipe, N12 or Equivalent) For Culvert prices, Averaae of 4' cover was assumed. Assume oerforated PVC is same nrice as solid nine. Access Road, RID D -1 Bollards -fixed D-2 Bollards -removable 0-3 * (CBs include frame and lid] CBTv=I 0-4 CB Tvne IL 0-5 CB Tyce II, 48" diameter D-6 for additional depth over 4' 0-7 CB Tvce II, 54" diameter D-8 for additional depth over 4' D-9 CB Tvne II, 60" diameter 0-10 for additional depth over 4' D -11 CB Tvne II, 72" diameter 0-12 for additional dF!nth over 4' D -13 Throuah.-curb Inlet Framevvork (Add) D -14 Cleanout. PVC, 4" D -15 Cleanout, PVC, 6" D -16 Cleanout, PVC, 8" 0-17 Culvert, PVC, 4" D -18 Culvert, PVC, 6" 0-19 Cuh1ert, PVC, 8" D-20 Culvert, PVC, 12" 0-21 Culvert, CMP, 8" D-22 Culvert, CMP, 12" 0-23 Culvert, CMP, 15" D -24 Culvert, CMP, 18" D -25 Culvert, CMP, 24" D -26 Culvert, CMP, 30" 0-27 Culvert, CMP, 36" D -28 Culvert, CMP, 48" D -29 Culvert, CMP, 60" D-30 Culvert, CMP, 72" 0-31 Page6 of 9 *KCC 27 A authorizes only one bond reduction. bondquantityworksheet.xls $ 21.00 $ 240.74 $ 452.34 $ 1,500.00 $ 1,750.00 $ 2,300.00 $ 480.00 $ 2,500.00 $ 495.00 $ 2,800.00 $ 600.00 $ 3,600.00 $ 850.00 $ 400.00 $ 150.00 $ 170.00 $ 200.00 $ 10.00 $ 13.00 $ 15.00 $ 23.00 $ 19.00 $ 29.00 $ 35.00 $ 41.00 $ 56.00 $ 78.00 $ 130.00 $ 190.00 $ 270.00 $ 350.00 SUBTOTAL SY Each Each Each Each Each FT Each FT Each FT Each FT Each Each Each Each LF LF LF LF LF LF LF LF LF LF LF LF LF LF 3 60 510.00 780.00 1,290.00 Unit prices updated: 03/02/2015 Version: 03/02/2015 Report Date: 2/15/2016 ----- DRAINAGE CONTINUED No. Culvert, Concrete, 8" D-32 Culvert, Concrete, 12" D-33 Culvert, Concrete, 15" D-34 Culvert, Concrete, 18" D-35 Culvert, Concrete, 24" D-36 Culvert, Concrete, 30" D-37 Culvert, Concrete, 36" D-38 Culvert, Concrete, 42" D-39 Culvert, Concrete, 48" D-40 Culvert, CPP, 6" D-41 Culvert, CPP, 8" D-42 Culvert, CPP, 12" D-43 Culvert, CPP, 15" D-44 Culvert, CPP, 18" D-45 Culvert, CPP, 24" D-46 Culvert, CPP, 30" D-47 Culvert. CPP, 36" D -48 Ditchinq D-49 Flow Dispersal Trench (1,436 base+) D -50 French Drain !3' deoth) D -51 Geotextile, laid in trench, oolvoroO'vlene D -52 Mid-tank Access Riser, 48" dla, 6' deeo D -54 Pond Overfloo Scillwav D-55 Restrictor/Oil Separator, 12" D-56 Restrictor/Oil Seaarator, 15" D-57 Restrictor/Oil Separator, 18" D-58 Riprap, placed D-59 Tank End Reducer (36" diameter) D-60 Trash Rack, 12" D-61 Trash Rack, 15" D-62 Trash Rack, 18" D-63 Trash Rack, 21" D-64 Page? of9 *KCC 27A authorizes only one bond reduction. bondquantitywor1<.sheet.xls -----·----Site Improvement Bond Quantity Worksheet Existing Future Public Right-of-way Right of Way & Drainage Facilities Unit Price Unit Quant. Cost Quant. Cost Quant. $ 25.00 LF $ 36.00 LF $ 42.00 LF $ 48.00 LF $ 78.00 LF $ 125.00 LF $ 150.00 LF $ 175.00 LF $ 205.00 LF $ 14.00 LF $ 16.00 LF $ 24.00 LF $ 35.00 LF $ 41.00 LF $ 56.00 LF $ 78.00 LF $ 130.00 LF $ 9.50 CY $ 28.00 LF $ 26.00 LF $ 3.00 SY $ 2,000.00 Each $ 16.00 SY $ 1,150.00 Each $ 1,350.00 Each $ 1,700.00 Each $ 42.00 CY $ 1,200.00 Each $ 350.00 Each $ 410.00 Each $ 480.00 Each $ 550.00 Each SUBTOTAL -----Web date: 04/03/2015 Private Improvements Cost Unit prices updated: 03/02/2015 Version: 03/02/2015 Report Date: 2/1512016 --------------Site Improvement Bond Quantity Worksheet -----Web date: 04/03/2015 Unit Price Unit PARKING LOT SURFACING No. 2" AC, 2" too course rock & 4" borrow PL-1 $ 21.00 SY 2" AC, 1.5" top course & 2.5" base cours PL-2 $ 28.00 SY 4" select borrow PL-3 $ 5.00 SY 1.5" top course rock & 2.5" base course PL-4 $ 14.00 SY UTILITY POLES & STREET LIGHTING Utility Pole(s) Relocation UP-1 Lump Sum Street Liaht Poles w/Luminaires UP-2 Each WRITE-IN-ITEMS (Such as detention/water quality vaults.) No. Wl-1 Each Wl-2 SY Wl-3 CY Wl-4 LF Wl-5 FT Wl-6 Wl-7 Wl-8 Wl-9 Wl-10 SUBTOTAL SUBTOTAL (SUM ALL PAGES): 30%CONTINGENCY & MOBILIZATION: Page8 of9 *KCC 27 A authorizes only one bond reduction. bondquantityworksheet.xls GRANDTOTAL: COLUMN: Existing Future Public Private Right-of-way Right of Way Improvements & Drainaoe Facilities Quant. I Price Quant. Cost Quant. I Cost . Not To Be Used For Roads Or Shoulders NA NA NA NA NA NA NA NA Utilitv oole relocation costs must be accomoanied bv Franchise Utilitv's Cost Estimate 3,020.00 906.00 3,926.00 B C 8,870.00 2,661.00 11,531.00 D Untt prices updated: 03/02/2015 Version: 03/02/2015 Report Date: 2/15/2016 ------------------Site Improvement Bond Quantity Worksheet Web date: 04/03/2015 Original bond computations prepared by: Name: Laura Bartenhagen, P.E. Date: 2/15/2016 PE Registration Number: 40111 Tel. #: (253) 838-6113 Finn Name: ESM Consulting Engineers, LLC Address: 33400 8th Avenue South, Suite 205, Federal Way, WA 98003 Project No: FINANCIAL GUARANTEE REQUIREMENTS Stabilization/Erosion Sediment Control (ESC) Existing Right-of-Way Improvements Future Public Right of Way & Drainage Facilities Private Improvements Calculated Quantity Completed (A) (B) (C) (D) $ $ $ $ PERFORMANCE BOND· AMOUNT __ _§_,467 5 3,926.0 11,531.0 Total Right-of Way and/or Site Restoration Bond•/" (A+B) $ 6,467.5 (First $7,500 of bond• shall be cash.) Performance Bond• Amount (A+B+C+D) = TOTAL (T) $ 21,924.5 Minimum is $2000. Maintenance/Defect Bond• Total MINIMUM BOND· AMOUNT REQUIRED FOR RECORDING OR TEMPORARY OCCUPANCY AT SUBSTANTIAL COMPLETION••• TX 0.30 $ 6,577.4 Minimum is $2000. PUBLIC ROAD & DRAINAGE MAINTENANCE/DEFECT BOND• (B+C) x 0.25 = $ 981.5 Minimum is $2000. NAME OF PERSON PREPARING BOND· REDUCTION: Laura Bartenha.9.en, P.E. Date: 2/15/2016 * NOTE: The word "bond" as used in this document means a financial guarantee acceptable to King County. ** NOTE: KCC 27A authorizes right of way and site restoration bonds to be combined when both are required. The restoration requirement shall include the total cost for all TESC as a minimum, not a maximum. In addition, corrective work, both on-and off-site needs to be included. Quantities shall reflect worse case scenarios not just minimum requirements. For example, if a sa1monid stream may be damaged, some estimated costs for restoration needs to be reflected in this amount. The 30% contingency and mobilization costs are computed in this quantity. ••• NOTE: Per KCC 27A, total bond amounts remaining after reduction shall not be less than 30% of the original amount (T) or as revised by major design changes. REQUIRED BOND• AMOUNTS ARE SUBJECT TO REVIEW AND MODIFICATION BY KING COUNTY Page 9 of 9 bondquantityworksheet.xls Check out the DDES Web site at www.kinqcountv.gov/permits Unit prices updated: 03/02/2015 Version: 03/02/2015 Report Date: 2/15/2016 - I I I I I I I I I I I I I I I I I I I 10. OPERATIONS AND MAINTENANCE MANUAL The Operations and Maintenance Manual is provided in Appendix D. 10-1 I I I I I I I I I I I I I I I I I I I APPENDIX A KCRTS Pond Sizing Output, Kristar Perk Filter Sizing Sheets and Conveyance Output (Excerpt from Originally Approved Project TIR) Updated KCRTS Pond Sizing Output I I Greenleaf Vault KCRTS Output I Pre-Developed Land Use Condition 8.04 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture I 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass I 0.00 0.00 0.000000 wetland 0.00 0.00 0.000000 Impervious predev. tsf ST 1. 000000 I Flow Frequency Analysis LogPearson III Coefficients Time Series File:pre.tsf Mean= -0. 712 StdDev= 0.233 Project Location:Sea-Tac Skew= -0.142 I ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period I 0.238 16 2/16/49 22:00 0. 541 1 89.50 0.989 0.465 5 3/03/50 16:00 0. 511 2 32.13 0.969 0.511 2 2/09/51 18:00 0.484 3 19.58 0.949 0.160 32 1/30/52 9:00 0.474 4 14.08 o. 929 I 0.124 42 1/18/53 19:00 0.465 5 10.99 0.909 0.180 28 1/06/54 5:00 0.393 6 9.01 0.889 0.317 9 2/07/55 21:00 0.380 7 7.64 0.869 0.270 13 12/20/55 17:00 0.341 8 6.63 0.849 I 0.210 21 12/09/56 15:00 0.317 9 5.86 0. 829 0.223 20 1/16/58 20:00 0.317 10 5.24 0.809 0.184 24 1/24/59 2:00 0.314 11 4.75 0.789 0.341 8 11/20/59 21:00 0.274 12 4.34 0.769 I 0.185 23 2/24/61 15:00 0.270 13 3.99 0.749 0 .111 44 1/03/62 2:00 0.264 14 3.70 0. 729 0.148 36 11/25/62 15:00 0.246 15 3.44 0.709 0.183 25 1/01/64 18:00 0.238 16 3.22 0.690 I 0 .129 40 11/30/64 12:00 0.236 17 3.03 0.670 0 .141 38 1/06/66 3:00 0.236 18 2.85 0.650 0.314 11 1/19/67 14:00 0.228 19 2. 70 0.630 0.186 22 2/03/68 23:00 0.223 20 2.56 0.610 I 0.182 27 12/03/68 17:00 0.210 21 2.44 0.590 0.154 34 1/13/70 23:00 0.186 22 2.32 0.570 0.125 41 12/06/70 8:00 0.185 23 2.22 0.550 I 0.380 7 2/28/72 3:00 0.184 24 2.13 0.530 0.168 29 1/13/73 5:00 0.183 25 2.04 0.510 0.182 26 1/15/74 2:00 0.182 26 1. 96 0.490 0.274 12 12/26/74 23:00 0.182 27 1. 89 0.470 I 0.168 30 12/03/75 17:00 0.180 28 1. 82 0.450 0.019 50 3/24/77 20:00 0.168 29 1. 75 0.430 0 .146 37 12/10/77 17:00 0.168 30 1. 70 0.410 0.088 46 2/12/79 8:00 0.164 31 1. 64 0.390 I 0.236 18 12/15/79 8:00 0.160 32 1.59 0.370 0.130 39 12/26/80 4:00 0.157 33 1.54 0.350 0.236 17 10/06/81 15:00 0.154 34 1.49 0.330 0. 228 19 1/05/83 8:00 0.152 35 1.45 0.310 I 0.152 35 1/24/84 11:00 0 .148 36 1.41 0.291 0.073 48 2/11/0s 6:00 0 .146 37 1.37 0 .271 0.393 6 1/18/86 21:00 0 .141 38 1. 33 0.251 0.317 10 11/24/86 4:00 0 .130 39 1. 30 0.231 I 0.120 43 1/14/88 12:00 0.129 40 1.27 0.211 I I I 0.076 47 4/05/89 16:00 0.125 41 1.24 0.191 0.541 1 1/09/90 9:00 0.124 42 1. 21 0.171 I 0. 474 4 4/05/91 2:00 0.120 43 1.18 0.151 0.157 33 1/27/92 17:00 0.111 44 1.15 0.131 0.164 31 3/23/93 0:00 0.092 45 1.12 0 .111 0.045 49 3/03/94 3:00 0.088 46 1.10 o. 091 I 0.246 15 2/19/95 20:00 0.076 47 1. 08 0. 071 0. 484 3 2/09/96 1:00 0.073 48 1. 05 0.051 0.264 14 1/02/97 9:00 0.045 49 1. 03 0.031 0. 092 45 1/07/98 10:00 0.019 50 1. 01 0. 011 I Computed Peaks 0.640 100.00 0.990 Computed Peaks 0.562 50.00 0.980 Computed Peaks 0.484 25.00 0.960 Computed Peaks 0.383 10.00 0.900 I Computed Peaks 0.362 8.00 0.875 Computed Peaks 0.306 5.00 0.800 computed Peaks 0.197 2.00 0.500 Computed Peaks 0.130 1.30 0.231 I Developed Land Use Condition I 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 3.82 0.00 0.000000 Till Grass I 0.00 0.00 0.000000 Outwaeh Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 outwash Grass 0.00 0.00 0.000000 Wetland I 3.62 0.00 0.000000 Impervious dev.tsf ST 1. 000000 I Flow Frequency Analysis LogPearson III Coefficients Time Series File:dev.tsf Mean= 0.065 StdDev= 0 .119 Project Location:Sea-Tac Skew= 0.398 I ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period 1.21 20 2/16/49 21:00 2.24 1 89.50 0.989 I 2.16 2 3/03/50 16:00 2.16 2 32.13 0. 969 1.27 19 2/09/51 2:00 2.02 3 19.58 0. 949 0.909 42 10/15/51 13: 00 1. 91 4 14.08 0. 929 0.898 43 3/24/53 15:00 1.63 5 10.99 0.909 I l. ll 25 12/19/53 19:00 1.59 6 9.01 0.889 1.13 24 11/25/54 2:00 1. 58 7 7.64 0.869 1.11 26 12/20/55 17:00 1.53 8 6.63 0.849 1.36 14 12/09/56 14: 00 1.47 9 5.86 0.829 I 1.16 22 12/25/57 16:00 1.44 10 5.24 0.809 0.856 47 11/18/58 13:00 1.41 11 4.75 0.789 1.14 23 11/20/59 5:00 1. 38 12 4.34 0.769 1. 00 36 2/14/61 21:00 1. 36 13 3.99 0.749 I 0.963 39 11/22/61 2:00 1.36 14 3.70 0. 729 1.01 34 12/15/62 2:00 1.34 15 3.44 0.709 1.11 27 12/31/63 23:00 1.33 16 3 .22 0.690 0.986 37 12/21/64 4:00 1.31 17 3.03 0.670 I 1.01 35 1/05/66 16:00 1. 30 18 2.85 0.650 1.53 8 11/13/66 19:00 1. 27 19 2.70 0. 630 1.63 5 8/24/68 16:00 1.21 20 2.56 0.610 0.919 41 12/03/68 16:00 1.20 21 2.44 0.590 I 1.01 32 1/13/70 22:00 1.16 22 2.32 0.570 I 1-- I I 0.979 38 12/06/70 8:00 1. 14 23 2.22 0.550 1. 58 7 2/27/72 7:00 1.13 24 2 .13 0.530 I 0.884 45 1/13/73 2:00 1.11 25 2.04 0.510 1.10 28 11/28/73 9:00 1.11 26 1. 96 0.490 1. 47 9 12/26/74 23:00 1.11 27 1.89 0.470 0. 922 40 12/02/75 20:00 1.10 28 1. 82 0.450 I 1. 01 33 8/26/77 2:00 1. 08 29 1. 75 0.430 1.41 11 9/22/78 19:00 1. 05 30 1. 70 0.410 1.20 21 9/08/79 15:00 1. 02 31 1. 64 0. 390 1.33 16 12/14/79 21:00 1. 01 32 1. 59 0.370 I 1.36 13 11/21/80 11: 00 1. 01 33 1.54 0.350 1. 91 4 10/06/81 0:00 1. 01 34 1. 49 0.330 1.31 17 10/28/82 16:00 1. 01 35 1. 45 0.310 1. 08 29 1/03/84 1:00 1. 00 36 1.41 0.291 I 0.887 44 6/06/85 22:00 0.986 37 1.37 0.271 1.34 15 1/18/86 16:00 0.979 38 1. 33 0.251 1.59 6 10/26/86 0:00 0.963 39 1. 30 0.231 0.688 49 1/14/88 0:00 0.922 40 1.27 0.211 I 0.867 46 8/21/89 17:00 0. 919 41 1. 24 0.191 2.24 1 1/09/90 6:00 0.909 42 1.21 0 .171 2.02 3 11/24/90 8:00 0.898 43 1.18 0.151 1. 05 30 1/27/92 15:00 0.887 44 1.15 0 .131 I 0.643 50 12/10/92 6:00 0.884 45 1.12 0 .111 0. 749 48 11/30/93 22:00 0.867 46 1.10 0.091 1.02 31 11/30/94 4:00 0.856 47 1. 08 0. 071 1.44 10 2/08/96 10:00 0. 749 48 1.05 0.051 I 1.30 18 1/02/97 6:00 0.688 49 1.03 0.031 1.38 12 10/04/97 15:00 0.643 50 1. 01 0.011 Computed Peaks 2.37 100.00 0. 990 Computed Peaks 2.15 50.00 0.980 I Computed Peaks 1. 94 25.00 0. 960 Computed Peaks 1. 66 10.00 0.900 Computed Peaks 1.61 8.00 0.875 Computed Peaks 1.45 5.00 0.800 I Computed Peaks 1.14 2.00 0.500 Computed Peaks 0. 939 1.30 0.231 I 15 Minute Row Frequency Analysis Flow Frequency Analysis LogPearson III Coefficients Time Series File:devlS.tsf Mean= 0.337 StdDev= 0.171 Project Location:Sea-Tac Skew= 1. 419 I ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks Rank Return Prob I (CFS) (CFS) Period 3.10 9 2/16/49 17:45 9.15 1 89.50 0.989 4.25 5 3/03/50 15:00 5.37 2 32.13 0.969 1.70 36 8/27/51 18:00 4. 72 3 19.58 0.949 I 2.07 27 10/17/51 7:15 4.38 4 14. 08 0.929 1. 46 45 9/30/53 3:00 4.25 5 10.99 0.909 1. 72 35 12/19/53 17:30 3.36 6 9.01 0.889 1.41 46 11/25/54 1:00 3.23 7 7.64 0.869 I 2.08 26 10/04/55 10:00 3.21 8 6.63 0.849 2.15 20 12/09/56 12:45 3.10 9 5.86 0.829 1. 95 32 1/16/58 10:00 2.54 10 5.24 0.809 2.41 14 10/18/58 19:45 2.52 11 4.75 0.789 I 2. 49 12 10/10/59 22:00 2.49 12 4.34 0.769 2.12 22 2/14/61 20: 15 2.47 13 3.99 0.749 1.67 39 8/04/62 13:15 2.41 14 3.70 0.729 1. 70 37 12/01/62 20:15 2.29 15 3.44 0.709 I 1. 29 49 6/05/64 15:00 2.28 16 3.22 0.690 I I I 2.01 29 4/20/65 19:30 2.25 17 3.03 0.670 1.32 48 1/05/66 15:00 2.21 18 2.85 0.650 I 2.29 15 11/13/66 17:45 2.16 19 2.70 0.630 4. 72 3 8/24/68 15:00 2.15 20 2. 56 0.610 2.03 28 10/20/68 12:00 2.13 21 2.44 0.590 1.21 50 1/13/70 20:45 2 .12 22 2.32 0.570 I 1.47 44 12/06/70 7:00 2 .12 23 2.22 0.550 3.21 8 12/08/71 17:15 2.10 24 2 .13 0.530 1. 70 38 4/18/73 9:30 2.09 25 2.04 0.510 2.13 21 11/28/73 8:00 2.08 26 1. 96 0.490 I 2.16 19 8/17/75 23:00 2.07 27 1. 89 0.470 1.56 42 10/29/75 7:00 2.03 28 1. 82 0.450 1.36 47 8/23/77 14:30 2.01 29 1. 75 0.430 2.47 13 9/17/78 1:00 1.99 30 1. 70 0.410 I 3.36 6 9/08/79 13:45 1. 97 31 1. 64 0.390 2.54 10 12/14/79 20:00 1. 95 32 1. 59 0.370 2.25 17 9/21/81 8:00 1.85 33 1. 54 0.350 5.37 2 10/05/81 22:15 1. 76 34 1. 49 0.330 I 2.10 24 10/28/82 16:00 1. 72 35 1. 45 0.310 1.63 40 1/02/84 23:45 1. 70 36 1. 41 0.291 1.48 43 6/06/85 21:15 1.70 37 1.37 0.271 2.21 18 10/27/85 10:45 1. 70 38 1. 33 0.251 I 2.52 11 10/25/86 22:45 1. 67 39 1. 30 0.231 1. 99 30 5/13/88 17:30 1.63 40 1.27 0.211 1. 85 33 8/21/89 16:00 1.61 41 1.24 0.191 3.23 7 1/09/90 5:30 1.56 42 1.21 0.171 I 2.12 23 4/03/91 20:15 1.48 43 1.18 0.151 1.61 41 1/27/92 15:00 1.47 44 1.15 0.131 1. 97 31 6/09/93 12:15 1.46 45 1.12 0.111 1. 76 34 11/17 /93 16:45 1.41 46 1.10 0.091 I 2.09 25 6/05/95 17:00 1.36 47 1. 08 0. 071 2.28 16 5/19/96 11 :30 1.32 48 1. 05 0.051 9 .15 1 12/29/96 11:45 1.29 49 1. 03 0.031 4.38 4 10/04/97 14: 15 1.21 so 1. 01 0. 011 I Computed Peaks 7.91 100.00 0.990 Computed Peaks 6.32 50.00 0.980 computed Peaks 5.03 25.00 0.960 Computed Peaks 3.68 10.00 0.900 I Computed Peaks 3.45 8.00 0.875 computed Peaks 2.86 5.00 0.800 Computed Peaks 1. 99 2.00 0.500 Computed Peaks 1.60 1. 30 0.231 I Offslte Land Use Condition I 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 1. ro 0.00 0.000000 Till Grass I 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland I 0.34 0.00 0.000000 Impervious offsite.tsf ST 1.000000 I Flow Frequency Analysis LogPearson III Coefficients Time Series File:offsite.tsf Mean= -0.807 StdDev= 0.147 Project Location:Sea-Tac Skew= 0.454 I ---Annual Peak Flow Rates--------Flow Frequency Analysis------- I I I Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period I 0.168 19 2/16/49 21:00 0.360 1 89.50 0.989 0.360 1 3/03/50 16:00 0.358 2 32 .13 0.969 0.192 12 2/09/51 2:00 0.312 3 19.58 0.949 0 .117 41 1/30/52 8:00 0.281 4 14.08 0.929 I 0 .115 42 3/24/53 15:00 0.245 5 10.99 0.909 0.151 26 12/19/53 19:00 0.225 6 9.01 0.889 0.158 22 2/07/55 17:00 0.219 7 7.64 0.869 0.163 20 12/20/55 17:00 0.206 8 6.63 0.849 I 0.193 11 12/09/56 14:00 0.206 9 5.86 0.829 0.155 25 12/25/57 16:00 0.201 10 5.24 0.809 0 .114 44 1/26/59 20:00 0.193 11 4.75 0.789 0.158 23 11/20/59 5:00 0.192 12 4.34 0.769 I 0.137 31 2/14/61 21:00 0 .191 13 3.99 0.749 0.121 40 11/22/61 2:00 0.189 14 3.70 0.729 0.140 29 12/15/62 2:00 0.189 15 3.44 0.709 0.146 28 12/31/63 23:00 0.187 16 3.22 0.690 I 0.127 36 12/21/64 4:00 0.182 17 3.03 0.670 0.134 34 1/05/66 16:00 0.179 18 2.85 0.650 0.206 9 11/13/66 19:00 0.168 19 2.70 0.630 0.206 8 8/24/68 16:00 0.163 20 2.56 0.610 I 0.124 39 12/03/68 16:00 0 .160 21 2.44 0.590 0.136 32 1/13/70 22:00 0.158 22 2.32 0.570 0.136 33 12/06/70 8:00 0.158 23 2.22 0.550 0. 245 5 2/27/72 7:00 0.156 24 2.13 0.530 I 0.114 43 1/13/73 2:00 0.155 25 2.04 0.510 0.156 24 11/28/73 9:00 0.151 26 1. 96 0.490 0.219 7 12/26/74 23:00 0.150 27 1. 89 0.470 0.126 37 12/02/75 20:00 0 .146 28 1. 82 0.450 I 0.114 45 8/26/77 2:00 0 .140 29 1. 75 0.430 0.182 17 9/22/78 19:00 0 .140 30 1. 70 0.410 0.125 38 9/08/79 15:00 0.137 31 1. 64 0.390 0.189 14 12/14/79 21:00 0 .136 32 1. 59 0.370 I 0.179 18 11/21/80 11:00 0.136 33 1. 54 0.350 0.281 4 10/06/81 15:00 0.134 34 1.49 0.330 0.160 21 10/28/82 16:00 0.129 35 1.45 0.310 0.150 27 3/15/84 20:00 0.127 36 1.41 0.291 I 0.104 46 6/06/85 22:00 0.126 37 1.37 0.271 0.201 10 1/18/86 16:00 0.125 38 1. 33 0.251 0.187 16 10/26/86 0:00 0.124 39 1. 30 0.231 0.085 48 1/14/88 12:00 0.121 40 1.27 0 .211 I 0.098 47 11/05/88 14:00 0 .117 41 1. 24 0.191 0.358 2 1/09/90 6:00 0.115 42 1.21 0.171 0.312 3 11/24/90 8:00 0.114 43 1.18 0.151 0.140 30 1/27/92 15:00 0 .114 44 1.15 0.131 I 0.083 49 3/22/93 22:00 0.114 45 1.12 0 .111 0.082 50 11/30/93 22:00 0.104 46 1.10 0. 091 0.129 35 11/30/94 4:00 0.098 47 1. 08 0.071 0.225 6 2/08/96 10:00 0.085 48 1. 05 0.051 I 0.189 15 1/02/97 6:00 0.083 49 1. 03 0.031 0.191 13 10/04/97 15:00 0.082 50 1. 01 0.011 Computed Peaks 0.383 100.00 0.990 Computed Peaks 0.339 50.00 0.980 I Computed Peaks 0.297 25.00 0.960 Computed Peaks 0.244 10.00 0.900 Computed Peaks 0.234 8.00 0.875 Computed Peaks 0.205 5.00 0.800 I Computed Peaks 0.152 2.00 0.500 computed Peaks 0.120 1. 30 0.231 I Bypass Land use Condition (for flow rate purposes) I I I 0.00 0.00 0.000000 Till Forest I 0.00 0.00 0.000000 Till Pasture 0.08 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture I 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.52 0.00 0.000000 Impervious Bypass.tsf I ST 1.000000 Flow Frequency Analysis Log-Pearson III Coefficients Time Series File:bypass.tsf Mean= -0.860 StdDev= 0.099 I Project Location:Sea-Tac Skew= 0.512 ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak -Peaks Rank Return Prob I (CFS) (CFS) Period 0.139 20 2/16/49 21:00 0.230 1 89.50 0.989 0.210 4 3/03/50 16:00 0.223 2 32.13 0.969 0.137 23 2/09/51 2:00 0.214 3 19.58 0, 949 I 0 .119 38 10/15/51 13:00 0.210 4 14.08 0.929 0.110 43 3/24/53 15:00 0.205 5 10.99 0.909 0.131 28 12/19/53 19:00 0.200 6 9.01 0.889 0.138 22 11/25/54 2:00 0.184 7 7.64 0.869 I 0.134 24 11/18/55 15:00 0.180 8 6.63 0.849 0.153 15 12/09/56 14:00 0.167 9 5.86 0.829 0 .139 21 12/25/57 16:00 0.165 10 5.24 0.809 0.105 47 11/18/58 13:00 0.164 11 4.75 0.789 I 0.131 27 11/20/59 5:00 0.163 12 4.34 0.769 0.117 39 2/14/61 21:00 0.160 13 3.99 0.749 0 .119 36 11/22/61 2:00 0.160 14 3.70 0. 729 0 .116 41 12/15/62 2:00 0.153 15 3.44 0.709 I 0.133 26 12/31/63 23:00 0.150 16 3. 22 0.690 0.120 34 12/21/64 4:00 0.150 17 3.03 0.670 0 .119 37 1/05/66 16:00 0.146 18 2.85 0.650 0.180 8 11/13/66 19:00 0.144 19 2.70 0.630 I 0.200 6 8/24/68 16:00 0.139 20 2.56 0.610 0.108 44 12/03/68 16:00 0.139 21 2.44 0.590 0.120 35 1/13/70 22:00 0.138 22 2.32 0.570 0 .116 40 12/05/70 9:00 0 .137 23 2.22 0.550 I 0. 167 9 12/08/71 18:00 0.134 24 2.13 0.530 0.107 45 1/13/73 2:00 0.134 25 2.04 0.510 0.124 31 11/28/73 9:00 0 .133 26 1. 96 0.490 0.160 13 12/26/74 23:00 0.131 27 1. 89 0.470 I 0.107 46 12/02/75 20:00 0.131 28 1. 82 0.450 0.134 25 8/26/77 2:00 0.126 29 1. 75 0.430 0.184 7 9/17/78 2:00 0.126 30 1. 70 0.410 0.164 11 9/08/79 15:00 0.124 31 1.64 0.390 I 0.150 16 12/14/79 21:00 0.124 32 1.59 0.370 0.163 12 11/21/80 11:00 0.124 33 1.54 0.350 0.223 2 10/06/81 0:00 0.120 34 1.49 0.330 0.165 10 10/28/82 16:00 0.120 35 1. 45 0.310 I 0 .126 29 1/03/84 1:00 0.119 36 1. 41 0.291 0.114 42 6/06/85 22:00 0 .119 37 1. 37 0 .271 0.146 18 1/18/86 16:00 0.119 38 1.33 0.251 0.205 5 10/26/86 0:00 0.117 39 1. 30 0.231 I 0. 096 49 11/11/87 0:00 0.116 40 1. 27 0 .211 0.124 32 8/21/89 17:00 0 .116 41 1.24 0.191 0.230 1 1/09/90 6:00 0.114 42 1.21 0 .171 0.214 3 11/24/90 8:00 0 .110 43 1.18 0.151 I 0.124 33 1/27/92 15:00 0.108 44 1.15 0.131 I I I 0.088 50 11/01/92 16:00 0.107 45 1.12 0.111 0.100 48 11/30/93 22: 00 0.107 46 1.10 0.091 0.126 30 11/30/94 4:00 0.105 47 1. OB 0. 071 I 0.150 17 2/08/96 10:00 0.100 48 1. 05 0.051 0.144 19 1/02/97 6:00 0.096 49 1.03 0.031 0.160 14 10/04/97 15:00 0.088 50 1. 01 0. 011 I Computed Peaks 0.255 100.00 0.990 Computed Peaks 0.234 50.00 0.980 Computed Peaks 0.214 25.00 0.960 computed Peaks 0.187 10.00 0.900 I Computed Peaks 0.181 8.00 0.875 Computed Peaks 0.166 5.00 0.800 Computed Peaks 0.136 2.00 0.500 Computed Peaks 0.116 1. 30 0.231 I As stated in the TIR, the pre-developed and developed flows have been combined with the offslte flow (which Is flow-through, no detention requirements). I Predevcomblned Flow Frequency Analysis Predev.tsf + offsite.tsf = predevcomhined.tsf Flow Frequency Analysis LogPearson III Coefficients I Time Series File:precornbined.tsf Mean= -0.505 StdDev= 0 .213 Project Location:Sea-Tac Skew= -0.058 ---Annual Peak Flow Rates--------Flow Frequency Analysis-------I Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period 0.388 17 2/16/49 21:00 0.837 1 89.50 0. 989 0.826 2 3/03/50 16:00 0.826 2 32 .13 0.969 I 0.656 5 2/09/51 18:00 0.719 3 19.58 0. 949 0.269 32 1/30/52 8:00 0.676 4 14.08 0.929 0.198 44 1/18/53 19:00 0.656 5 10.99 0.909 0.284 26 12/19/53 19:00 0.597 6 9.01 0.889 I 0.436 13 2/07/55 19:00 0.561 7 7.64 0.869 0.433 15 12/20/55 17:00 0.517 8 6.63 0.849 0.393 16 12/09/56 14:00 0.495 9 5.86 0.829 0.317 21 1/16/58 17:00 0.493 10 5.24 0.809 I 0.257 38 1/24/59 1:00 0.492 11 4.75 0.789 0. 495 9 11/20/59 21:00 0.487 12 4.34 0.769 0.269 33 2/14/61 21:00 0.436 13 3.99 0.749 0.177 45 1/02/62 22:00 0.436 14 3.70 0. 729 I 0.270 31 12/15/62 2:00 0.433 15 3.44 0.709 0.292 24 12/31/63 23:00 0. 393 16 3.22 0.690 0. 211 41 11/30/64 7:00 0.388 17 3.03 0.670 I 0.268 34 1/05/66 16: 00 0.342 18 2.85 0.650 0. 492 11 1/19/67 14: 00 0.338 19 2.70 0.630 0.296 22 2/03/68 22:00 0.327 20 2.56 0.610 0.290 25 12/03/68 17:00 0.317 21 2.44 0.590 I 0.283 27 1/13/70 23:00 0.296 22 2.32 0.570 0.262 36 12/06/70 8:00 0.294 23 2.22 0.550 0.597 6 2/28/72 3:00 0.292 24 2 .13 0.530 0.256 39 1/13/73 4:00 0.290 25 2.04 0.510 I 0.281 29 1/15/74 2:00 0.284 26 1. 96 0.490 0.493 10 12/26/74 23:00 0.283 27 1. 89 0.470 0.294 23 12/02/75 20:00 0.282 28 1. 82 0.450 0.116 49 8/26/77 2:00 0.281 29 1.75 0.430 I 0.268 35 12/10/77 17:00 0.273 30 1. 70 0.410 0 .140 47 11/19/78 3:00 0.270 31 1.64 0. 390 0.327 20 12/15/79 8:00 0.269 32 1. 59 0.370 0.260 37 12/26/80 0:00 0.269 33 1. 54 0.350 I 0.517 8 10/06/81 15:00 0.268 34 1.49 0.330 I I ···--1 I 0.342 18 1/05/83 8:00 0.268 35 1.45 0.310 0.273 30 1/03/84 1:00 0.262 36 1.41 0.291 0.143 46 2/11/85 3:00 0.260 37 1. 37 0 .271 I 0.561 7 1/18/86 16:00 0.257 38 1. 33 0.251 0.487 12 11/24/86 4:00 0.256 39 1. 30 0.231 0.205 42 1/14/88 12:00 0.237 40 1.27 0 .211 0.126 48 12/30/88 5:00 0.211 41 1.24 0 .191 I 0.837 1 1/09/90 6:00 0.205 42 1. 21 0 .171 0. 719 3 11/24/90 8:00 0.203 43 1.18 0.151 0.282 28 1/27/92 17:00 0.198 44 1.15 0.131 0.237 40 3/22/93 23:00 0.177 45 1.12 0.111 I 0.102 50 2/17/94 18:00 0.143 46 1.10 0. 091 0.338 19 2/19/95 18:00 0 .140 47 1. 08 0. 071 0.676 4 2/08/96 10:00 0.126 48 1. 05 0.051 I 0.436 14 1/02/97 6:00 0.116 49 1. 03 0.031 0.203 43 10/30/97 7:00 0.102 50 1. 01 0. 011 Computed Peaks 0.960 100.00 0.990 Computed Peaks 0. 845 50.00 0.980 I Computed Peaks 0.732 25.00 0.960 Computed Peaks 0.585 10.00 0.900 Computed Peaks 0.555 8.00 0.875 computed Peaks 0.474 5.00 0.800 I Computed Peaks 0.314 2.00 0.500 Computed Peaks 0.216 1. 30 0.231 Devcomblned Flow Frequency Analysls I Dev.tsf + offsite.tsf = devcombined.tsf Flow Frequency Analysis LogPearson III Coefficients Time series File:devcombined.tsf Mean= 0 .119 StdDev= 0.122 I Project Location:Sea-Tac Skew= 0.397 ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak -Peaks Rank Return Prob I (CFS) (CFS) Period 1. 37 20 2/16/49 21:00 2.60 1 89.50 0.989 2.52 2 3/03/50 16:00 2. 52 2 32.13 0.969 1. 46 19 2/09/51 2:00 2.33 3 19.58 0.949 I 1. 01 42 10/15/51 13:00 2.18 4 14. 08 0.929 1. 01 43 3/24/53 15:00 1. 83 5 10.99 0.909 1. 26 26 12/19/53 19:00 1. 83 6 9.01 0.889 1.28 24 11/25/54 2:00 1. 78 7 7.64 0.869 I 1.27 25 12/20/55 17:00 1. 74 8 6.63 0.849 1.55 13 12/09/56 14:00 1. 69 9 5.86 0.829 1. 32 21 12/25/57 16:00 1. 66 10 5.24 0.809 0. 964 46 11/18/58 13:00 1. 59 11 4.75 0.789 I 1. 30 23 11/20/59 5:00 1. 57 12 4.34 0. 769 1.14 34 2/14/61 21:00 1. 55 13 3.99 0.749 1. 09 39 11/22/61 2:00 1. 55 14 3.70 0. 729 1.15 32 12/15/62 2:00 1. 54 15 3.44 0.709 I 1.25 27 12/31/63 23:00 1. 52 16 3.22 0.690 1.11 37 12/21/64 4:00 1. 48 17 3.03 0.670 1.14 35 1/05/66 16:00 1. 47 18 2.85 0.650 1. 74 8 11/13/66 19:00 1.46 19 2.70 0.630 I 1. 83 5 8/24/68 16:00 1. 37 20 2.56 0.610 1. 04 41 12/03/68 16:00 1. 32 21 2.44 0.590 1.15 33 1/13/70 22:00 1.32 22 2.32 0.570 1.11 38 12/06/70 8:00 1. 30 23 2.22 0.550 I 1. 83 6 2/27 /72 7:00 1. 28 24 2.13 0.530 0.998 44 1/13/73 2:00 1. 27 25 2.04 0.510 1.25 28 11/28/73 9:00 1. 26 26 1. 96 0.490 1. 69 9 12/26/74 23:00 1. 25 27 1.89 0.470 I 1. 05 40 12/02/75 20:00 1. 25 28 1. 82 0.450 I I I I I I I I I I I I I I I I I I I I 1.13 36 B/26/77 2:00 1. 23 1. 59 11 9/22/78 19:00 1.19 1. 32 22 9/08/79 15:00 1.15 1. 52 16 12/14/79 21:00 1.15 1.54 15 11/21/80 11: 00 1.15 2.18 4 10/06/81 0:00 1.14 1.47 18 10/28/82 16:00 1.14 1.23 29 1/03/84 1:00 1.13 0.992 45 6/06/85 22:00 1.11 1. 55 14 1/18/86 16:00 1.11 1. 78 7 10/26/86 0:00 1. 09 0. 771 49 1/14/88 0:00 1. 05 0.948 47 B/21/89 17:00 1.04 2.60 1 1/09/90 6:00 1. 01 2.33 3 11/24/90 8:00 1.01 1.19 30 1/27/92 15:00 0.998 0.717 so 12/10/92 6:00 0.992 0.831 48 11/30/93 22: 00 0.964 1.15 31 11/30/94 4:00 0. 948 1. 66 10 2/08/96 10:00 0. 831 1.48 17 1/02/97 6:00 0. 771 1.57 12 10/04/97 15:00 0.717 Computed Peake 2.74 Computed Peaks 2. 48 Computed Peaks 2.23 Computed Peaks 1. 90 Computed Peaks 1. 84 Computed Peaks 1.65 Computed Peaks 1. 29 Computed Peaks 1.06 Flows used for Target Duration Curve Calculatlon Rrst Interval: 50% of 2-year predev.tsf + 2-year offsite.tsf 0.50*0.197 + 0.152 = 0.251 cfs 50-year flow: 50-year predev.tsf + 50-year offsite.tsf 0.562 + 0.339 = 0.901 cfs Interval Size: (50-year -first interval) / (36-1) (0.901 -0.251)/35 = 0.18571 29 1. 75 0.430 30 1. 70 0.410 31 1. 64 0.390 32 1. 59 0.370 33 1. 54 0.350 34 1.49 0.330 35 1.45 0.310 36 1.41 0.291 37 1. 37 0.271 38 1. 33 0.251 39 1. 30 0.231 40 1. 27 0.211 41 1.24 0.191 42 1. 21 0 .171 43 1.18 0.151 44 1.15 0.131 45 1.12 0.111 46 1.10 0.091 47 1. OB 0. 071 48 1. 05 0.051 49 1.03 0.031 50 1. 01 0.011 100.00 0.990 50.00 0.980 25.00 0.960 10.00 0.900 8.00 0.875 5.00 0.800 2.00 0.500 1. 30 0.231 I I I I I I I I I I I I I I I I I I I Greenleaf Pond Facility Retention/Detention Facility Type of Facility, Side Slope: Pond Bottom Length: Pond Bottom Width: Pond Bottom Area: Top Area at 1 ft. FB: Effective Storage Depth: Stage a Elevation: Storage Volume: Riser Head: Riser Diameter: Number of orifices: Detention Pond 3.00 H,lV 86.00 ft 38.00 ft 3268. sq. ft 13944. sq. ft 0.320 acres 8.75 ft o.oo ft ~ cu. ft 495 ac-ft 8.75 ft 18.00 inches 3 Pipe Orifice # Height (ft) Diameter @ Full Head Discharge (CFS) 0.246 0.247 0.053 Diameter (in) 1 0.00 2 7.00 3 8.00 Top Notch Weir: None outflow Rating Curve: None Stage Elevation Storage (ft) (ft) (cu. ft) lac-ft) 0.00 0.00 0. 0.000 0.02 0.02 66. 0.002 0.04 0.04 131. 0.003 0.05 0.05 164. 0.004 0.07 0.07 231. 0.005 0.09 0.09 297. 0.007 0.11 0 .11 364. 0.008 0.13 0.13 431. 0.010 0.15 0.15 499. 0. 011 0.32 0.32 1084. 0.025 0.49 0.49 1692. 0. 039 0.66 0. 66 2322. 0.053 0.83 0.83 2976. 0.068 1. 00 1.00 3652. 0.084 1.18 1.18 4394. 0.101 1.35 1.35 5119. 0 .118 1.52 1. 52 5869. 0.135 1.69 1. 69 6643. 0.153 1. 86 1. 86 7443. 0.171 2.03 2.03 8267. 0.190 2.20 2.20 9118. 0.209 2. 38 2.38 10047. 0.231 2.55 2.55 10951. 0.251 2. 72 2. 72 11883. 0.273 2.89 2.89 12841. 0.295 3.06 3.06 13827. 0.317 3.23 3.23 14841. 0.341 3. 41 3.41 15945. 0.366 3.58 3.58 17018. 0.391 3.75 3.75 18119. 0.416 3. 92 3.92 19250. 0.442 4.09 4.09 20410. 0.469 6.0 4.0 Discharge (cfs) 0.000 0. 011 0.016 0.019 0.022 0.025 0.027 0.030 0.032 a .047 0.058 0.068 0.076 0.083 0.090 0.096 0.102 0.108 0.113 0 .118 0.123 0.128 0.133 0.137 0.141 0.145 0.149 0.153 0.157 0.161 0.164 0.168 Percolation (cfs) 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 0.00 0.00 0.00 0.00 o.oo 0.00 0.00 Surf Area (sq. ft) 3268. 3283. 3298. 3305. 3320. 3335. 3350. 3365. 3380. 3510. 3641. 3775. 3910. 4048. 4196. 4338. 4482. 4628. 4776. 4927. 5079. 5243. 5399. 5558. 5719. 5882. 6047. 6224. 6393. 6564. 6738. 6913. I I 4.26 4.26 21600. 0.496 0.172 0.00 7091. 4.44 4.44 22894. 0.526 0.175 0.00 7281. 4.61 4.61 24147. 0.554 0.178 0.00 7463. I 4.78 4.78 25431. 0.584 0.182 0.00 7647. 4.95 4.95 26747. 0.614 0.185 0.00 7833. 5 .12 5.12 28095. 0.645 0.188 0.00 8021. 5.29 5.29 29474. 0 .677 0.191 0.00 8211. I 5.46 5.46 30886. 0.709 0.194 o.oo 8403. 5.64 5.64 32418. 0.744 0.197 0.00 8609. 5.81 5.81 33898. 0.778 0.200 0.00 8806. 5.98 5.98 35412. 0. 813 0.203 0.00 9004. I 6.15 6.15 36959. 0.848 0.206 0.00 9205. 6.32 6.32 38542. 0.885 0.209 0.00 9408. 6.49 6.49 40158. 0.922 0. 212 o.oo 9613. I 6.67 6.67 41908. 0.962 0.214 0.00 9832. 6.84 6. 84 43598. 1. 001 0.217 o.oo 10041. 7.00 7.00 45220. 1.038 0.220 0.00 10240. 7.03 7.03 45528". 1. 045 0.222 o.oo 10277. I 7.05 7.05 45734. 1. 050 0.228 0.00 10302. 7.08 7.08 46043. 1. 057 0.237 0.00 10340. 7.11 7.11 46354. 1.064 0.249 0.00 10378. 7.14 7.14 46666. 1. 071 0.265 0.00 10415. I 7.16 7.16 46874. 1.076 0.283 0.00 10441. 7.19 7.19 47188. 1.083 0.305 0.00 10478. 7.22 7.22 47503. 1.091 0. 311 0.00 10516. 7.39 7.39 49309. 1.132 0.343 0.00 10732. I 7.56 7.56 51152. 1.174 0.369 0.00 10950. 7.73 7.73 53032. 1. 217 0 .391 0.00 11170. 7.91 7.91 55064. 1.264 0.411 0.00 11405. 8.00 8.00 56096. 1. 288 0.422 0.00 11524. I 8.02 8.02 56327. 1. 293 0.424 0.00 11550. 8.03 8.03 56442. 1.296 0.427 0.00 11564. 8.05 8.05 56674. 1. 301 0.431 0.00 11590. 8.06 8.06 56790. 1. 304 0.436 0.00 11603. I 8.08 8.08 57022. 1. 309 0.442 0.00 11630. 8.09 8.09 57139. 1. 312 0.448 0.00 11643. 8.11 8.11 57372. 1. 317 0.454 0.00 11670. 8 .13 8.13 57605. 1.322 0.457 0. 00 11696. I 8.30 8.30 59613. 1. 369 0. 485 0.00 11923. 8.47 8.47 61659. 1. 416 0.510 0.00 12152. 8.64 8.64 63745. 1.463 0.532 0.00 12384. 8.75 8. 75 65115. 1. 495 0.546 0.00 12534. I 8.85 8.85 66376. 1.524 1.020 0.00 12672. 8.95 8.95 67650. 1. 553 1. 880 0.00 12810. 9.05 9.05 68938. 1. 583 2.980 0.00 12950. 9.15 9.15 70240. 1. 612 4.290 0.00 13090. I 9.25 9.25 71556. 1. 643 5.770 0.00 13230. 9.35 9.35 72886. 1.673 7.200 0.00 13372. 9.45 9.45 74230. 1.704 7.740 0.00 13514. 9.55 9.55 75589. 1.735 8.240 0.00 13656. I 9.65 9.65 76961. 1.767 B.710 0.00 13800. 9.75 9.75 78349. 1. 799 9.160 0.00 13 944. 9.85 9.85 79750. 1.831 9.580 o.oo 14089. 9.95 9.95 81166. 1. 863 9.990 0.00 14235. I 10.05 10.05 82597. 1. 896 10.380 0.00 14381. 10.15 10.15 84043. 1. 929 10. 750 0.00 14528. 10.25 10.25 85503. 1.963 11.120 0.00 14676. 10.35 10.35 86978. 1.997 11. 4 70 o.oo 14825. I 10.45 10.45 88468. 2.031 11. 810 0.00 14974. 10.55 10.55 89973. 2.065 12.140 0.00 15124. 10.65 10.65 91493. 2.100 12.460 0.00 15275. I I I I I I I I I I I I I I I I I I I I I Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 1.46 0.84 8.81 8.81 65889. 2 1.66 0. 72 8.79 8.79 65568. 3 2.60 0.51 8.48 8.48 61739. 4 1. 30 0.50 8.39 8.39 60705. 5 1.48 0.42 7.95 7.95 55496. 6 1. 55 0.37 7.57 7.57 51244. 7 0.95 0.21 6.42 6.42 39498. 8 1.13 0,14 2.90 2. 90 12871. Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow 1 0.84 0.14 ******** 2 0.72 0.15 ******** 3 0.51 0.23 ******** 4 0.50 0.13 ******** 5 0.42 0.14 ******** 6 0.37 0.15 ******** 7 0.21 0.10 ******** 8 0.14 0.13 ******** ---------------------------------- Route Time Series through Facility Inflow Time Series File:devcombined.tsf Outflow Time Series File:rdout POC Time Series File:dsout Inflow/Outflow Analysis Peak Inflow Discharge: Peak Outflow Discharge: Peak Reservoir Stage: Peak Reservoir Elev: 2.60 CFS 0.837 CFS 8.81 Ft 8.81 Ft Target 1.02 ******* ******* ******* ******* ******* ******* ******* at 6,00 at 19,00 Peak Reservoir Storage: 65889. Cu-Ft 1.513 Ac-Ft Add Time series:bypass.tsf Cale 0.89 0.75 0.60 0.56 0.49 0.42 0.28 0.25 on Jan on Feb Peak Summed Discharge: 0.894 CFS at 19:00 on Feb 1.513 1.505 1.417 1.394 1. 274 1.176 0.907 0.295 9 in 1990 9 in 1951 9 in 1951 Point of Compliance File:dsout.tsf Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac LogPearson III Coefficients Mean= -0.637 StdDev= 0.187 ---Annual Peak Flow Rates--- Flow Rate Rank Time of Peak (CFS) 0.183 0.213 0.837 0.165 0.173 0.199 0.212 0.278 0 .194 0.199 0.184 0. 498 0.193 0.157 0.198 0.189 0.201 34 13 1 45 43 24 14 12 27 23 33 5 28 47 25 31 21 2/17/49 3/05/50 2/09/51 1/30/52 1/12/53 1/06/54 2/08/55 12/22/55 12/09/56 1/17/58 1/24/59 11/21/59 11/24/60 1/03/62 11/26/62 1/01/64 12/01/64 4,00 7,00 19,00 14, 00 1,00 11, 00 6,00 15,00 20,00 1,00 10,00 2,00 17,00 8,00 10:00 22, 00 8:00 Skew= 1.467 -----Flow Frequency Analysis------- --Peaks --Rank Return Prob (CFS) (ft) Period 0.837 8.81 1 89.50 0.989 0.716 8.79 2 32.13 0.969 0.516 0 .511 0. 498 0.454 0.416 0.416 0. 412 0.376 0.370 0.278 0.213 0.212 0 .211 0.208 0.206 8.51 9.48 8.39 8 .11 7.95 7.95 7.92 7.61 7.57 7.15 6.62 6.47 6.42 6.26 6.15 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 19.58 14.08 10.99 9.01 7.64 6.63 5.86 5.24 4.75 4.34 3.99 3.70 3.44 3.22 3.03 0. 949 0.929 0.909 0.889 0.869 0.849 0.829 0.809 0.789 0.769 0.749 0. 729 0.709 0.690 0.670 I I 0.180 37 12/28/65 18:00 0.206 6.13 18 2.85 0.650 0.206 18 12/13/66 16:00 0.205 6 .12 19 2. 70 0.630 0.183 35 1/20/68 19:00 0.204 6.05 20 2.56 0.610 I 0.182 36 12/03/68 23:00 0.201 5.88 21 2.44 0.590 0.187 32 1/14/70 15:00 0.201 5.88 22 2.32 0.570 0.208 16 12/07/70 5:00 0.199 5.78 23 2.22 0.550 0.376 10 2/28/72 7:00 0.199 5.73 24 2 .13 0.530 I 0.192 29 12/27 /72 19:00 0.198 5.70 25 2.04 0.510 0.201 22 1/16/74 18:00 0.196 5.59 26 1. 96 0.490 0.206 17 12/27 /74. 9:00 0.194 5.44 27 1.89 0.470 0.204 20 12/04/75 2:00 0.193 5.38 28 1.82 0. 450 I 0 .141 49 B/24/77 0:00 0.192 5.34 29 1.75 0.430 0.191 30 12/15/77 19:00 0.191 5.28 30 1. 70 0.410 0.155 48 11/19/78 9:00 0.189 5.17 31 1. 64 0.390 0.416 7 12/17/79 20:00 0.187 5.05 32 1.59 0.370 I 0.178 40 12/27/80 8:00 0.184 4.89 33 1.54 0.350 0.454 6 10/06/81 18:00 0.183 4.81 34 1. 49 0.330 0.205 19 1/05/83 16:00 0.183 4.81 35 1. 45 0.310 0.166 44 12/10/83 18:00 0.182 4.78 36 1. 41 0.291 I 0.175 41 11/03/84 23:00 0.180 4.71 37 1.37 0 .271 0.370 11 1/18/86 23:00 0.180 4.70 38 1.33 0.251 0.412 9 11/24/86 8:00 0.179 4.66 39 1.30 0.231 0 .174 42 1/15/BB 6:00 0.178 4.60 40 1.27 0. 211 I 0.162 46 11/05/BB 20:00 0.175 4.46 41 1.24 0.191 0. 511 4 1/09/90 12:00 0.174 4.38 42 1. 21 0.171 0.516 3 4/05/91 5:00 0.173 4.32 43 1.18 0.151 0.196 26 1/31/92 6:00 0.166 4.00 44 1.15 0 .131 I 0.179 39 3/23/93 7:00 0.165 3.95 45 1.12 0.111 0 .140 so 12/01/93 16:00 0.162 3.83 46 1.10 0.091 0.211 15 2/20/95 0:00 0.157 3.60 47 1. OB 0. 071 0. 716 2 2/09/96 3:00 0.155 3.48 48 1. 05 0.051 I 0.416 B 1/02/97 12:00 0.141 2.89 49 1. 03 0.031 0.180 38 10/30/97 10:00 0.140 2.86 so 1. 01 0. 011 Computed Peaks 0.959 B.84 100.00 0.990 Computed Peaks 0.747 8.79 SO.DO 0.980 I Computed Peaks 0.579 8.76 25.00 0.960 Computed Peaks 0.409 7.90 10.00 0.900 Computed Peaks 0.382 7.66 8.00 0.875 I Computed Peaks 0 .311 7.22 5.00 0.800 Computed Peaks 0.208 6.28 2.00 0.500 Computed Peaks 0.166 3.99 1. 30 0.231 Flow Frequency Analysis LogPearson III Coefficients I Time Series File:dsout.tsf Mean::::a -0.506 Stdoev= 0.148 Project Location:Sea-Tac Skew= 1. 395 ---Annual Peak Flow Rates--------Flow Frequency Analysis------- I Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period 0.291 22 2/16/49 21:00 0.894 1 89.50 0.989 0.353 12 3/03/50 16:00 0.752 2 32.13 0.969 I 0. 894 1 2/09/51 19:00 0.598 3 19.58 0.949 0.247 42 1/30/52 8:00 0.588 4 14.08 0.929 0.248 40 9/30/53 14:00 0.565 5 10.99 0.909 0.249 38 1/22/54 20:00 0.555 6 9.01 0.889 I 0.297 21 2/07/55 17:00 0.488 7 7.64 0.869 0.306 16 12/22/55 12:00 0.466 B 6.63 0.849 0.319 15 12/09/56 14:00 0.459 9 5.86 0.829 0.267 29 1/16/58 16:00 0.420 10 5.24 0.809 I 0.258 33 11/18/58 13:00 0.419 11 4.75 0.789 0.555 6 11/21/59 1:00 0.353 12 4.34 0.769 0.286 23 11/24/60 8:00 0.338 13 3.99 0.749 0.225 48 11/22/61 2:00 0.320 14 3.70 0.729 I 0.254 34 11/25/62 14:00 0.319 15 3.44 0.709 I I I 0.252 37 1/01/64 14:00 0.306 16 3.22 0.690 0.253 35 11/30/64 7·: 00 0.304 17 3.03 0.670 0.247 41 1/05/66 16:00 0.304 18 2.85 0.650 I 0.320 14 11/13/66 19:00 0.303 19 2.70 0.630 0.304 17 8/24/68 16:00 0.298 20 2.56 0.610 0.261 31 12/03/68 16:00 0.297 21 2.44 0.590 0.271 27 1/13/70 23:00 0 .291 22 2.32 0.570 I 0.298 20 12/06/70 8:00 0.286 23 2.22 0.550 0.419 11 2/28/72 5:00 0.280 24 2 .13 0.530 0.253 36 12/26/72 2:00 0.277 25 2.04 0.510 0.262 30 11/11/73 17:00 0.276 26 1. 96 0.490 I 0.338 13 12/26/74 23:00 0 .271 27 1.89 0 .470 0.269 28 12/02/75 20:00 0.269 28 1. 82 0.450 0.249 39 8/26/77 2:00 0.267 29 1. 75 0.430 0.304 18 9/22/78 19:00 0.262 30 1. 70 0.410 I 0.216 49 10/23/78 21:00 0.261 31 1.64 0.390 0.459 9 12/17/79 17:00 0.259 32 1. 59 0.370 0.303 19 11/21/80 11:00 0.258 33 1.54 0.350 0.565 5 10/06/81 15:00 0.254 34 1. 49 0.330 I 0.280 24 1/05/83 8:00 0.253 35 1. 45 0.310 0.228 47 1/03/84 1:00 0.253 36 1.41 0.291 0.246 43 6/06/85 23:00 0.252 37 1.37 0.271 0.420 10 1/18/86 21:00 0. 249 38 1.33 0.251 I 0.466 8 11/24/86 6:00 0.249 39 1.30 0.231 0.235 45 1/14/88 12:00 0.248 40 1.27 0 .211 0.237 44 11/05/88 14:00 0.247 41 1. 24 0.191 0.598 3 1/09/90 9:00 0.247 42 1.21 0.171 I 0.588 4 4/05/91 2:00 0.246 43 1.18 0.151 0.259 32 1/27 /92 17:00 0.237 44 1.15 0.131 0.231 46 3/22/93 22:00 0.235 45 1.12 0.111 I 0.192 50 2/17/94 18:00 0.231 46 1.10 0. 091 0.276 26 2/19/95 17:00 0.228 47 1. 08 0 .071 0.752 2 2/09/96 3:00 0.225 48 1. 05 0.051 0.488 7 1/02/97 9:00 0.216 49 1. 03 0.031 I 0 .277 25 10/30/97 7:00 0.192 50 1. 01 0.011 Computed Peaks 0. 949 100.00 0.990 Computed Peaks 0.783 50.00 0.980 Computed Peaks 0.644 25.00 0.960 I Computed Peaks 0.492 10.00 0.900 Computed Peaks 0.466 8.00 0.875 Computed Peaks 0.397 5.00 0.800 Computed Peaks 0.289 2.00 0.500 I Computed Peaks 0.240 1.30 0.231 Flow Duration from Time Series File:rdout.tsf cutoff Count Frequency CDF Exceedence_Probability I CFS t % \ 0.012 305682 69.790 69.790 30.210 0.302E+OO 0.035 34305 7.832 77.623 22. 377 0.224E+OO 0.059 28089 6.413 84.036 15.964 0.160E+OO I 0.083 22935 5.236 89.272 10. 728 0.107E+OO 0.106 17121 3.909 93 .181 6.819 0.682E-Ol 0 .130 12161 2.776 95.957 4.043 0.404E-Ol 0.153 8451 1. 929 97.887 2 .113 0. 211E-Ol I 0 .177 4689 1. 071 98.957 1.043 0.104E-Ol 0.200 2901 0.662 99.620 0.380 0.380E-02 0.224 1162 0.265 99.885 0.115 0 .115E-02 0.247 60 0.014 99.899 0.101 0. lOlE-02 I 0. 271 29 0.007 99.905 0. 095 0.947E-03 0.294 26 0.006 99. 911 0.089 0.888E-03 0.318 33 0.008 99.919 0.081 0.813E-03 0.342 51 0.012 99.930 0.070 0.696E-03 I 0.365 69 0.016 99.946 0.054 0.539E-03 I I I 0.389 59 0. 013 99.960 0.040 0.404E-03 0.412 63 0.014 99.974 0.026 0.260E-03 0.436 36 0.008 99.982 0.018 0.178E-03 I 0.459 9 0.002 99.984 0.016 0.158E-03 0.483 18 0.004 99.988 0.012 0 .116E-03 0.506 22 0.005 99.993 0.007 0.662E-04 0.530 17 0.004 99.997 0.003 0.274E-04 I 0.553 7 0.002 99.999 0.001 0 .114E-04 0.577 1 0.000 99.999 0.001 0.913E-05 0.601 0 0.000 99.999 0.001 0.913E-05 0.624 1 0.000 99.999 0.001 0.685E-05 I 0.648 0 0.000 99.999 0.001 0.685E-05 0.671 0 0.000 99.999 0.001 0.685E-05 0.695 0 0.000 99.999 0.001 0.685E-05 0. 718 1 0.000 100.000 0.000 0.457E-05 I 0. 742 1 0.000 100.000 0.000 0.228E-05 0. 765 0 0.000 100.000 0.000 0.228E-05 0.789 0 0.000 100.000 0.000 0.228E-05 0.812 0 0.000 100.000 0.000 0.228E-05 I 0.836 0 0.000 100.000 0.000 0.228E-05 Flow Duration from Time Series File:dsout.tsf Cutoff Count Frequency CDF Exceedence_Probability I CFS % % % 0.013 305674 69.789 69.789 30. 211 0.302E+OO 0.038 33455 7.638 77. 427 22.573 0.226E+OO 0.063 27708 6.326 83.753 16. 24 7 0.162E+OO I 0.088 23052 5.263 89.016 10.984 O.llOE+OO 0 .113 17172 3. 921 92. 936 7.064 0.706E-Ol 0 .139 12444 2.841 95.777 4.223 0.422E-Ol 0.164 8443 1.928 97.705 2.295 0.229E-Ol I 0.189 4986 1.138 98.843 1.157 0.116E-Ol 0.214 2940 0. 671 99.515 0. 485 0.485E-02 0.239 1176 0.268 99.783 0.217 0.217E-02 0.264 329 0.075 99.858 0.142 0.142E-02 I 0.289 127 0.029 99.887 0 .113 0 .113E-02 0.315 74 0.017 99.904 0.096 0.959E-03 0.340 66 0.015 99.919 0.081 0.808E-03 I 0.365 60 0. 014 99. 933 0.067 0.671E-03 0.390 72 0. 016 99.949 0.051 0.507E-03 0.415 54 0.012 99.962 0.038 0.384E-03 0.440 53 0. 012· 99.974 0.026 0.263E-03 I 0.465 27 0.006 99.980 0.020 0.201E-03 0. 491 22 0.005 99.985 0. 015 0.151E-03 0.516 15 0.003 99.988 0.012 0.116E-03 0.541 22 0.005 99.993 0.007 0.662E-04 I 0. 566 14 0.003 99.997 0.003 0.342E-04 0.591 4 0.001 99.997 0.003 0.251E-04 0.616 5 0.001 99.999 0.001 0.137E-04 0.642 2 0.000 99.999 0.001 0.913E-05 I 0.667 0 0.000 99.999 0.001 0.913E-05 0.692 1 0.000 99.999 0.001 0.685E-05 0. 717 0 0.000 99.999 0.001 0.685E-05 0.742 0 0.000 99.999 0.001 0.685E-05 I 0.767 2 0.000 100.000 0.000 0.228E-05 0.792 0 0 :ooo 100.000 0.000 0.228E-05 0. 818 0 0.000 100.000 0.000 0.228E-05 0.843 0 0.000 100.000 0.000 0.2288-05 I 0.868 0 0.000 100.000 0.000 0.228E-05 0.893 0 0.000 100.000 0.000 0.228E-05 I I I I I I I I I I I I I I I I I I I I I -- Duration Comparison Anaylsis Base File: precombined.tsf New File: dsout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time--------------Check of Cutoff Base New %Change Probability Base 0.251 0.19E-02 0.17E-02 -13.7 I 0.19E-02 0.251 0.296 O.llE-02 O.llE-02 -3.3 I O.llE-02 0.296 0.341 0.69E-03 0.80E-03 16.2 I 0.69E-03 0.341 0.386 0.45E-03 0.54E-03 19.9 I 0.45E-03 0.386 0.431 0.30E-03 0.31E-03 1. 5 I 0.30E-03 0.431 0.476 0.19E-03 0.17E-03 -10.6 I 0.19E-03 0.476 0.521 O.llE-03 O.lOE-03 -2.2 I 0. llE-03 0. 521 0.566 0.62E-04 0.34E-04 -44.4 I 0.62E-04 0.566 0.611 0.39E-04 0.14E-04 -64.7 I 0.39E-04 0. 611 0.657 0.16E-04 0.91E-05 -42.9 I 0.16E-04 0.657 0.702 0.14E-04 0.68E-05 -50.0 I 0.14E-04 0.702 0. 747 O.llE-04 0.68E-05 -40.0 I O.llE-04 0. 747 0.792 0.91E-05 0.23E-05 -75.0 I 0.91E-05 0.792 0. 837 0.23E-05 0.23E-05 0.0 I 0.23E-05 0.837 Maximum positive excursion= 0.068 cfs ( 8.2%) occurring at 0.826 cfs on the Base Data:precombined.tsf and at 0.893 cfs on the New Data:dsout.tsf Maximum negative excursion= 0.152 cfs (-19.5%) occurring at 0.782 cfs on the Base Oata:precombined.tsf and at 0.630 cfs on the New Data:dsout.tsf Tolerance------- New \Change 0.244 -2.8 0.290 -1. 9 0.363 6.3 0.403 4.4 0.432 0.2 0.470 -1. 3 0.521 -0.1 0.544 -4. 0 0.564 -7.7 0.603 -8.2 0.628 -10.4 0.630 -15.7 0.681 -14.1 0.893 6.7 r~tll.d:.ir '> Cl~OtJ!.•lur .- TAROET ou, o I I I I I I I I I I I I I I I I I I I KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL ~, 1/<rc "··>-·/\/:~ ::i:f~0Jllr,tP@.~~l!~f P,~@~~:JVQ.~~~t'.lt SumDU1ry ortlte 2009 Surface Water Des.lgn Mllnual Requlrementll Project Name: Greenleaf 1) Primary Overflow (See Page 5-48) Top of Dctention/Primmy Overflow Elevation - Q.,,.. • 9.739 D HJI.! Developed IOO·yr, 15-mim.ttc peak Dow (Qwa) • Overflow Com>l Frop Diameter (D) • H......,., • Head above Primary Overflow 2) Secondary Overfiow (See Page S-44 and S-18) Top ofDete:ntion/Seooodary Ovcrflow Elevation• 3) A) J11lbonse Weir Q.,,,;, • C (L -0.2H) Hll.! • (3.27 + 0.40 HIP) (L • 0.28) Hlll o .... - P-H.....,.- L- B) Blrdc111:e Structure Q,..;, -9.739 D HYJ o ..... - Dctcnt:ion Storage Depth. Head above Secondary Overflow Length of Weir Secondary Overflow Structure Diameter (D) .. H..,....."" Head obovc Secondary Ovcrflow Choose between J1Uhouse or Binle111e Emergency Overflow (See Page 5-30) Updated: ~(of,) ~(mm,) 0.66 (ft) 445.00 7.91 (cfa) ~(ft) ~(ft) .... (ft) 7.91 (ds) t#:@i@'li (in-) 0.35 (ft) Minimum Emergency Overflow Elevation• Top ofDc:tmtion + Hcllrimarvor--..Vl ___ _ Top of Detention Hc1'rimarvor....,..i.,,,-)• Minimum Emergency Overflow Elevation .. Chooscn Emergency Overflow Elevation• A) SpWway Qwe,--C (2gi12 [2/3 L Hl/2 + s11s•(tnnq) H!l'l] Q..,- c- g- H..m..,,..,"' = 8/15•tan q ... L- Discharge coefficient Gravity Head above Emergency Overflow 2.4 (3:1 side slopes) or 8 {10:1 side slopes) Bottom Length ofEmtlf"Bcncy Spillway B) Blrdage Structure __ .:_7'-'.9"-1 (cfs) 0.60 32.2 (ft/sc,:2) ~(ft) (ft) 8/J8/ZOJ4 From Primary Overflow Prom Primary Overflow From PrimaJy Overflow Jailhousc or Birdcage From Step I Choose From Prim./Sec. Options Choose Elevation(> Min from above) From Primary Overflow min. 0.2 feet Choose side slope (X: t) Round to nearest foot Q......,•9.739DHm Q.,.- Socondary Overflow Structure Diameter (D) • ---'~-9~1~(cfs) From Primary Overflow &?f,fi (incl,e,) 030 (ft) HICIWlldarv • Head above Secondary Overflow Choose between JaUbouse or Birdcage Pond Berm Eleva don"" Emeriency Overttow Eleva don+ H_._. + Freeboanl.~--- Emergency Overflow Elevation• H........,,"'- Frecboard- Minimum Pond Benn Elevation - Actual Pond Benn Elevation - 4) Overflow Summary Water Quality Elevation• Primmy Overflow Elevation • Secondary Overflow Elevation -Birdcage 48 inch Contr. Struct. Emergency Overflow Elevation .. Emergency Overllow Spillway Length .. Emgercy Ovcrilow Spillway Side Slopes• Pond Benn Elevation • 44S.SO ~ 446.46 447.00 445.00 445.30 445.50 447.00 (ft) Spillway or Birdcage From Secondary Overflow Choose (min. 0.2 feet) Choose (min. 0.3 feet) Choose Elev11tion (> Min from above) Primary El • Dct. Storage Depth From Step l From Step 2 FromStep3 FromStep3 From Step 3 From Step 3 I I I I I I I I I I I I I I I I I I ~ ti. -. .~. ·-·, '--.. .,,,--.,. . ,,J . ' , ~ . ;-.c.'1 I n n ova t i v e s t o r m w a t e r m a.,n a g e m e n t p r o d \I c t s H @aartJ ® PERK FILTER Med ia Filt ration Dev ice Advantages and Features Superior Flow Rates • High efficiency in compact footprint • Lower media replacement costs • Optimizes design fl exibi lity Field Validated • High TSS removal • Enhanced phosphorous removal rate • In-line installation elimi nates the need for separate junction structures Washington State Department of Ecology • GULD fo r basic and enhanced phosphorous treatment • Allowed for in-line in stallati on POD SYSTEM CONFIGURATION VAULT STYLE CONFIGURATION STEEL PERK FILTER , C --_,,.-........... -.. -·------· r·· --. d!f!!2~~~ , ... . ~ =,..-~ .._ ., .-.. ..!--~-- :\/, ... ------~ :.·~rt ..,-· . -~ I I I I I I I I I I I I I I I I I ~ '\.. . ,,/" -, _y-~l I n n o v a t i v e s t o r m w a t e r m a~n a g e m e n t p r o d :" c t s MANHOLE STYLE CONFIGURATION A close-up view of a single cartridge FloGard11 PERK FILTER concrete catch basin installation. Applications FloGord~ PERK FILTER systems ore available in vault, manhole, and catc h basin configurations. Typical installatio n locations include: • New drop inlets or vaults in commercial, residential, or industrial developments • Pretreatment for retention/detention systems • Variety of system configurations available PERK FILTER CARTRIDGE Materials All PERK FILTER Catch Basin systems ore fabricated from durable precast concrete. PERK FILTER Ca tch Basins ore also available in steel. Maintenance • Easy access to pretrea tment chamber for remova l of debris and sediment • Cartridge construction allows for easy handling when changing filter media Stackable Cartridge Design • Cartridg e Height Treatment Flow Rote (inc hes) r,NA DOE) (Standard} 12 6.8 12 18 10.2 18 24 13.6 24 30 17 30 * Standard cartridge heights ore 12 & 18 inches. Stock as necessary to meet Row rote capacity. A shallow concrete vault configuration . + DISTRIBUTED BY: KriStar Enterprises, Inc. • 360 Sutton Place • Sonia Roso, CA 95 407 PH : 800-579·8819 • FAX: 707·524-8186 • www.kristar.com 02010 KriSlor Enlerp,ises, Inc. 7.08' [85.001 f-1: A ! L .. INLET. 1&18.00" SO, (CONFIRM lYPE), IE, 436.00'. 22.00" !-- BY OTHERS. 2X INLET/BYPASS ASSEMBLY SK-0566. VENTED HOOD, SK-0500. OUTLET, •18.00" HOPE 435.25'. -f- A ! _____ _j "-----TOP SI.J\B NOT SHOWN FOR CLARITY. 11X Perk Filter"' ACCESS COVER &: HATCH SHOWN IN PHANTOM. 12.00"+12.oo" CARTRIDGE STACKS. PLAN VIEW 48.00" X 48.00" TRAFFIC RATED ACCESS HATCH. FIELD POURED CONCRETE COLLAR REQUIRED, BY OTHERS. . 73' ADJUST TO GRADE WADOE GULD Perk Filter rM Vault -6' x 12' 2.00+12.00" Cartridges, 11 Eac1 Treatment Flow Rate 149.60 gpm / 0.333 cfs NOTES, ,. CONCRETE COMPONENTS ARE DESIGNED FOR HS-20 TRUCK UVE LOAD AND MANUFACTURED IN ACCORDANCE WITH ASTM cas7 & case. w ~ 2. 3. DESIGN FILL RANGE 10"(MIN) TO S'(MAX) Cl 4. 5. GROUND WATER TABLE FOR STRUCTURAL CALCULATIONS IS ASSUMED AT 3' -o• BELOW GRADE. DESIGN CONCRETE COMPRESSIVE STRENGTH IS 5,000 PSI (MIN.) AT 28 DAYS. PRECAST DESIGN DOES NOT INCLUDE ANY LATERAL OR SURCHARGE LOADS FROM OTHER BUILDINGS OR FOUNDATIONS ADJACENT TO THIS STRUCTURE. THIS 0 STRUCTURE SHALL BE KEPT A MINUMUM ~ OF 1 : 1 RATIO AWAY FROM OTHER 0 FOOTINGS OR FOUNDATIONS. er::: «136" BOLTED & GASKETED ACCESS COVERS. I FlEI..D POURED CONCRETE COLLAR REQUIRED, RIM: ±447.00'----... -6. THIS STRUCTURE IS DESIGNED TO THE PARAMETERS NOTED HEREIN. PL.EASE VERIFY THAT THESE PARAMETERS MEET PROJECT REQUIREMENTS (I.E. UVE LOAD, FILL RANGE, WATER TABLE). IF DESIGN PARAMETERS ARE INCORRECT, REVIE'MNG ENGINEER/AUTHORfTY SHALL NOTIFY OLDCASTLE PRECAST UPON REVIEW OF THIS SUBMITTAL. Cl. Cl. <( P02 i ~---~---~-----~------~-RIM: ±447.00' 11.00' [132.001 8.00"• SLAB I~:~ 4.92' [59.001 11.52' [138.251 6.58' [79.001 VENTED HOOD SK-0500. OlJTI.ET, !&18.00" HOPE. 11. 75' [141.001 ~v:5r: .. jt', 2 ~;:N§§~?:::R8····;;?!:.t--°------~1E, 435.25' INLET, 1&18.00" SD, (CONFIRM lYPE), SK-0566. I IE: 436.00' @ _J~_® ~., IE: 436.00', NEARSIDE. SECTION A-A . ..... F~tration JPR 12/29/14 NONE I VAULT WAS 6'X9', IS UPDATED TO AUBURN PLANT PREFERRED TOOLING. 7. MAXIMUM PICK WEIGHT, BASE SECTION --22.soo LBS / 11 .25 TONS. (BASE SECTION, ASSEMBLED WITH CARTRIDGES INSTALLED). 0 5)~~~!1!!, Precast® Ph: 800.579.8819, fa,c T07.52t.B186, --.cam REFERENCE PURPOSES OIU 00 SHAU. ~ BE USED IN ANYWAY INJU:tlOUS TO THE INTERESTS Cf" SAlll CCNPNl'f COPYRIGHT021l100l.DCASTl.EPRECAST INC. ALL RIGHTSRESER\/Ell Perk Filter Vault -6' x 12' 12.00'+12.00' Cartridge Stacks, 11 Each """"""" ESM Consulting Engineering, LLC J06DATE 12/19/14 1 OF 1 I I I I I I I I I I I I I I I I I I I FloGard® Perk Filter™ Cartridge Sizing Determination Downstream of Detention Date 12/29/2014 Site Information Project Name Project Location Drainage Area Impervious Area % Impervious Runoff Coefficient Flow-Based Calculations (not used when downstream of detention) On-line WQ Flow Rate (from WWHM) Cartridge Stack Height Allowed Loading Rate {1.5 or 2.5) Allowed Cartridge Flow Capacity Number of Cartridge Stacks Required Downstream of Detention Peak Release Rate (Qp) Treatment Release Rate (Q1) Detention Pretreatment Credit Mass Loading Calculations Mean Annual Rainfall (P) Required% Removal Required% Runoff Capture Mean Annual Runoff (V1) Assumed Pollutant EMC Annual Mass Load Filter System Unit Type Cartridge Stack Height Design loading Rate Cartridge Quantity Based on Mass Loading Mass Removed by Pretreatment Mass Load to Filter after Pretreatment Required Filter Efficiency Mass Removal Required Allowed Cartridge Flow Capacity Mass load per Cartridge Number of Cartridge Stacks Required Treatment Flow Capacity Determine Limiting Sizing Approach Summary # of Cartridge Stacks based on Flow Method to Use (Flow·Based, Mass Load) Treatment Flow Rate Provided Cartridge Stack Flow Capacity Cartridge Stack Height Number of Cartridge Stacks WA vl.01 Greenleaf Renton, WA 7.44 ac 3.62 ac 49% 0.49 ~ 90.7 gpm 24 in 1.5 gpm/sf 13.6 gpm 7 7.91 cfs 0.202 cfs 50% 39 in 80% 91% 467,648 cf 70 mg/L 2038.95 lb Perk Filter 24in 1.5 gpm/sf 1019.48 lb 1019.48 lb 0.80· 815.58 lb 13.6 gpm 76 lb 11 0.33 cfs 7 Mass Loading e 24 in 11 - I I I I I I I I I I I I I I I I I I I N-013 N-0 15 N-014 ••--:,-P-0_1_5-{l,\ 'O,. ,.. . 011 j N-009 N-0 P-010 • N-007 O~tlet N-,r ~ On Site Conveyance System N-018 j P-019 I I I I I I I I I I I I I I I I I I I 463.7565 ft 463 74 • , ·_ 18 ft -~ ,,,, 471.9562 ft 0.5825~0 ':\ls 24~ ft clO · 7._5590 457.60 [44~-450.1 ~2 ft 1 e.t,56!, cts 468 4499 ft ... l. 460.5 24 ft 0~ -~ ;ik 078 ft 25-Year Storm Event 479.6724 ft Tf 479_5! ft 0.3299 cfs Greenleaf 2 Connection I I I I I I I I I I I I I I I I I I I 471.9562 ft 461.6398 ft 461. 62 ft • • 5.3833 cfs [445 _ lOJ 450. T 42 ft W/L..-• ;;r::'"'·••io 85':ill de 100-Year Storm Event 479.6724 ft TiJ 479.! ft 0.4147 cfs Greenleaf 2 Connection ------------------- ROUTEHYD [I THRU [Onsite] USING [25 yr] AND [Seattle] NOT2ERO RELATIVE RATIONAL Rational Method analysis Reach ID Area (ac) TC(min) i (in/hr) Flow (els) FullQ Full ratio nDepth Size nVel (ft/s) fVel (lt/s) CArea (els) (It) 12in P-018 0.08 6.3 2.5549 0.1673 3.6488 0.0459 0.1457 Diam 2.3631 4.6457 8--018 P-019 0.16 6.4693 2.5187 0.3299 10.8975 0.0303 0.1196 12 in 6.2102 13.8751 8-019 P-013 0.81 6.3 2.5549 1.3809 3.7271 0.3705 0.4216 12in 4.3892 4.7455 B-013 P-012 1.56 6.998 2.4142 2.5893 21.5617 0.1201 0.2344 12in 18.4744 27.4532 8-012 P--015 0.34 6.3 2.5549 0.5825 3.6851 0.1581 0.2687 12 in 3.4279 4.692 B-015 P-014 0.37 6.4702 2.5185 0.6422 3.6488 0.176 0.2836 12 in 3.5044 4.6457 B--014 P-011 1.96 7.0395 2.4066 3.244 6.0837 0.5332 0.5196 12in 7.8676 7.746 8-011 P-010 2.64 7.3615 2.3492 4.2686 10.9708 0.3891 0.6501 18in 5.8139 6.2082 B-010 P-009 3.41 7.4331 2.337 5.319 10.7578 0.4944 0.7452 18in 6.0692 6.0876 8-009 P-007 0.83 6.3 2.5549 0.9785 3.721 t 0.26~-.... 0.3499 12in 3.9956 4.7377 B-007 <E P-006 1.39 6.3959 2.5342 1.9843 14.5768 0.1361 0.2492 12in 12.9832 18.5597 B-005;8- P-005 0.07 6.3 2.5549 0.161 8.7418 0.0184 0.0941 12in 4.3027 11.1304 B-005 P-004 1.53 6.4768 2.5171 2.2553 12.1565 0.1855 0.2919 12in 11.8242 15.4781 B-004 P-003 5.05 7.8231 2.2735 7.3922 32.3449 0.2285 0.4873 lBin 14.8524 18.3035 B-003 P-002 5.05 7.896 2.2621 7.3553 38.5782 0.1907 0.4439 18in 16.8094 21.8308 P-001 6.07 8.019 2.2434 8.5954 74.252 0.1158 0.3458 18in 27.905 42.018 B-001 HGL Analysis From To Node HG El (It) App (ft) d (ft) Junct loss Adjusted Max El (It) Node Ben (It) HG El (ft) 445 N-001 Outlet 449.7946 ------0.3288 ------450.1234 452.92 N-002 N-001 457.5081 -----· 0.0968 ------457.605 464.3 N-003 N-002 460.4686 ------0.0521 0.0412 460.5619 464.46 N-009 N-003 460.9042 0.5249 0.7175 ------461.0968 464.54 No approach losses at node N-011 because inverts and/or crowns are offset. N-010 N-009 461.2252 0.2649 0.3662 ------461.3265 464.54 N-011 N-010 463.5279 ------0.1658 0.0313 463.725 471.6 N-012 N-011 471.3091 ------0.2774 0.0537 471.6402 475.31 N-019 N-012 479.3895 ------0.1119 ------479.5014 484.07 N-018 N-019 479.6017 -----------------479.6017 484.07 N-013 N-012 471.7143 ------------------471.7143 475.31 N-014 N-011 463.747 0.0085 0.0033 -----463.7418 472.29 N-015 N-014 463.758 ---------------463.758 468.38 N-004 N-003 463.2268 ------0.5082 0.1725 463.9074 467.27 N-006 N-004 468.1624 ------0.2038 ------468.3662 472.3 N-007 N-006 468.4038 ------------------468.4038 472.3 N-005 N-004 463.9085 ------------------463.9085 468.33 ------------------- Conduit Notes Reach HW HW/0 Q(cfs) TWDepth De (It) On (It) Comment Depth (It) ratio (It) P·OOl 1.8746 1.2498 8.6 8.75 1.1356 0.3458 SuperCrit flow, Inlet end controls P-002 1.6181 1.0787 7.36 2.2034 1.0511 0.4439 SuperCrit flow, Inlet end controls P-003 1.6386 1.0924 7.39 1.715 1.0537 0.4873 SuperCrit flow, Inlet end controls P-009 2.0742 1.3828 5.32 1.7319 0.8889 0.7452 Outlet Control P-010 1.6852 1.1235 4.27 1.5568 0.7922 0.6501 Outlet Control P-011 1.2479 1.2479 3.24 1.1565 0.7714 0.5196 SuperCrit flow, Inlet end controls P-012 0.9991 0.9991 2.59 1.445 0.6898 0.2344 SuperCrit flow, Inlet end controls P-019 0.2995 0.2995 0.33 1.3303 0.2368 0.1196 SuperCrit flow, Inlet end controls P-018 0.3917 0.3917 0.17 0.4114 0.1673 0.1457 Outlet Control Ml Backwater P-013 1.4043 1.4043 1.38 1.3302 0.4973 0.4216 Outlet Control P-014 1.467 1.467 0.64 1.445 0.3338 0.2836 Outlet Control P-015 1.1665 1.1665 0.58 1.1518 0.3172 0.2687 Outlet Control P-004 0.9568 0.9568 2.26 1.2319 0.6424 0.2919 SuperCrit flow, Inlet end controls P-006 0.8624 0.8624 1.98 1.6374 0.6017 0.2492 SuperCrit flow, Inlet end controls P-007 1.1034 1.1034 0.98 1.0662 0.4154 0.3499 Outlet Control P-005 1.6395 1.6395 0.16 1.6384 0.164 0.0941 Outlet Control ------------------- ROUTEHYD [I THRU [Onsite] USING (100 yr] AND [Seattle] NOTZERO RELATIVE RATIONAL Rational Method analysis Reach ID Area (ac) TC(min) i(in/hr) Flow(ds) FullQ Full ratio nDepth Size nVel (lt/s) IVel (lt/sl CArea (cfs) (It) 12in P-018 0.08 6.3 3.209 0.2102 3.6488 0.0576 0.1628 Diam 2.5261 4.6457 8-018 P-019 0.16 6.4583 3.1659 0.4147 10.8975 0.0381 0.1331 12in 6.6774 13.8751 B-019 P-013 0.81 6.3 3.209 1.7345 3.7271 0.4654 0.4797 12in 4.6574 4.7455 B--013 P-012 1.56 6.9501 3.0418 3.2623 21.5617 0.1513 0.2623 12 in 19.8579 27.4532 B-012 P-015 0.34 6.3 3.209 0.7316 3.6851 0.1985 0.3022 12in 3.6547 4.692 B-015 P-014 0.37 6.4596 3.1655 0.8072 3.6488 0.2212 0.3199 12in 3.7274 4.6457 B-014 P-011 1.96 6.9887 3.0326 4.0879 6.0837 0.6719 0.6004 12 in 8.3011 7.746 B-011 P-010 2.64 7.2938 2.9628 5.3833 10.9708 0.4907 0.7419 1Sin 6.1775 6.2082 B--010 P-009 3.41 7.3613 2.9479 6.7095 10.7578 0.6237 0.858 1Sin 6.4201 6.0876 B-009 P-007 0.83 6.3 3.209 1.229 3.721 u.33u~ 0.3932 12in 4.2872 4.7377 8-007 P-006 1.39 6.3894 3.1844 2.4934 14.5768 0.1711 0.2793 12in 13.9014 18.5597 B-005;B- P-005 0.07 6.3 3.209 0.2022 8.7418 0.0231 0.1051 12in 4.6005 11.1304 B-005 P-004 1.53 6.4649 3.1641 2.835 12.1565 0.2332 0.328 12 in 12.6467 15.4781 8-004 P-003 5.05 7.7299 2.8705 9.3333 32.3449 0.2886 0.5518 18in 15.8255 18.3035 B-003 P-002 5.05 7.7984 2.8567 9.2886 38.5782 0.2408 0.5004 18in 17.993 21.8308 P-001 6.07 7.9132 2.834 10.8586 74.252 0.1462 0.3867 18in 30.1019 42.018 B-001 HGL Analysis From To Node HG El (ft) App (It) d (ft) Junct Loss Adjusted Max El (ft) Node Ben (ft) HG El (It) 445 N-001 Outlet 450.3826 ------0.5244 ------450.907 452.92 N-002 N-001 457.8743 -----0.1544 ------458.0286 464.3 N-003 N-002 460.802 ------0.0828 0.0654 460.9502 464.46 N-009 N-003 461.495 0.1441 0.197 ------461.5478 464.54 No approach losses at node N-011 because inverts and/or crowns are offset. N-010 N-009 461.7521 0.4207 0.5816 ·-----461.913 464.54 N-011 N-010 463.8208 ------0.2631 0.0496 464.1335 471.6 N-012 N-011 471.676 ------0.0702 0.0136 471.7598 475.31 N-019 N-012 479.431 ------0.1279 ·-----479.5589 484.07 N-018 N-019 479.6748 -----------------479.6748 484.07 N-013 N-012 471.8767 ------------------471.8767 475.31 N-014 N-011 464.1684 0.0135 0.0052 -----464.1601 472.29 N-015 N-014 464.1848 ------------------464.1848 468.38 N-004 N-003 463.4169 ------0.0304 0.0103 463.4576 467.27 N-006 N-004 468.3171 ------0.0313 ------468.3484 472.3 N-007 N-006 468.4075 ------------------468.4075 472.3 N-005 N-004 463.4593 -----------------463.4593 468.33 ------------------- Conduit Notes Reach HW HW/D Q(cfs) 1W Depth De (It) Dn (It) Comment Depth (ft) ratio (It) P--001 2.4626 1.6418 10.86 8.75 1.2635 0.3867 SuperCrit flow, Inlet end controls P-002 1.9843 1.3228 9.29 2.987 1.1784 0.5004 SuperCrit flow, Inlet end controls P--003 1.972 1.3147 9.33 2.1386 1.1811 0.5518 SuperCrit flow, Inlet end controls P-009 2.665 1.7766 6.71 2.1202 1.0027 0.858 Outlet Control P~OlO 2.2121 1.4747 5.38 2.0078 0.8944 0.7419 Outlet Control P-011 1.5408 1.5408 4.09 1.743 0.8551 0.6004 SuperCrit flow, Inlet end controls P-012 1.366 1.366 3.26 1.8535 0.7735 0.2623 SuperCrit flow, Inlet end controls P-019 0.341 0.341 0.41 1.4499 0.2663 0.1331 SuperCrit flow, Inlet end controls P-018 0.4648 0.4648 0.21 0.4689 0.1881 0.1628 Outlet Control Ml Backwater P-013 1.5667 1.5667 1.73 1.4498 0.5605 0.4797 Outlet Control P-014 1.8884 1.8884 0.81 1.8535 0.3758 0.3199 Outlet Control -P-015 1.5933 1.5933 0.73 1.5701 0.357 0.3022 Outlet Control P-004 1.1469 1.1469 2.84 1.6202 0.7224 0.328 SuperCrit flow, Inlet end controls P-006 1.0171 1.0171 2.49 1.1876 0.6766 0.2793 SuperCrit flow, Inlet end controls P-007 1.1071 1.1071 1.23 1.0484 0.4677 0.3932 Outlet Control P-005 1.1903 1.1903 0.2 1.1886 0.1844 0.1051 Outlet Control I I I I I I I I I I I I I I I I I I I Layout Report: Onsite I Event jPrecip (in) [2-i24h~1-2:oo-- l 1 o year I ·2.90 125 year I 3.40 I 100 year I 3.90 Reach Records Record Id: P-001 !section Shape: !Uniform Flow Method: !Routing Method: jnnNode !Material !Ent Losses !Length lup Invert ---~-·· I l Min Vel I 2.00 ft/s jnr~p _ acros; MH Record Id: P-002 !Section Shape: _,,_ ~- I I - juniform Flow Method: !Routing Method: lnnNode jMaterial !Ent Losses !Length jUp Invert I I Min Vel I I 2.00 ft/s I jorop across MH Record Id: P-003 !section Shape: juniform Flow Method: -- Max Ve! -. 15.00 ft/s --·---- Max Vel 15.00 ft/s - I I I I I I I I I ·i-- I I I I Circular I Manning's ,!coefficient: Travel Time Shift !contributing Hyd _ Outlet jupNode unspeci fled jsize Groove End w/Headwall - 49.00 ft [Slope 447.92 ft jnn Invert Conduit Constraints Min Slope I Max Slope 0.50% I 2.00% ---~ -----·-·----------,[i----------- 0.00 ft Ex/lnfil Rate --- Circular Manning's ·lcoefficie_nt: Travel Time Shift !Contributing Hyd N-001 ~jUpNode unsp~cified jsize Groove End w/Headwall 124.00 ft !slope 455.89 ft Inn Invert Conduit Constraints Min Slope I Max Slope 0.50% I 2.00% 0.00 ft ·IExilnfil Rate Circular I Manning's !coefficient: I 0.009 I I N-001 I 18inDiam r 23.82% I 436.25 ft I Min Cover I 3.00 ft -I 0.00 in/hr -- I 0.009 I I N-002 I 18 in Diam I 6.43% I 447.92 ft I Min Cover I 3.00 ft I 0.00 in/hr I 0.009 I I I I I I I I I I I I I I I I I I I [Routing Method: ----------------------T---Travel Time Shift --'fcontributing Hyd ----,------ . . . lnnNode I N-002 lupNode I N-003 !Material I unspecified :lsize I 18 in Diam jEnt Losses I Groove End w/Headwall !Length I 65.00 ft jsiope I 4.52% lup Invert I 458.83 ft Inn Invert I 455.89 ft I Conduit Constraints I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 ft/s I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft lnrop across MH I 0.00 ft IEx!Infil Rate I 0.00 in/hr Record Id: P-004 jsection Shape: Circular !uniform Flow Method: I Mruming's ·IC:oefficient: I 0.009 jRouting Method: I Travel Time Shift ,!Contributing Hyd I JnnNode I N-003 lupNode I N-004 I Material I unspecified !size I 12 in Diam !Ent Losses I Groove End w/Headwall /Length I 53.00 ft !slope . I 5.55% jup Invert I 462.27 ft jnn Invert I 459.33 ft I I MinVel I MaxVel I Min Slope I Max Slope I Min Cover I 2.00 ft/s I 15.00 ft/s I o.5o% I 2.00% 1 3.oo ft --··-·-~-·~···--*~-·-·-**~----------~- Coo'"" Com<raOo" ~ ----~-------------------~-~-------------------·--·------- Jnrop across MH Record Id: P-005 !section Shape: !uniform Flow Method: !Routing Method: jnnNode !Material !Ent Losses /Length jUp Invert I I Min Vel I I 2.00 ft/s I lnrop across MH I I I I I I ---------r I Max VeI I 15.00 ft/s I I 0.00 ft jEx/Infil Rate I 0.00 in/hr Circular Manning's !coefficient: I 0.009 Travel Time Shift !contributing Hyd I N-004 /upNode I N-005 unspecified !size I 12 in Diam Groove End w/Headwall 30.00 ft ls1op~-I 2.87% 463.13 ft lnn_Invert I 462.269 ft Conduit Constraints Min Slope I Max Slope I Min Cover 0.50% I 2.00% I 3.00 ft 0.00 ft jEx!lnfil_Rate I 0.00 in/hr I I I I I I I I I I I I I I I I I I I Record Id: P-006 Jsection Shape: I Circular [uniform Flo,,; Method: I Manning's JCoeflicient: I 0.009 JRouti~g Method: I Travel Time Shift Jcontributing Hyd I fonNode ·-------···-··------,--N-004---[UpNode I N-006 JMaterial I unspecified Jsize I 12 in Diam JEnt Losses ---- I Groove End w/Headwall JLength I 63.00 ft Jsiope I 7.98% Jup Invert I 467.30 ft ,Jon Invert I 462.27 ft I M;ov,, -------·--------···-----------------·····----------.. -----------------·--------- Conduit Constraints I MaxVel I Min Slope I Max Slope I Min Cover 1 2.ooft/s jl5.00ft/s I 0.50% I 2.00% I 3.00 ft Jorop across MH I 0.00 ft JEx/Infil Rate I 0.00 in/hr -·------------·-------------·------------·-----------------·-·------ Record I~ Jsection Shape: Circular JUniform Flow Method: I Manning's lcoeffident: I 0.009 JRouting Method: I Travel Time Shift Jcontributing Hyd I JDnNode I N-006 JUpNode I N-007 JMaterial I unspecified Jsize I 12 in Diam JEnt Losses I Groove End w/Headwall JLength I 23.00 ft Js1ope I 0.52% Jup Invert I 467.42 ft Jon Invert I 467.30 ft I Conduit Constraints I Min Vel I Max Vel I Min Slope I Max Slope I Min Cover I 2.00 ft/s I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft JDrop across MH I 0.00 ft [Ex/Infil Rate I 0.00 in/hr Record Id: P-009 Jsection Shape: Circular JUniform Flow Method: I Manning's !coefficient: r 0.009 JRouting Method: I Travel Time Shift Jcontributing Hyd . I JDnNode I N-003 JupNode I N-009 JMaterial ··--··----·-·r-··------···--r--· -unspecified Size -. . . . 18 in Diam _118 ___ JEnt Losses I Groove End w/Headwall JLength I 142.00 ft Js1ope I 0.50% 11 · ·---------------. ---·-r·---· Up Invert . . 459.54 ft ·Jon Invert I 458.83 ft [ii Conduit Constraints I e1 I Max Ve! I Min Slope I Max Slope I Min Cover -- I I I I I I I I I I I I I I I I I I I j I 2.00 ft/s lorop across MH Record Id: P-010 !section Shape: I uniform Flow Method: !Routing Method: IDnNode I Material IEnt Losses !Length lup Invert I I Min Vel I I 2.00 ft/s I lorop across MH Record Id: P-011 !section Shape: !uniform Flow Method: lllouting Method: IDnNode !Material IE--------nt Losses !Length lup Invert I I Min Vel I I 2.00 ft/s I .... !Drop across_ MH Record Id: P-012 !section Shape: !uniform Flow Method: !Routing Method: /onNode II\1aterial /Ent Losses !Length lup ln".ert. 15.00 ft/s Max Vel 15.00 ft/s Max Vel 15.00 ft/s .. 0.50% 2.00% 3.00 ft 0.00 ft IEx/Infil Rate 0.00 in/hr Circular I .~am:iing's !coefficient: I 0.009 I Travel Time Shift !contributing Hyd I I N-009 lupNode I N-010 I unspecified lsize I 18 in Diam I Groove End w/Headwall I 25.00 ft ls1ope I 0.52% I 459.67 ft .. Ion Invert I 459.54 ft Conduit Constraints .~ I Min Slope I Max Slope I Min Cover I 0.50% I 2.00% I 3.00 ft - I 0.00 ft !Extlnfil Rate .I 0.00 in/hr . Circular I ~ruming's jcoefficient: I 0.009 I Travel Time Shift !contributing Hyd I I N-010 lupNode I N-011 I unspecified [Size j12i~-Diam r----------------------------. Groove End w/Headwall I 152.00 ft !slope I 1.39% I 462.28 ft Ion Invert .I 460.17 ft Conduit Constraints I Min.Slope I Max Slope I Min Cover ' 0.50% I 2.00% I 3.00 ft I 0.00 ft IExtlnfil Rate I 0.00 in/hr Circular 1. Manning's ·!Coefficient: I 0.009 .1. Travel Time Shift ,lcontr_ibuting Hyd I I N-011 lupNode I N-012 I unspecified /size I 12 in Diam I Groove End w/Headwall I 46.00 ft Js1ope I 17.46% .I 470.31 ft Ion Invert I 462.28 ft I I I I I I I I I I I I I I I I I I I I I Min Vel I MaxVel I 2.00 ft/s I 15.00 ft/s [Drop across MH Record Id: P-013 !section Shape: !uniform Flow Method: !Routing Method: lonNode !Material jEnt Losses jLength jUp Invert I Min Vel I MaxVel ,------,---2.00 ft/s 15.00 ft/s lorop across MH Record Id: P-014 !section Shape: jUniform Flow Method: jRouting Method: jDnNode jMaterial jEnt Losses jLength jup Invert f -----· --·····-~---··· I Min Vel I i 2.00 ft/s I jorop across MH Record Id: P-015 jsection Shape: juniform Flow Method: jRouting Method: jonNode jMaterial JEnt Losses Max Vel 15.00 ft/s Conduit Constraints I Min Slope I Ma.x Slope I Min Cover I 0.50% I 2.00% I 3.00 ft I 0.00 ft IEx/Infil Rate I 0.00 in/hr Circular I Manning's I coefficient: I 0.009 I. Travel Time Shift ic;;-ntributing Hyd I I N-012 lupNode I N-013 I unspecified jsize I 12 in Diam I Groove End w/Headwall I 23.00 ft lstope I 0.52% I 470.43 ft jon Invert I 470.31 ft Conduit Constraints I Min Slope I Max Slope I Min Cover 1-~0% ___ 1_ 2.00% I 3.00 ft I 0.00 ft IEx/Infil Rate I 0.00 in/hr Circular ·1 Manning's jcoeflicient: I 0.009 I Travel Time Shift jcontributing Hyd I I N-011 jupNode I N-014 I unspecified jsize I 12 in Diam I Groove End w/Headwall I 62.00 ft ,jSiope I 0.50% I 462.59 ft Ion Invert I 462.28 ft ··~· ..• . Conduit Constraints .. I Min Slope .I Max Slope I Min Cover I 0.50% I 2.00% I 3.00 ft I 0.00 ft jEx/Infil Rate ·1 0.00 in/hr Circular I Manning's !coefficient: I 0.009 Travel Time Shift jcontributing Hyd I N-014 jupNode I N-015 un_specified jsize I 12 in Diam Groove End w/Headwall I I I I I I I I I I I I I I I I I I I -- !Length I 35.00 ft js1ope 0'.51% !up Invert I 462.77 ft --Jon Invert 462.59 ft I Conduit Co I Min Vcl I Max Vel I Min Slope I 2.00 ft/s I 15.00 ft/s I 0.50% I Max Slope I Min Cover -· -· I . 2.00% I 3.oo ft ' . ' . ' ' . nstraints I ------------·----------------------. ---·--------------- !Drop across MH I 0.00 ft JEx/Infil Rate r-<>-oo in/hr Record Id: P-018 !section Shape: I Circular !uniform Flow Method: I Manning's --',--------~----, !coefficient: 0.009 !Routing Method: --,-------. . Travel Time Sh !Dn"Node I N-019 ift ·-.jCo~trili~Hyd----,----··-··- -c,UpNode. I N-018 ri-····-··--··-··-·····-···-···-······-,·· Material unspecified . . --·-~;-·----I 12 in Diam JEnt Losses I Groove End w/Headwall jLength I 24.00 ft 0.50% lup Invert .I 479.21 ft --Ion Invert 479.09 ft I Conduit Co nstraints [ Min Vel I Max Vel I Min Slope Max Slope I 2.00 ft/s I 15.00 ft/s I 0.50% ·-*····-···-··~---·-----. -------------------- 2.00% ---------======-=--;-=-=-=·===-=-='-I Jorop across MH I 0.00 ft -,Ex/lnlil Rat; I . 0.00 in/hr Record Id: P-019 Jsection Shape: I Circular !Uniform Flow Method: I Manning's I 0.009 JRouting Method: ·----·····-··,· ·--.-----Travel Time Sh !coefficient: ift--,Jcontributing Hyd ,--- lonNode I N-012 JupNode I N-019 JMaterial I unspecified ,!Size I 12 in Diam !Ent Loss~s ,1 Groove End w/Headwall !Length -1 197.00 ft lup Invert ., 479.09 ft !slope 4.46% Jon Invert 470.3099 ft I Conduit Co nstraints 1MinVel I Max Vel r-Min_Slope I Max Slope ·I Min Cover I 2.00 ft/s I 15.00 ft/s I 0.50% I 2.00% I 3.00 ft [Drop across MH . I 0.00 ft IEx!Infil Rate 0.00 in/hr .. - I I I I I I I I I I I I I I I I I I I Node Records Record Id: N-001 jDescrip: ~jP-ro-to-typ-e -Re-c-or-d jincrement jo.10 ft !start El. j447.92 ft jMax E-l.--~i4-52-.9-2_ft ___ , !void Ratio 1,00.00 r !condition !Proposed . !structure Type iCB-TYPE 2-48 ,---T-------"lcii;;~~;li;;;ti;~c[N;s;,~.;;;;-1 S-h-ap; !Bottom Area j 12.5664 sf !catch 10.00 ft iMHICB Type Node Record Id: N-002 jDescrip: jPrototype Record jincrement jo. IO ft jstart El. .j455.89 ft · jMax El. j464.30 ft l~v_oi_d._Ra_t_io_l,_1_00_.o_o_~_lr'--~--,l _____ r !condition •!Proposed . jstructure Type iCB-TYPE 2-48 I I . jchannelization jNo Special Shape !Catch jo.oo ft jBottom Area i 12.5664 sf iMHJCB Type Node Record Id: N-003 joescrip: jPrototype Record [Increment 10.10 ft jStart El. 1458.83 ft jMaxEL 1464.46 ft jvoid Ratio j100.oo I ·I r !condition jProposed jStructure Type· [CB-TYPE 2-48 I I . jchannelization !No Special Shape !Catch [o.oo ft jllottom Area fu.5664tl·- jMHJCB Type Node Record Id: N-004 jDescrip: r-lP-ro-to-typ_e_R-ec-o-rd"'I-In-c-re_m_en_t __ rl0-.1-0-cftc-----, jstart El. j462.27 ft · jMax El. 1467.27 ft lvoid Ratio j100.oo jcondition ... IP_ro_p-os-ed--~,1-st~ru-c-tu-re_T_yp_e jcB-TYPE 2-48 ,-----r-----_r-JC_h_an_n-el-iz-at.,.io-n [No Special Shape ----- [catch [o.oo ft [Bottom Area [ ]2.5_664 sf [MH/CB Type Node Record Id: N-005 jDescrip: jPrototype Record Jincrement Jo.10 ft jstart El. j463.13 ft JMax El. [468.33 ft [void Ratio [ I 00.00 r n I I I I I I I I I I I I I I I I I I I [condition -~reposed ·---··[Structure Type [CB-TYPE 1··--·· !channelization INo Special Shape jcatch 'lo-.0-0 -ft-~-IBottom Area 13.97 sf IMH/CB Type Node Record Id: N-006 IDescrip: !Prototype Record !Increment 10.JOfl !Start El. 1467.30 fl jMax El. j472.30 fl !void Ratio 1100.00 I I J !Condition jProposed !Structure Type.lCB-TYPE 2-48 I I !Channelization INo Special Shape !catch 10.00 ft !Bottom Ar_ea 112.5664 sf IMH/CB Type Node ' Record Id: N-007 ~crip: f Prototype Record [Increment [0.10 fl · I start El. 1467.42 fl !Max EL · 14 72.30 fl ;-fv_oi_d_Ra_t1_·0.;-l1_00_.o_o __ ~--,1 ____ ,1~~---r !condition !Proposed !structure Type jCB-TYPE 1 I I !Channelization,jNo Special Shape jCatch lo.oo ft iBottom Area j3.97 sf jMH/CB Type Node Record Id: N-009 IDescrip: !Prototype Record !Increment 10.10 ft !start El. 1459.54 fl !Max EL 1464.54 fl !void Ratio 1100.00 r fc~T;,;;-rlP_ro_p-os_e_d ___ 'I structure Type: [CB-TYPE 2-48- lchannelization INo Special Shape 'jc-at-ch--,1-o.-OO_ft ____ 'iB-ot-to_m_A_r-ea-112.5664 sf jMHICB Type Node Record Id: N-010 IDescrip: l""P-ro-to~typ~e R~e-c-or..,.d \Increment jO.IOft !start EL \459.67 fl !Max El. .1464.54 fl jv oid Ratio j 100.00 [ !Condition · !Proposed 1·s-tru-c-tur_e_T_yp_e·r1C_B ___ T_Y-PE-2--4-8- I · ·-jChannelization !No Special Shape 1·c-at-ch--·1-o.-oo_fl ____ jBottom Area jI2.5664 sf IMH/CB Type Node ~-------------------------- I I I I I I I I I /1 I I I I I I I I I Record Id: N-011 IDescrip: !Prototype Record \Increment lo. IO ft !Start El. 1462.28 ft r-lM_a_x_E_l. --,,r-47-1-.6-0_ft ___ , !void Ratio 1100.00 [ !condition !Proposed !structure Type jcB-TYPE 2-48 i-----,----- !Channelization !No Special Shape, [catch -[o.oo ft--·--·-··\Bottom Area ··-[12.5664 sf -···· IMH/CB Type Node · Record Id: N-012 IDescrip: ~otype Record !Increment lo.lo ft !start El. 1470.31 ft !Max El. \475.31 ft rlv_m_d_Ra_t-io-rl1_0_0.-oo----i-----l [ !Condition !Proposed !structure Type rlc-B~-T-YP_E_l __ I .. ,------pannelizati;;;;-~ Special Shape \catch \o.oo ft \Bottom Area 13.97 sf IMHICB Type Node ------ Record Id: N-013 IDescrip: !Prototype Record !Increment lo. IO ft !start El. \470.43 ft \Max El. 1475.31 ft \void Ratio \100.00 I !condition .JrP_ro_p-os_e_d~--1 's_t_ru-ctu-re_T_yp_e_'lc_B ___ T_Y_P_E_l __ i-------rlC_h_an_n_e_li~za-t-io-n-rlN_o_S_p_e~ci_a_l S-h-a-pe lcatch 10.00 ft !Bottom Area \3.97 sf IMHICB Type Node Record Id: N-014 \Descrip: \r-P-ro-to_t_yp_e_R_e-co_r_d, 'l,-n-cr-em-en_t __ 'lo-._-, 0-ftc'-_ ----, \Start El. \462.59 ft \Max El. -\472_.29 ft ~~--~---r \Condition !Proposed !structure Type \CB-TYPE 2-48 i---~-,-----~lization \No Special Shape' \Catch ·10.00 ft !Bottom Area 112.5664 sf Iv oid Ratio I 100.00 \MH!CB Type Node Record Id: N-015 IDescrip: !Prototype Record \Increment \0.10 ft \Start El. \462. 77 ft \Max El. J.-46-8-.3-8-,-ft ___ , lvoid Ratio 1100.00 1-------, r \condition \Proposed \structure Type r-\C-B--T-Y-P~E-_-, -~ \Channelization \No Special Shape I I I I I I I I I I I I I I I I I I I [catch --··-ro.OO ft ·---.-·-[Bottom Area j3.9hf ____ I !MHICB Type Node . Record Id: N-018 [Descrip: ,!Prototype Record [Increment ro.10 ft Jstart El. !479.21 ft · j~M-ax-El-. --·!4-8-4.-07_ft ___ , jVoid Ratio !I00.00 f !Condition !Proposed :!Structure Typei!CB-TYPE I ,--~--[Ch"annelizatio~·[No"·special Shap;;- !Catch !0.00 ft jBottom Area J3.97 sf !MHICB Type Node Record Id: N-019 jDescrip: !Prototype Record !Increment !Start El. !479.09 ft !Max El. lo. IO ft !484.07 ft !Void Ratio I 100.00 r !Condition !Proposed !Structure Type 1-c-B--T-Y_P_E_l __ ----~-----!Channelization !No Special Shape !Bottom Area !3:97 sf !catch Jo.oo ft jMH/CB Type Node Record Id: Outlet jDescrip: jPrototype Record jincrement JO. IO ft ~1 C-:-1445.00 I'""" c,.436.25 ft !Max El. :Jft . !Void Ratio !I00.00 .. r !Dummy Type Node I I I I I I I I I I I I I I I I I I I Contributing Drainage Areas Record Id: B-001 r-------------------Design Method r ······---····-r-···-·······-·· Rational IDF Table: ·TseattleRecord Id: B-003 ····--_···-·--·· 1 I Design Method I Rational jlDFTable: ·lseattleRecord Id: B-004 I I Design Method I Rational I IDF Table: lseaUleRecord Id: B-005 I I Design Method I Rational I IDF Table: lseattleRecord Id: B-006 I I Design Method I Rational I IDF Table: lseattleRecord Id: B-007 I I Design Method I Rational I IDF Table: ,lseattleRecord Id: B-009 . . . I Design Method I Rational I IDF Table: lseattleRecordld: B-010 --~~~-~----~-----------· ·--I Design Method I Rational I IDF Table: is;.;ttleRecord Id: B-011 . . I I _Design l\tethod I Rational I IDF Table: lseattleRecord Id: B-012 I .. . ... I Design Method I Rational I IDF Table: lseattleRecord Id: B-013 I I Design Method I Rational I IDF Table: lseattleRecord Id: B-014 I . i .. !Rational r .. ·rs~attleRecord Id: B-015 I Design Method IDF Table: I Design Method I Rational I IDF Table: lseattleRecord Id: B-018 I I Design Method I Rational I IDF Table: /seattleRecord Id: B-019 I. Design Method I Rational I IDF Table: /seattleRecord Id: B-POND I I Greenleaf Pond KCRTS Output I Pre-Developed Land Use Condition 8.57 0.00 0.000000 Till Forest I 0.00 0.00 0.000000 Till Pasture 0.00 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture I 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.00 0.00 0.000000 Impervious I predev.tsf ST 1. 00000 Flow Frequency Analysis LogPearson III Coefficients I Time Series File:predev.tsf Mean= -0.684 StdDev= 0.233 Project Location:Sea-Tac Skew= -0.143 I ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period I 0.254 16 2/16/49 22:00 0.576 1 89.50 0.989 0. 496 5 3/03/50 16:00 0.544 2 32 .13 0.969 0.544 2 2/09/51 18:00 0.516 3 19.58 0.949 0 .171 32 1/30/52 9:00 0.505 4 14.08 0.929 I 0.132 42 1/18/53 19:00 0. 496 5 10.99 0.909 0.192 28 1/06/54 5:00 0.419 6 9.01 0.889 0.338 9 2/07/55 21:00 0.404 7 7. 64 0.869 I 0.288 13 12/20/55 17:00 0.364 8 6.63 0.849 0.224 21 12/09/56 15:00 0.338 9 5.86 0.829 0.238 20 1/16/58 20:00 0.338 10 5.24 0.809 I 0 .196 24 1/24/59 2:00 0.335 11 4.75 0.789 0. 364 8 11/20/59 21:00 0.292 12 4.34 0.769 0.197 23 2/24/61 15:00 0.288 13 3.99 0.749 0 .118 44 1/03/62 2:00 0.282 14 3.70 0. 729 I 0.157 36 11/25/62 15:00 0.262 15 3.44 0.709 0.195 25 1/01/64 18:00 0.254 16 3.22 0.690 0.138 40 11/30/64 12:00 0.251 17 3.03 0.670 I 0.150 38 1/06/66 3:00 0.251 18 2.85 0.650 0.335 11 1/19/67 14:00 0.244 19 2.70 0.630 0.198 22 2/03/68 23:00 0.238 20 2.56 0.610 0.194 27 12/03/68 17:00 0.224 21 2.44 0.590 I 0.164 34 1/13/70 23:00 0.198 22 2.32 0.570 0.133 41 12/06/70 8:00 0.197 23 2.22 0.550 0.404 7 2/28/72 3:00 0.196 24 2 .13 0.530 I 0.179 30 1/13/73 5:00 0.195 25 2.04 0.510 0.194 26 1/15/74 2:00 0.194 26 1. 96 0.490 0.292 12 12/26/74 23:00 0.194 27 1. 89 0.470 0.180 29 12/03/75 17:00 0.192 28 1. 82 0.450 I 0.020 50 3/24/77 20:00 0.180 29 1. 75 0.430 0.156 37 12/10/77 17:00 0.179 30 1. 70 0.410 0. 094 46 2/12/79 8:00 0.175 31 1. 64 0.390 I 0.251 18 12/15/79 8:00 0 .171 32 1. 59 0.370 I I I 0.139 39 12/26/80 4:00 0.168 33 1. 54 0.350 0.251 17 10/06/81 15:00 0.164 34 1. 49 0.330 I 0.244 19 1/05/83 8:00 0.162 35 1. 45 0.310 0 .162 35 1/24/84 11: 00 0.157 36 1. 41 0. 291 0.078 48 2/11/85 6:00 0.156 37 1. 37 0.271 0.419 6 1/18/86 21:00 0.150 38 1. 33 0.251 I 0.338 10 11/24/86 4:00 0.139 39 1. 30 0.231 0.128 43 1/14/88 12:00 0.138 40 1. 27 0 .211 0.081 47 4/05/89 16: 00 0.133 41 1. 24 0.191 I 0.576 1 1/09/90 9:00 0.132 42 1. 21 0.171 a.sos 4 4/05/91 2:00 0.128 43 1.18 0.151 0.168 33 1/27 /92 17:00 0 .118 44 1.15 0.131 I 0 .175 31 3/23/93 0:00 0.098 45 1.12 0 .111 0.048 49 3/03/94 4:00 0.094 46 1.10 0.091 0.262 15 2/19/95 20:00 0.081 47 1. 08 0. 071 0.516 3 2/09/96 1:00 0.078 48 1. 05 0.051 I 0.282 14 1/02/97 9:00 0.048 49 1. 03 0.031 0.098 45 1/07/98 10:00 0.020 50 1. 01 0. 011 Computed Peaks 0.682 100.00 0.990 I Computed Peaks 0.598 50.00 0.980 Computed Peaks 0.516 25.00 0. 960 Computed Peaks 0. 408 10.00 0.900 Computed Peaks 0.386 8.00 0.875 I Computed Peaks 0. 326 5.00 0.800 Computed Peaks 0.210 2.00 0.500 Computed Peaks 0.139 1. 30 0.231 I Developed Land Use Condition I 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture I 4.46 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass I 0.00 0.00 0.000000 Wetland 3.51 0.00 0.000000 Impervious dev.tsf ST 1. 00000 I Flow Frequency Analysis LogPearson III Coefficients Time Series File:dev.tsf Mean= 0.069 StdDev= 0.123 I Project Location:Sea-Tac Skew= 0.397 ---Annual Peak Flow Rates--------Flow Frequency Analysis------- I Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period 1. 23 20 2/16/49 21:00 2.33 1 89.50 0.989 2.26 2 3/03/50 16:00 2.26 2 32 .13 0. 969 I 1. 31 19 2/09/51 2:00 2.09 3 19.58 0.949 0.900 43 10/15/51 13:00 1. 94 4 14.08 0.929 0.902 42 3/24/53 15:00 1. 64 5 10.99 0.909 I 1.13 26 12/19/53 19:00 1. 63 6 9.01 0.889 I --------- I I 1.14 24 11/25/54 2:00 1. 58 7 7.64 0.869 1.14 25 12/20/55 17:00 1. 55 8 6.63 0.849 I 1. 38 13 12/09/56 14:00 1. 51 9 5.86 0.829 1.18 21 12/25/57 16:00 1. 4 9 10 5.24 0.809 0.859 46 11/18/58 13: 00 1. 42 11 4.75 0.789 1.15 23 11/20/59 5:00 1. 40 12 4.34 0.769 I 1. 02 34 2/14/61 21:00 1. 38 13 3.99 0.749 0. 964 39 11/22/ 61 2:00 1. 38 14 3.70 0.729 1. 02 31 12/15/62 2:00 1. 37 15 3.44 0.709 I 1.12 28 12/31/63 23:00 1. 35 16 3.22 0.690 0.991 38 12/21/64 4:00 1. 33 17 3.03 0.670 1. 01 35 1/05/66 16:00 1. 31 18 2.85 0.650 I 1. 55 8 11/13/66 19:00 1. 31 19 2.70 0.630 1. 64 5 8/24/68 16:00 1.23 20 2.56 0.610 0.930 41 12/03/68 16:00 1.18 21 2.44 0.590 1. 02 32 1/13/70 22:00 1.18 22 2.32 0.570 I 0. 994 37 12/06/70 8:00 1.15 23 2.22 0.550 1. 63 6 2/27 /72 7:00 1.14 24 2 .13 0.530 0.889 44 1/13/73 2:00 1.14 25 2.04 0.510 'I 1.12 27 11/28/73 9:00 1.13 26 1. 96 0.490 1. 51 9 12/26/74 23:00 1.12 27 1. 89 0.470 0.935 40 12/02/75 20:00 1.12 28 1. 82 0.450 I 1. 00 36 8/26/77 2:00 1. 09 29 1. 75 0.430 1. 42 11 9/22/78 19:00 1. 06 30 1. 70 0.410 1.18 22 9/08/79 15:00 1. 02 31 1. 64 0.390 1. 35 16 12/14/79 21:00 1. 02 32 1. 59 0.370 I 1. 37 15 11/21/80 11:00 1. 02 33 1. 54 0.350 1. 94 4 10/06/81 0:00 1. 02 34 1. 49 0.330 1. 31 18 10/28/82 16:00 1. 01 35 1. 45 0.310 I 1. 09 29 1/03/84 1:00 1. 00 36 1. 41 0. 2 91 0.882 45 6/06/85 22:00 0.994 37 1. 37 0.271 1. 38 14 1/18/86 16:00 0.991 38 1. 33 0.251 1. 58 7 10/26/86 0:00 0. 964 39 1. 30 0.231 I 0.685 49 1/14/88 0:00 0.935 40 1. 27 0. 211 0.841 47 8/21/89 17:00 0.930 41 1. 24 0 .191 2.33 1 1/09/90 6:00 0.902 42 1. 21 0 .171 I 2.09 3 11/24/90 8:00 0.900 43 1.18 0.151 1. 06 30 1/27/92 15:00 0.889 44 1.15 0 .131 0.638 50 12/10/92 6:00 0.882 45 1.12 0 .111 0.738 48 11/30/93 22:00 0.859 46 1.10 0. 091 I 1. 02 33 11/30/94 4:00 0.841 47 1. 08 0.071 1. 49 10 2/08/96 10:00 0.738 48 1. 05 0.051 1. 33 17 1/02/97 6:00 0.685 49 1. 03 0.031 I 1. 40 12 10/04/97 15:00 0.638 50 1. 01 0. 011 Computed Peaks 2.45 100.00 0.990 Computed Peaks 2.22 50.00 0.980 I Computed Peaks 1. 99 25.00 0. 960 Computed Peaks 1. 70 10.00 0.900 Computed Peaks 1. 64 8.00 0.875 Computed Peaks 1. 48 5.00 0.800 I Computed Peaks 1.15 2.00 0.500 Computed Peaks 0. 942 1. 30 0.231 I I I I 15 Minute Flow Frequency Analysis I Flow Frequency Analysis LogPearson III Coefficients Time Series File:devl5.tsf Mean= 0.336 StdDev= 0.176 Project Location:Sea-Tac Skew= 1. 436 I ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period I 3.16 9 2/16/49 17:45 9.54 1 89.50 0.989 4.39 5 3/03/50 15:00 5.50 2 32.13 0. 969 1. 67 37 10/08/50 4:15 4.79 3 19.58 0.949 I 2.07 25 10/17/51 7:15 4.50 4 14.08 0.929 1. 44 45 9/30/53 3:00 4.39 5 10.99 0.909 1. 72 34 12/19/53 17:30 3.37 6 9.01 0.889 1. 40 46 11/25/54 1:00 3.29 7 7. 64 0.869 I 2.02 29 10/04/55 10:00 3.28 8 6.63 0.849 2.20 18 12/09/56 12:45 3.16 9 5.86 0.829 1. 96 31 1/16/58 10:00 2.59 10 5.24 0.809 I 2.38 14 10/18/58 19:45 2.51 11 4.75 0.789 2.51 11 10/10/59 22:00 2.48 12 4.34 0.769 2.14 22 2/14/61 20:15 2.42 13 3.99 0.749 I. 1. 62 40 8/04/62 13:15 2.38 14 3.70 0. 729 1. 70 36 12/01/62 20:15 2.31 15 3.44 0.709 1.25 49 6/05/64 15:00 2.28 16 3.22 0.690 2.05 26 4/20/65 19:30 2.21 17 3.03 0.670 I 1. 31 48 1/05/66 15:00 2.20 18 2.85 0.650 2.31 15 11/13/66 17:45 2.18 19 2.70 0.630 4.79 3 8/24/68 15:00 2.15 20 2.56 0.610 I 2.03 28 10/20/68 12:00 2.15 21 2.44 0.590 1. 21 50 1/13/70 20:45 2.14 22 2.32 0.570 1. 47 43 12/06/70 7:00 2.09 23 2.22 0.550 3.28 8 12/08/71 17:15 2.09 24 2.13 0.530 I 1. 66 38 4/18/73 9:30 2.07 25 2.04 0.510 2.15 21 11/28/73 8:00 2.05 26 1. 96 0.490 2.09 23 8/17 /75 23:00 2.04 27 1. 89 0.470 I 1. 56 42 10/29/75 7:00 2.03 28 1. 82 0.450 1. 32 47 8/26/77 1:00 2.02 29 1. 75 0.430 2.42 13 9/17 /78 1:00 1. 98 30 1. 70 0.410 3.29 7 9/08/79 13:45 1. 96 31 1. 64 0.390 I 2.59 10 12/14/79 20:00 1. 93 32 1. 59 0.370 2.18 19 9/21/81 8:00 1. 79 33 1. 54 0.350 5.50 2 10/05/81 22:15 1. 72 34 1. 49 0.330 I 2.09 24 10/28/82 16:00 1. 71 35 1. 45 0.310 1. 65 39 1/02/84 23:45 1. 70 36 1. 41 0. 291 1. 46 44 6/06/85 21:15 1. 67 37 1. 37 0 .271 I 2.21 17 10/27/85 10:45 1. 66 38 1. 33 0.251 2.48 12 10/25/86 22:45 1. 65 39 1. 30 0.231 1. 93 32 5/13/88 17: 30 1. 62 40 1. 27 0. 211 1. 79 33 8/21/89 16:00 1. 61 41 1. 24 0.191 I 3.37 6 1/09/90 5:30 1. 56 42 1.21 0.171 2.15 20 4/03/91 20:15 1. 47 43 1.18 0.151 1. 61 41 1/27/92 15:00 1. 4 6 44 1.15 0.131 I 1. 98 30 6/09/93 12:15 1. 44 45 1.12 0 .111 I ,, I 1. 71 35 11/1 7 /93 16:45 1. 40 46 1.10 0.091 2.04 27 6/05/95 17:00 1. 32 47 1. 08 0. 071 I 2.28 16 5/19/96 11: 30 1. 31 48 1. 05 0.051 9.54 1 12/29/96 11: 45 1.25 49 1. 03 0.031 4.50 4 10/04/97 14:15 1.21 50 1. 01 0. 011 · Computed Peaks 8.24 100.00 0.990 I Computed Peaks 6.53 50.00 0.980 Computed Peaks 5.15 25.00 0. 960 Computed Peaks 3.73 10.00 0.900 I Computed Peaks 3.49 8.00 0.875 Computed Peaks 2.88 5.00 0.800 Computed Peaks 1. 97 2.00 0.500 I Computed Peaks 1. 59 1. 30 0.231 Offsite Land Use Condition I 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture 0.74 0.00 0.000000 Till Grass I 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland I 0.17 0.00 0.000000 Impervious offsite.tsf ST 1.00000 I Flow Frequency Analysis LogPearson II I Coefficients Time Series File:offsite.tsf Mean= -1.045 StdDev= 0.156 I Project Location:Sea-Tac Skew= 0.454 ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks Rank Return Prob I (CFS) (CFS) Period 0.098 19 2/16/49 21:00 0.220 1 89.50 0.989 0.220 1 3/03/50 16:00 0.216 2 32.13 0. 969 I 0 .115 11 2/09/51 2:00 0.187 3 19.58 0. 949 0.068 39 1/30/52 8:00 0.166 4 14.08 0.929 0.065 44 3/24/53 15:00 0.147 5 10.99 0.909 0.088 26 12/19/53 19:00 0.135 6 9.01 0.889 I 0.093 21 2/07/55 17:00 0.130 7 7. 64 0.869 0.097 20 12/20/55 17:00 0 .119 8 6.63 0.849 0 .114 12 12/09/56 14:00 0 .119 9 5.86 0.829 I 0.089 24 12/25/57 16:00 0 .117 10 5.24 0.809 0.066 42 1/26/59 20:00 0 .115 11 4.75 0.789 0.092 22 11/20/59 5:00 0 .114 12 4.34 0.769 I 0.079 32 2/14/61 21:00 0 .111 13 3.99 0.749 0.068 40 11/22/61 2:00 0 .111 14 3.70 0. 729 0.082 29 12/15/62 2:00 0 .111 15 3.44 0.709 0.084 28 12/31/63 23:00 0.109 16 3.22 0.690 I 0.072 37 12/21/64 4:00 0.103 17 3.03 0.670 0.077 34 1/05/66 16:00 0.103 18 2.85 0.650 0 .119 8 11/13/66 19:00 0.098 19 2.70 0.630 I 0 .117 10 8/24/68 16:00 0.097 20 2.56 0.610 I I I 0. 072 38 12/03/68 16:00 0.093 21 2.44 0.590 0.079 33 1/13/70 22:00 0.092 22 2.32 0.570 I 0.080 31 12/06/70 8:00 0.092 23 2.22 0.550 0.147 5 2/27 /72 7:00 0.089 24 2.13 0.530 0.066 43 1/13/73 2:00 0.089 25 2.04 0.510 0. 092 23 11/28/73 9:00 0.088 26 1. 96 0.490 I 0.130 7 12/26/74 23:00 0.087 27 1. 89 0.470 0.074 35 12/02/75 20:00 0.084 28 1. 82 0.450 0.061 45 8/26/77 2:00 0.082 29 1. 75 0.430 I 0.103 17 9/22/78 19:00 0.080 30 1. 70 0.410 0.066 41 9/08/79 15:00 0.080 31 1. 64 0.390 0 .111 15 12/14/79 21:00 0.079 32 1. 59 0.370 I 0.103 18 11/21/80 11: 00 0.079 33 1. 54 0.350 0.166 4 10/06/81 15:00 0. 077 34 1. 49 0.330 0.089 25 10/28/82 16:00 0.074 35 1. 45 0.310 0.087 27 3/15/84 20:00 0.073 36 1. 41 0. 291 I 0.057 46 6/06/85 22:00 0. 072 37 1. 37 0 .271 0 .119 9 1/18/86 16: 00 0.072 38 1. 33 0.251 0.109 16 11/24/86 3:00 0.068 39 1. 30 0.231 I 0.049 48 1/14/88 12:00 0.068 40 1. 27 0. 211 0.055 47 11/05/88 14:00 0.066 41 1.24 0.191 0.216 2 1/09/90 6:00 0.066 42 1. 21 0 .171 0.187 3 11/24/90 8:00 0.066 43 1.18 0.151 I 0.080 30 1/27/92 15:00 0.065 44 1.15 0.131 0.048 49 3/22/93 22:00 0.061 45 1.12 0 .111 0.044 50 11/30/93 22:00 0.057 46 1.10 0. 091 I 0.073 36 11/30/94 4:00 0.055 47 1. 08 0. 071 0.135 6 2/08/96 10:00 0.049 48 1. 05 0.051 0 .111 13 1/02/97 6:00 0.048 49 1. 03 0.031 I 0 .111 14 10/04/97 15:00 0.044 50 1. 01 0. 011 Computed Peaks 0.234 100.00 0.990 Computed Peaks 0.205 50.00 0.980 Computed Peaks 0 .178 25.00 0.960 I Computed Peaks 0.145 10.00 0.900 Computed Peaks 0.138 8.00 0.875 Computed Peaks 0.121 5.00 0.800 I Computed Peaks 0.088 2.00 0.500 Computed Peaks 0.068 1. 30 0.231 I Bypass Land Use Condition (for flow rate purposes) 0.00 0.00 0.000000 Till Forest 0.00 0.00 0.000000 Till Pasture I 0.08 0.00 0.000000 Till Grass 0.00 0.00 0.000000 Outwash Forest 0.00 0.00 0.000000 Outwash Pasture I 0.00 0.00 0.000000 Outwash Grass 0.00 0.00 0.000000 Wetland 0.52 0.00 0.000000 Impervious bypass.tsf I ST 1.00000 I I I I Flow Frequency Analysis LogPearson III Coefficients Time Series File:bypass.tsf Mean= -0.860 StdDev= 0.099 I Project Location:Sea-Tac Skew= 0.512 ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks Rank Return Prob I (CFS) (CFS) Period 0.139 20 2/16/49 21:00 0.230 1 89.50 0.989 0.210 4 3/03/50 16:00 0.223 2 32.13 0. 969 I 0 .137 23 2/09/51 2:00 0.214 3 19.58 0.949 0 .119 38 10/15/51 13: 00 0.210 4 14.08 0.929 0 .110 43 3/24/53 15:00 0.205 5 10.99 0.909 I 0 .131 28 12/19/53 19:00 0.200 6 9.01 0.889 0.138 22 11/25/54 2:00 0.184 7 7.64 0.869 0.134 24 11/18/55 15:00 0.180 8 6.63 0.849 0.153 15 12/09/56 14:00 0 .167 9 5.86 0.829 I 0.139 21 12/25/57 16:00 0.165 10 5.24 0.809 0.105 47 11/18/58 13:00 0.164 11 4.75 0.789 0.131 27 11/20/59 5:00 0.163 12 4.34 0.769 I 0.117 39 2/14/61 21:00 0.160 13 3.99 0.749 0 .119 36 11/22/ 61 2:00 0.160 14 3.70 0.729 0 .116 41 12/15/62 2:00 0.153 15 3.44 0.709 0.133 26 12/31/63 23:00 0.150 16 3.22 0.690 I 0.120 34 12/21/64 4:00 0.150 17 3.03 0.670 0 .119 37 1/05/66 16:00 0.146 18 2.85 0.650 0.180 8 11/13/66 19:00 0.144 19 2.70 0.630 I 0.200 6 8/24/68 16:00 0.139 20 2.56 0.610 0.108 44 12/03/68 16:00 0.139 21 2.44 0.590 0.120 35 1/13/70 22:00 0.138 22 2.32 0.570 I 0 .116 40 12/05/70 9:00 0.137 23 2.22 0.550 0.167 9 12/08/71 18:00 0.134 24 2 .13 0.530 0.107 45 1/13/73 2:00 0.134 25 2.04 0.510 0.124 31 11/28/73 9:00 0 .133 26 1. 96 0.490 I 0.160 13 12/26/74 23:00 0 .131 27 1. 89 0.470 0.107 46 12/02/75 20:00 0.131 28 1. 82 0.450 0.134 25 8/26/77 2:00 0.126 29 1. 75 0.430 I 0.184 7 9/17 /78 2:00 0.126 30 1. 70 0.410 0 .164 11 9/08/79 15:00 0.124 31 1. 64 0.390 0.150 16 12/14/79 21:00 0.124 32 1. 59 0.370 0.163 12 11/21/80 11: 00 0.124 33 1. 54 0.350 I 0.223 2 10/06/81 0:00 0.120 34 1. 49 0.330 0.165 10 10/28/82 16:00 0.120 35 1. 45 0.310 0 .126 29 1/03/84 1:00 0 .119 36 1. 41 0. 291 I 0 .114 42 6/06/85 22:00 0 .119 37 1. 37 0 .271 0.146 18 1/18/86 16:00 0 .119 38 1. 33 0.251 0.205 5 10/26/86 0:00 0 .117 39 1. 30 0.231 I 0. 096 49 11/11/87 0:00 0.116 40 1. 27 0. 211 0.124 32 8/21/89 17:00 0 .116 41 1. 24 0.191 0.230 1 1/09/90 6:00 0 .114 42 1.21 0 .171 0.214 3 11/24/90 8:00 0 .110 43 1.18 0.151 I 0.124 33 1/27/92 15:00 0.108 44 1.15 0.131 0.088 50 11/01/92 16:00 0.107 45 1.12 0 .111 0.100 48 11/30/93 22:00 0.107 46 1.10 0.091 I 0.126 30 11/30/94 4:00 0.105 47 1. 08 0.071 I I I 0.150 17 2/08/96 10:00 0.100 48 1. 05 0.051 0.144 19 1/02/97 6:00 0. 096 49 1. 03 0.031 I 0.160 14 10/04/97 15:00 0.088 50 1. 01 0. 011 Computed Peaks 0.255 100.00 0.990 Computed Peaks 0.234 50.00 0.980 Computed Peaks 0.214 25.00 0.960 I Computed Peaks 0.187 10.00 0.900 Computed Peaks 0.181 8.00 0.875 Computed Peaks 0.166 5.00 0.800 I Computed Peaks 0.136 2.00 0.500 Computed Peaks 0 .116 1. 30 0.231 I As stated in the TIR, the pre-developed and developed flows have been combined with the offsite flow (which is flow-through, no detention requirements). I PreDevCombined Flow Frequency Analysis PreDev.tsf + offsite.tsf = PreDevCombined.tsf I Flow Frequency Analysis Log Pear son II I Coefficients Time Series File:predevcombined.tsf Mean= -0. 571 StdDev= 0.232 I Project Location:Sea-Tac Skew= -0.273 -----Flow Frequency Analysis----------Annual Peak Flow Rates--- I Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period 0.338 16 2/16/49 22:00 0.737 1 89.50 0.989 0.716 2 3/03/50 16:00 0.716 2 32.13 0. 969 I 0.633 3 2/09/51 18:00 0.633 3 19.58 0.949 0.230 32 1/30/52 8:00 0.621 4 14.08 0.929 0.174 43 1/18/53 19:00 0.616 5 10.99 0.909 I 0.236 30 1/22/54 20:00 0.535 6 9.01 0.889 0.403 13 2/07/55 21:00 0.504 7 7. 64 0.869 0.385 14 12/20/55 17:00 0.456 8 6.63 0.849 0.327 17 12/09/56 14:00 0.440 9 5.86 0.829 I 0.287 21 1/16/58 17:00 0.439 10 5.24 0.809 0.236 29 1/24/59 1:00 0.421 11 4.75 0.789 0.456 8 11/20/59 21:00 0. 417 12 4.34 0.769 I 0.233 31 2/24/61 15:00 0.403 13 3.99 0.749 0.154 45 1/02/62 22:00 0.385 14 3.70 0.729 0.220 35 12/15/62 2:00 0.376 15 3.44 0.709 I 0.252 25 1/01/64 14:00 0.338 16 3.22 0.690 0.179 41 11/30/64 7:00 0.327 17 3.03 0. 670 0.220 36 1/05/66 16:00 0.314 18 2.85 0.650 0.440 9 1/19/67 14:00 0. 311 19 2.70 0.630 I 0.260 22 2/03/68 22:00 0.306 20 2.56 0.610 0.256 23 12/03/68 17:00 0.287 21 2.44 0.590 0.238 28 1/13/70 23:00 0.260 22 2.32 0.570 I 0.213 39 12/06/70 8:00 0.256 23 2.22 0.550 0.535 6 2/28/72 3:00 0.253 24 2.13 0.530 0.228 33 1/13/73 5:00 0.252 25 2.04 0.510 0.252 26 1/15/74 2:00 0.252 26 1. 96 0.490 I I ----------- ,----------. ------------------------------------------------------- I I 0.421 11 12/26/74 23:00 0.239 27 1. 89 0.470 0.253 24 12/02/75 20:00 0.238 28 1. 82 0.450 I 0.070 50 3/24/77 19:00 0.236 29 1. 75 0.430 0.225 34 12/10/77 17:00 0.236 30 1. 70 0.410 0.123 46 2/12/79 7:00 0.233 31 1. 64 0.390 0.306 20 12/15/79 8:00 0.230 32 1. 59 0.370 I 0.210 40 12/26/80 0:00 0.228 33 1. 54 0.350 0.417 12 10/06/81 15:00 0.225 34 1. 49 0.330 0. 311 19 1/05/83 8:00 0.220 35 1. 45 0.310 I 0.220 37 1/03/84 1:00 0.220 36 1. 41 0.291 0.109 47 2/11/85 3:00 0.220 37 1. 37 0. 271 0.504 7 1/18/86 16:00 0.218 38 1. 33 0.251 I 0.439 10 11/24/86 4:00 0. 213 39 1. 30 0.231 0.177 42 1/14/88 12:00 0.210 40 1.27 0. 211 0.106 48 12/30/88 5:00 0.179 41 1.24 0 .191 0.737 1 1/09/90 9:00 0 .177 42 1. 21 0.171 I 0.621 4 11/24/90 8:00 0.174 43 1.18 0.151 0.239 27 1/27/92 17:00 0.158 44 1.15 0.131 0.218 38 3/22/93 23:00 0.154 45 1.12 0 .111 I 0. 077 49 2/17/94 18:00 0.123 46 1.10 0.091 0. 314 18 2/19/95 18:00 0.109 47 1. 08 0.071 0.616 5 2/08/96 10:00 0.106 48 1. 05 0.051 0.376 15 1/02/97 6:00 0.077 49 1. 03 0.031 I 0.158 44 10/30/97 7:00 0.070 50 1. 01 0. 011 Computed Peaks 0.834 100.00 0.990 Computed Peaks 0.742 50.00 0.980 I Computed Peaks 0.649 25.00 0. 960 Computed Peaks 0.523 10.00 0.900 Computed Peaks 0. 496 8.00 0.875 I Computed Peaks 0.423 5.00 0.800 Computed Peaks 0.275 2.00 0.500 Computed Peaks 0.182 1. 30 0.231 I DevCombined Flow Frequency Analysis I Dev.tsf + offsite.tsf = DevCombined.tsf Flow Frequency Analysis LogPearson III Coefficients I Time Series File:devcombined.tsf Mean= 0.101 StdDev= 0.125 Project Location:Sea-Tac Skew= 0.395 ---Annual Peak Flow Rates--------Flow Frequency Analysis------- I Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period 1. 33 20 2/16/49 21:00 2.54 1 89.50 0.989 I 2.47 2 3/03/50 16:00 2.47 2 32 .13 0.969 1. 42 18 2/09/51 2:00 2.27 3 19.58 0.949 0.957 43 10/15/51 13: 00 2.10 4 14.08 0. 929 0. 967 42 3/24/53 15:00 1. 78 5 10.99 0.909 I 1. 22 26 12/19/53 19: 00 1. 75 6 9.01 0.889 1. 22 25 11/25/54 2:00 1. 68 7 7. 64 0.869 1.23 24 12/20/55 17:00 1. 66 8 6.63 0.849 I 1. 50 13 12/09/56 14:00 1. 64 9 5.86 0.829 I -------------- I I 1.27 21 12/25/57 16:00 1. 62 10 5.24 0.809 0.922 46 1/26/59 20:00 1. 52 11 4.75 0.789 I 1.25 22 11/20/59 5:00 1. 51 12 4.34 0.769 1.10 33 2/14/61 21:00 1. 50 13 3.99 0.749 1. 03 39 11/22/61 2:00 1. 50 14 3.70 0.729 1.11 31 12/15/62 2:00 1. 4 7 15 3.44 0.709 I 1.20 28 12/31/63 23:00 1. 4 6 16 3.22 0.690 :;_. 06 38 12/21/64 4:00 1. 44 17 3.03 0.670 1. 09 35 1/05/66 16:00 1. 42 18 2.85 0.650 I 1. 66 8 11/13/66 19:00 1. 40 19 2.70 0.630 1. 75 6 8/24/68 16:00 1.33 20 2.56 0.610 1. 00 41 12/03/68 16: 00 1. 27 21 2.44 0.590 I 1.11 32 1/13/70 22:00 1. 25 22 2.32 0.570 1. 07 36 12/06/70 8:00 1. 24 23 2.22 0.550 1. 78 5 2/27 /72 7:00 1. 23 24 2.13 0.530 0.954 44 1/13/73 2:00 1.22 25 2.04 0.510 I 1. 21 27 11/28/73 9:00 1.22 26 1. 96 0.490 1. 64 9 12/26/74 23:00 1.21 27 1. 89 0.470 1. 01 40 12/02/75 20:00 1. 20 28 1. 82 0.450 I 1. 06 37 8/26/77 2:00 1.18 29 1. 75 0.430 1. 52 11 9/22/78 19:00 1.14 30 1. 70 0.410 1.24 23 9/08/79 15:00 1.11 31 1. 64 0.390 1. 46 16 12/14/79 21:00 1.11 32 1. 59 0.370 I 1. 47 15 11/21/80 11: 00 1.10 33 1. 54 0.350 2.10 4 10/06/81 15:00 1.10 34 1. 49 0.330 1. 40 19 10/28/82 16:00 1. 09 35 1. 45 0.310 I 1.18 29 1/03/84 1:00 1. 07 36 1. 41 0. 291 0.939 45 6/06/85 22:00 1. 06 37 1. 37 0.271 1. 50 14 1/18/86 16:00 1. 06 38 1. 33 0.251 I 1. 68 7 10/26/86 0:00 1. 03 39 1. 30 0.231 0.732 49 1/14/88 0:00 1. 01 40 1. 27 0 .211 0.882 47 8/21/89 17:00 1. 00 41 1. 24 0.191 2.54 1 1/09/90 6:00 0. 967 42 1. 21 0.171 I 2.27 3 11/24/90 8:00 0.957 43 1.18 0.151 1.14 30 1/27/92 15:00 0.954 44 1.15 0 .131 0.679 50 12/10/92 6:00 0.939 45 1.12 0 .111 I 0.782 48 11/30/93 22:00 0. 922 46 1.10 0.091 1.10 34 11/30/94 4:00 0.882 47 1. 08 0.071 1. 62 10 2/08/96 10:00 0.782 48 1. 05 0.051 1. 44 17 1/02/97 6:00 0.732 49 1. 03 0.031 I 1. 51 12 10/04/97 15:00 0.679 50 1. 01 0. 011 Computed Peaks 2.68 100.00 0.990 Computed Peaks 2.42 50.00 0.980 I Computed Peaks 2.17 25.00 0. 960 Computed Peaks 1. 84 10.00 0.900 Computed Peaks 1. 78 8.00 0.875 I Computed Peaks 1. 60 5.00 0.800 Computed Peaks 1. 24 2.00 0.500 Computed Peaks 1. 01 1. 30 0.231 I I I I I I I I I I I I I I I I I I I I I I Flows Used For Target Duration Curve Calculation First Interval: 50% of 2-year predev.tsf + 2-year offsite.tsf (0.5 * 0.210) + 0.088 = 0.193 cfs SO-year Flow: 50-year predev.tsf + 50-year offsite.tsf 0.598 + 0.205 = 0.803 cfs Interval Size: (50-year -First Interval) / (36 -1) (0.803 -0.193) I 35 = 0.0174 Greenleaf Pond Facility Retention/Detention Facility Type of Facility: Side Slope: Pond Bottom Length: Pond Bottom Width: Pond Bottom Area: Top Area at 1 ft. FB: Effective Storage Depth: Stage O Elevation: Storage Volume: Riser Head: Riser Diameter: Number of orifices: Orifice # 1 2 3 Height (ft) 0.00 7.00 8.00 Top Notch Weir: Detention Pond 3.00 H:lV 86.00 ft 42.00 ft 3612. 14522. 0.333 8.75 0.00 ~ 1. 585 8.75 18.00 3 sq. ft sq. ft acres ft ft cu. ft ac-ft ft inches Full Head Discharge (CFS) 0.197 0.271 0.094 Outflow Rating Curve: None Pipe Diameter (in) 6.0 4.0 Stage Elevation Storage Discharge Percolation Area (ft) (ft) (cu. ft) (ac-ft) (cfs) (cfs) 0.00 0.00 o. 0.000 0.000 0.00 0.02 0.02 72. 0.002 0.009 0.00 0.03 0.03 109. 0.002 0.012 0.00 0.05 0.05 182. 0.004 0.015 0.00 0.07 0.07 255. 0.006 0.017 0.00 0.08 0.08 291. 0.007 0.019 0.00 Surf (sq. ft) 3612. 3627. 3635. 3650. 3666. 3674. I I 0.10 0.10 365. 0.008 0.021 0.00 3689. 0 .11 0 .11 402. 0.009 0.023 0.00 3697. I 0.13 0.13 476. 0. 011 0.024 0.00 3712. 0.30 0.30 1119. 0.026 0.037 0.00 3846. 0.47 0.47 1784. 0.041 0.046 0.00 3981. 0.65 0.65 2513. 0.058 0.054 0.00 4126. I 0.82 0.82 3227. 0.074 0. 060 0.00 4266. 0.99 0.99 3964. 0.091 0.066 0.00 4408. 1.16 1.16 4725. 0.108 0. 072 0.00 4551. I 1. 33 1. 33 5511. 0.127 0.077 0.00 4697. 1. 50 1. 50 63.23. 0.145 0.082 0.00 4845. 1. 67 1. 67 7159. 0.164 0.086 0.00 4995. I 1. 85 1. 85 8072. 0.185 0.091 0.00 5156. 2.02 2.02 8962. 0.206 0.095 0.00 5310. 2.19 2.19 9878. 0.227 0.099 0.00 5467. 2.36 2.36 10821. 0.248 0.103 0.00 5625. I 2.53 2.53 11791. 0.271 0.106 0.00 5785. 2.70 2.70 12788. 0.294 0 .110 0.00 5948. 2.88 2.88 13874. 0.319 0 .113 0.00 6122. I 3.05 3.05 14929. 0.343 0 .117 0.00 6289. 3.22 3.22 16013. 0.368 0.120 0.00 6458. 3.39 3.39 17125. 0.393 0.123 0.00 6629. 3.56 3.56 18267. 0.419 0.126 0.00 6802. I 3.73 3.73 19438. 0.446 0.129 0.00 6978. 3.91 3.91 20711. 0.475 0 .132 0.00 7165. 4.08 4. 08 21944. 0.504 0 .135 0.00 7345. I 4.25 4.25 23208. 0.533 0 .138 0.00 7526. 4.42 4.42 24503. 0.563 0.140 0.00 7710. 4.59 4.59 25830. 0.593 0.143 0.00 7896. I 4.76 4.76 27188. 0. 624 0.146 0.00 8083. 4.93 4.93 28578. 0.656 0.148 0.00 8273. 5 .11 5 .11 30086. 0.691 0.151 0.00 8477. 5.28 5.28 31543. 0.724 0.153 0.00 8671. I 5.45 5.45 33034. 0.758 0.156 0.00 8867. 5. 62 5.62 34558. 0.793 0.158 0.00 9065. 5.79 5.79 36116. 0.829 0.161 0.00 9266. I 5. 96 5.96 37708. 0.866 0.163 0.00 9468. 6.14 6.14 39432. 0.905 0.165 0.00 9685. 6.31 6.31 41096. 0.943 0.168 0.00 9891. 6.48 6.48 42795. 0.982 0.170 0.00 10100. I 6.65 6.65 44530. 1.022 0 .172 0.00 10311. 6.82 6.82 46301. 1.063 0.174 0.00 10524. 6.99 6.99 48109. 1.104 0 .177 0.00 10739. I 7.00 7.00 48216. 1.107 0.177 0.00 10752. 7.03 7.03 48539. 1.114 0.179 0.00 10790. 7.06 7.06 48863. 1.122 0.185 0.00 10828. I 7.09 7.09 49189. 1.129 0.195 0.00 10867. 7 .11 7 .11 49406. 1.134 0.209 0.00 10892. 7.14 7.14 49734. 1.142 0.225 0.00 10 931. 7.17 7.17 50062. 1.14 9 0.246 0.00 10969. I 7.20 7.20 50392. 1.157 0. 2 69 0.00 11008. 7.23 7.23 50723. 1.164 0.278 0.00 1104 6. 7.40 7.40 52 619. 1. 208 0.312 0.00 11267. I 7.57 7.57 54554. 1. 252 0.339 0.00 11489. I I I 7.74 7.74 5 652 6. 1.298 0.363 0.00 11 713. 7.92 7.92 58655. 1. 347 0.384 0.00 11953. I 8.00 8.00 59616. 1. 369 0. 394 0.00 12060. 8.02 8.02 59857. 1. 374 0.397 0.00 12087. 8.04 8.04 60099. 1. 380 0.402 0.00 12114. 8.06 8.06 60342. 1. 385 0.408 0.00 12141. I 8.08 8.08 60585. 1. 391 0.416 0.00 12168. 8.10 8.10 60829. 1. 396 0.426 0.00 12195. 8.12 8.12 61073. 1. 402 0.437 0.00 12222. I 8.15 8.15 61440. 1. 410 0.448 0.00 12262. 8 .17 8.17 6168 6. 1. 416 0.457 0.00 12290. 8.19 8.19 61932. 1. 422 0. 4 62 0.00 12317. I 8.36 8.36 64045. 1. 4 70 0.497 0.00 12 54 9. 8.53 8.53 66198. 1. 520 0.528 0.00 12782. 8.70 8.70 68391. 1. 570 0.556 0.00 13018. 8.75 8.75 69044. 1.585 0.563 0.00 13088. I 8.85 8.85 70360. 1. 615 1. 040 0.00 13228. 8.95 8.95 71690. 1. 64 6 1.900 0.00 13369. 9.05 9.05 73034. 1. 677 3.010 0.00 13511. I 9.15 9.15 74392. 1.708 4.310 0.00 13653. 9.25 9.25 75764. 1.739 5.800 0.00 13796. 9.35 9.35 77151. 1. 771 7.240 0.00 13940. 9.45 9.45 78552. 1. 803 7.780 0.00 14084. I 9.55 9.55 79968. 1. 836 8.280 0.00 14230. 9.65 9.65 81398. 1. 869 8.750 0.00 14376. 9.75 9.75 82843. 1. 902 9.200 0.00 14522. I 9.85 9.85 84303. 1.935 9.630 0.00 14670. 9.95 9.95 85777. 1. 969 10.040 0.00 14818. 10.05 10.05 87266. 2.003 10.430 0.00 14966. 10.15 10.15 88771. 2.038 10.800 0.00 15116. I 10.25 10.25 90290. 2.073 11.170 0.00 15266. 10.35 10.35 91824. 2.108 11. 520 0.00 15417. 10.45 10.45 93373. 2.144 11. 860 0.00 15569. I 10.55 10.55 94938. 2.179 12.190 0.00 15721. 10.65 10.65 9651 7. 2.216 12.520 0.00 15874. I Hyd Inflow Outflow Peak Storage Stage Elev (Cu-Ft) (Ac-Ft) 1 1. 42 0.74 8.79 8.79 6954 6. 1. 597 2 1. 62 0. 71 8.78 8.78 69455. 1. 594 I 3 2.54 0.54 8.57 8.57 66757. 1. 533 4 2.10 0.39 7. 94 7.94 58867. 1. 351 5 1. 44 0.44 8.14 8.14 61281. 1. 407 I 6 1. 78 0.35 7.63 7.63 55223. 1. 268 7 1.14 0.14 4.39 4.39 24311. 0.558 8 1. 09 0.15 5.07 5.07 2 971 7. 0.682 I Hyd R/D Facility Tributary Reservoir POC Outflow Outflow Inflow Inflow Target Cale 1 0.74 0.14 ******** ******* 0.80 I 2 0. 71 0.15 ******** 0.78 0.75 3 0.54 0.23 ******** ******* 0.62 4 0.39 0.22 ******** ******* 0.50 5 0.44 0.14 ******** ******* 0.49 I I I I I I I I I I I I I I I I I I I I I 6 7 8 0.35 0.14 0.15 0 .17 0.12 0.12 ******** ******** ******** Route Time Series through Facility Inflow Time Series File:devcombined.tsf Outflow Time Series File:rdout POC Time Series File:dsout ******* ******* ******* 0.39 0.24 0.22 Inflow/Outflow Analysis Peak Inflow Discharge: Peak Outflow Discharge: 2.54 CFS at 6:00 on Jan 0.744 CFS at 19:00 on Feb Peak Reservoir Stage: Peak Reservoir Elev: Peak Reservoir Storage: Add Time Series:bypass.tsf 8.79 8.79 69546. 1. 597 Ft Ft Cu-Ft Ac-Ft Peak Summed Discharge: 0.802 CFS at 19:00 on Feb 9 in 1990 9 in 1951 9 in 1951 Point of Compliance File:dsout.tsf Flow Frequency Analysis Time Series File:rdout.tsf Project Location:Sea-Tac LogPearson III Coefficients Mean= -0.704 StdDev= 0.214 Skew= 1. 397 ---Annual Flow Rate (CFS) 0.146 0.175 0.744 0.132 0.149 0.164 0.169 0.307 0.162 0.166 0.150 0. 4 99 0.166 0 .126 0 .162 0.153 0 .172 0.150 0 .167 0.151 0.145 0.150 0.170 0.347 0.170 0.169 Peak Flow Rates--- Rank Time of Peak 38 13 1 46 37 28 18 12 30 24 35 5 25 47 29 31 15 33 22 32 40 36 16 10 17 19 2/17/49 3/05/50 2/09/51 2/01/52 1/12/53 1/06/54 2/08/55 12/22/55 2/26/57 1/17/58 1/24/59 11/21/59 11/24/60 1/03/62 11/27/62 11/15/63 12/01/64 12/29/65 12/13/66 1/20/68 12/04/68 1/14/70 12/07 /70 2/28/72 12/27 /72 1/16/74 9:00 11: 00 19:00 4:00 8:00 13:00 12:00 15:00 4:00 10:00 16:00 2:00 18:00 9:00 1:00 7:00 10:00 10:00 18:00 21:00 3:00 17:00 11: 00 19:00 19:00 19:00 -----Flow Frequency Analysis------- --Peaks --Rank Return Prob (CFS) (ft) Period 0.744 8.79 1 89.50 0.989 0. 712 0.535 0.504 0.499 0.443 0.410 0.386 0.381 0.347 0.320 0.307 0.175 0 .172 0.172 0.170 0.170 0.169 0.169 0.169 0.168 0.167 0.167 0.166 0.166 0.165 8.78 8.57 8.40 8.37 8.14 8.06 7.94 7.90 7.63 7.45 7.37 6.87 6.69 6.63 6.50 6.46 6.41 6.38 6.36 6.33 6.26 6.24 6.20 6.18 6.12 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 32.13 19.58 14.08 10.99 9.01 7. 64 6.63 5.86 5.24 4.75 4.34 3.99 3.70 3.44 3.22 3.03 2.85 2.70 2.56 2.44 2.32 2.22 2.13 2.04 1. 96 0. 969 0.949 0.929 0.909 0.889 0.869 0.849 0.829 0.809 0.789 0. 769 0.749 0.729 0.709 0.690 0.670 0.650 0.630 0.610 0.590 0.570 0.550 0.530 0.510 0.490 ------·- I I 0.164 27 12/27 /74 14:00 0 .164 6.02 27 1. 89 0.470 0.167 23 12/04/75 4:00 0 .164 6.01 28 1. 82 0.450 I 0 .118 49 8/26/77 6:00 0.162 5.90 29 1. 75 0.430 0.165 26 12/15/77 20:00 0.162 5.85 30 1. 70 0.410 0.124 48 2/12/79 18:00 0.153 5.24 31 1. 64 0.390 0.410 7 12/17/79 20:00 0.151 5.11 32 1. 59 0.370 I 0.150 34 12/27/80 8:00 0.150 5.07 33 1. 54 0.350 0.386 8 10/06/81 18:00 0.150 5.05 34 1. 49 0.330 0.168 21 1/06/83 15:00 0.150 5.05 35 1. 45 0.310 I 0.139 44 12/10/83 18:00 0.150 5.03 36 1. 41 0.291 0.146 39 11/04/84 0:00 0.149 4.99 37 1. 37 0 .271 0.320 11 1/19/86 0:00 0.146 4.76 38 1. 33 0.251 I 0.381 9 11/24/86 8:00 0.146 4.74 39 1. 30 0.231 0.142 43 1/15/88 7:00 0.145 4.72 40 1.27 0 .211 0.137 45 11/05/88 21:00 0.145 4.70 41 1. 24 0 .191 0.535 3 1/09/90 12:00 0.144 4.63 42 1. 21 0.171 I 0.504 4 4/05/91 6:00 0.142 4.55 43 1.18 0.151 0.169 20 1/31/ 92 7:00 0.139 4.30 44 1.15 0 .131 0.144 42 3/23/93 13:00 0.137 4.18 45 1.12 0 .111 I 0 .118 50 2/17/94 21:00 0.132 3.90 46 1.10 0.091 0.172 14 2/20/95 19:00 0.126 3.56 47 1. 08 0. 071 0.712 2 2/09/96 3:00 0.124 3. 44 48 1. 05 0. 0'51 0.443 6 1/02/97 12:00 0 .118 3.09 49 1. 03 0.031 I 0.145 41 10/30/97 12:00 0 .118 3.08 50 1. 01 0. 011 Computed Peaks 0. 991 8.84 100.00 0.990 Computed Peaks 0.750 8.79 50.00 0.980 I Computed Peaks 0.564 8.75 25.00 0.960 Computed Peaks 0.382 7.90 10.00 0.900 Computed Peaks 0.353 7.67 8.00 0.875 Computed Peaks 0.280 7.24 5.00 0.800 I Computed Peaks 0.177 6.98 2.00 0.500 Computed Peaks 0.135 4.08 1. 30 0.231 Flow Frequency Analysis LogPearson II I Coefficients I Time Series File:dsout.tsf Mean= -0.547 StdDev-0.159 Project Location:Sea-Tac Skew-1.358 I ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period 0.260 22 2/16/49 21:00 0.802 1 89.50 0.989 I 0.323 13 3/03/50 16:00 0.748 2 32.13 0.969 0.802 1 2/09/51 19:00 0.618 3 19.58 0. 949 0.216 43 1/30/52 8:00 0.556 4 14.08 0.929 I 0.224 37 1/11/53 4:00 0.552 5 10.99 0.909 0.223 38 12/19/53 19:00 0.499 6 9.01 0.889 0.259 23 2/07/55 17:00 0.488 7 7. 64 0.869 I 0.338 12 12/22/55 14:00 0.446 8 6.63 0.849 0.285 16 12/09/56 14:00 0.434 9 5.86 0.829 0.241 27 1/16/58 16:00 0.392 10 5.24 0.809 0.228 36 1/26/59 20:00 0.355 11 4.75 0.789 I 0.552 5 11/21/59 1:00 0.338 12 4.34 0.769 0.262 20 11/24/60 8:00 0.323 13 3.99 0.749 0.204 46 11/22/61 2:00 0.299 14 3.70 0. 729 I 0.221 40 12/15/62 2:00 0.291 15 3.44 0.709 I I I 0.219 42 12/31/63 23:00 0.285 16 3.22 0.690 0.231 33 11/30/64 5:00 0.281 17 3.03 0.670 I 0.222 39 1/05/66 16:00 0.274 18 2.85 0.650 0.291 15 11/13/66 19:00 0.274 19 2.70 0.630 0.281 17 8/24/68 16:00 0.262 20 2.56 0.610 0.229 35 12/03/68 16:00 0.260 21 2.44 0.590 I 0.237 29 1/13/70 23:00 0.260 22 2.32 0.570 0. 260 21 12/06/70 8:00 0.259 23 2.22 0.550 0.392 10 2/28/72 17:00 0.249 24 2 .13 0.530 I 0.233 32 12/26/72 2:00 0.248 25 2.04 0.510 0.242 26 11/11/73 17:00 0.242 26 1. 96 0. 4 90 0. 299 14 12/26/74 23:00 0.241 27 1. 89 0.470 I 0.236 30 12/02/75 20:00 0.239 28 1. 82 0.450 0.234 31 8/26/77 2:00 0.237 29 1. 75 0.430 0.274 19 9/22/78 19:00 0.236 30 1. 70 0.410 0.194 49 10/23/78 21:00 0.234 31 1. 64 0.390 I 0.446 8 12/17/79 19:00 0.233 32 1. 59 0.370 0.274 18 11/21/80 11: 00 0.231 33 1. 54 0.350 0.499 6 10/06/81 15:00 0.230 34 1. 49 0.330 I 0.248 25 10/28/82 17:00 0.229 35 1. 45 0.310 0.214 45 1/03/84 1:00 0.228 36 1. 41 0. 291 0.214 44 6/06/85 23:00 0.224 37 1. 37 0. 271 0.355 11 1/18/86 21:00 0.223 38 1. 33 0.251 I 0.434 9 11/24/86 6:00 0.222 39 1. 30 0.231 0.203 47 1/14/88 12:00 0.221 40 1. 27 0 .211 0.219 41 11/05/88 14:00 0.219 41 1. 24 0.191 I 0.618 3 1/09/90 9:00 0.219 42 1. 21 0.171 0.556 4 4/05/91 2:00 0.216 43 1.18 0.151 0.230 34 1/27/92 17:00 0.214 44 1.15 0.131 I 0.197 48 3/22/93 22:00 0.214 45 1.12 0 .111 0.174 50 2/17 /94 18:00 0.204 46 1.10 0.091 0.239 28 2/19/95 17:00 0.203 47 1. 08 0.071 0.748 2 2/09/96 3:00 0.197 48 1. 05 0.051 I 0.488 7 1/02/97 9:00 0.194 49 1. 03 0.031 0.249 24 10/04/97 15:00 0.174 50 1. 01 0. 011 Computed Peaks 0. 929 100.00 0.990 I Computed Peaks 0.758 50.00 0.980 Computed Peaks 0.616 25.00 0. 960 Computed Peaks 0.463 10.00 0.900 Computed Peaks 0.437 8.00 0.875 I Computed Peaks 0.368 5.00 0.800 Computed Peaks 0.262 2.00 0.500 Computed Peaks 0.214 1. 30 0.231 I Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability I CFS % % % 0. 011 288935 65.967 65.967 34.033 0.340E+OO 0.032 37852 8. 642 74.609 25. 391 0.254E+OO 0.052 31854 7.273 81. 882 18 .118 0.181E+OO I 0.073 27321 6.238 88 .119 11. 881 0 .119E+OO 0.094 19673 4.492 92. 611 7.389 0.739E-01 0 .115 14214 3.245 95.856 4.144 0.414E-01 I 0.136 9325 2.129 97.985 2.015 0.202E-01 I I I 0.157 5302 1.211 99.195 0.805 0.805E-02 0.178 2801 0.639 99.835 0.165 0.165E-02 I 0.199 122 0.028 99.863 0.137 0.137E-02 0.220 55 0.013 99.875 0.125 0.125E-02 0.241 41 0.009 99.885 0 .115 0 .115E-02 0. 262 27 0.006 99.891 0.109 0.109E-02 I 0.283 34 0.008 99.899 0.101 O.lOlE-02 0.304 62 0.014 99.913 0.087 0.872E-03 0.325 72 0.016 99.929 0.071 0.708E-03 I 0.346 77 0.018 99.947 0.053 0.532E-03 0.366 52 0.012 99.959 0.041 0.413E-03 0.387 62 0.014 99.973 0.027 0. 272E-03 I 0.408 31 0.007 99.980 0.020 0.201E-03 0.429 11 0.003 99.982 0.018 0.176E-03 0.450 9 0.002 99.984 0.016 0.155E-03 0. 471 11 0.003 99.987 0.013 0.130E-03 I 0. 492 12 0.003 99.990 0.010 0.103E-03 0. 513 18 0.004 99.994 0.006 0.616E-04 0.534 10 0.002 99. 996 0.004 0.388E-04 I 0.555 9 0.002 99.998 0.002 0.183E-04 0.576 3 0.001 99.999 0.001 0 .114E-04 0.597 1 0.000 99.999 0.001 0. 913E-05 0.618 0 0.000 99.999 0.001 0. 913E-05 I 0.639 1 0.000 99.999 0.001 0.685E-05 0.660 0 0.000 99.999 0.001 0.685E-05 0.680 0 0.000 99.999 0.001 0.685E-05 I 0.701 0 0.000 99.999 0.001 0.685E-05 0. 722 2 0.000 100.000 0.000 0.228E-05 0.743 0 0.000 100.000 0.000 0.228E-05 I Flow Duration from Time Series File:dsout.tsf Cutoff Count Frequency CDF Exceedence Probability CFS % % % I 0. 011 288697 65. 913 65. 913 34.087 0.341E+OO 0.034 37177 8.488 74.400 25.600 0.256E+OO 0.057 32192 7.350 81.750 18.250 0.182E+OO I 0.079 27178 6.205 87.955 12.045 0.120E+OO 0.102 19791 4.518 92.474 7.526 0.753E-01 0.124 14342 3.274 95.748 4.252 0.425E-01 0.147 9422 2.151 97.899 2.101 0.210E-01 I 0.169 5393 1.231 99.131 0.869 0.869E-02 0 .192 2244 0.512 99.643 0.357 0.357E-02 0.214 632 0.144 99.787 0.213 0.213E-02 I 0.237 244 0.056 99.843 0.157 0.157E-02 0.259 114 0.026 99.869 0.131 0 .131E-02 0.282 69 0.016 99.885 0.115 0 .115E-02 I 0.305 76 0.017 99.902 0.098 0.979E-03 0.327 71 0.016 99.918 0.082 0.817E-03 0.350 73 0. 017 99.935 0.065 0.651E-03 0.372 68 0.016 99.950 0.050 0.495E-03 I 0.395 57 0.013 99.963 0.037 0.365E-03 0. 417 38 0.009 99.972 0.028 0.279E-03 0.440 23 0.005 99.977 0.023 0.226E-03 I 0. 4 62 19 0.004 99.982 0.018 0.183E-03 I I I I I I I I I I I I I I I I I I I I 0.485 15 0.003 99.985 0.015 0.148£-03 0.507 12 0.003 99.988 0.012 0.121£-03 0.530 14 0.003 99.991 0.009 0.890£-04 0.553 14 0.003 99.994 0.006 0. 571£-04 0.575 10 0.002 99.997 0.003 0.342£-04 0.598 3 0.001 99.997 0.003 0.274£-04 0.620 6 0.001 99.999 0.001 0 .137£-04 0.643 1 0.000 99.999 0.001 0 .114£-04 0.665 1 0.000 99.999 0.001 0.913£-05 0.688 0 0.000 99.999 0.001 0. 913£-05 0.710 1 0.000 99.999 0.001 0.685£-05 0.733 1 0.000 100.000 0.000 0.457£-05 0.756 1 0.000 100.000 0.000 0.228£-05 0.778 o 0.000 100.000 0.000 0.228£-05 0.801 o 0.000 100.000 0.000 0.228£-05 Duration Comparison Anaylsis Base File: predevcombined.tsf New File: dsout.tsf Cutoff Units: Discharge in CFS -----Fraction of Time--------------Check of Tolerance------- Cutoff Base New %Change Probability Base 0.192 0.36£-02 0.35£-02 -1. 5 0.36£-02 0.192 0.234 0.21£-02 0.16£-02 -21.8 0.21£-02 0.234 0.276 0.12£-02 0.12£-02 -4.2 0.12£-02 0.276 0.318 0. 77£-03 0.89£-03 16.4 0. 77£-03 0.318 0.360 0.50£-03 0.59£-03 16.8 0.50£-03 0.360 0.401 0.35£-03 0.33£-03 -4.6 0.35£-03 0.401 0.443 0.23£-03 0.22£-03 -3.0 0.23£-03 0. 443 0.485 0.13£-03 0.15£-03 10.2 0.13£-03 0.485 0.527 0.75£-04 0.91£-04 21. 2 0.75£-04 0.527 0.569 0.46£-04 0.41£-04 -10.0 0.46£-04 0.569 0. 611 0.21£-04 0.18£-04 -11.1 0.21£-04 0. 611 0.653 O.llE-04 0.91£-05 -20.0 0. llE-04 0.653 0.694 0. llE-04 0.68£-05 -40.0 0. llE-04 0.694 0.736 0.23£-05 0.46£-05 100.0 0.23£-05 0.736 Maximum positive excursion= 0.072 cfs 9.9%) occurring at 0.728 cfs on the Base Data:predevcombined.tsf and at 0.800 cfs on the New Data:dsout.tsf Maximum negative excursion= 0.021 cfs ( -8.5%) occurring at 0.245 cfs on the Base Data:predevcombined.tsf and at 0.224 cfs on the New Data:dsout.tsf Route Time Series through Facility Inflow Time Series File:devcombined.tsf Outflow Time Series File:rdout POC Time Series File:dsout Inflow/Outflow Analysis Peak Inflow Discharge: Peak Outflow Discharge: 2.54 CFS at 6:00 on Jan 0.744 CFS at 19:00 on Feb New %Change 0 .192 0.216 0.269 0.334 0. 372 0.398 0. 440 0.497 0.540 0.561 0.609 0.645 0.645 0.800 9 in 1990 9 in 1951 -0.3 -7.7 -2.4 5.2 3.4 -1. 0 -0.8 2.4 2.5 -1. 4 -0.2 -1.2 -7.2 8.7 I I Peak Reservoir Stage: 8.79 Ft Peak Reservoir Elev: 8.79 Ft I Peak Reservoir Storage: 69546. Cu-Ft 1.597 Ac-Ft Add Time Series:bypass.tsf I Peak Summed Discharge: 0.802 CFS at 19:00 on Feb 9 in 1951 Point of Compliance File:dsout.tsf Flow Frequency Analysis LogPearson III Coefficients I Time Series File:rdout.tsf Mean= -0.704 StdDev= 0.214 Project Location:Sea-Tac Skew= 1.397 I ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks --Rank Return Prob (CFS) (CFS) (ft) Period 0.146 38 2/17/49 9:00 0.744 8.79 1 89.50 0.989 I 0.175 13 3/05/50 11: 00 0. 712 8.78 2 32.13 0. 969 0.744 1 2/09/51 19:00 0.535 8.57 3 19.58 0.949 0 .132 46 2/01/52 4:00 0.504 8.40 4 14.08 0.929 I 0.149 37 1/12/53 8:00 0.499 8.37 5 10.99 0.909 0.164 28 1/06/54 13: 00 0.443 8.14 6 9.01 0.889 0.169 18 2/08/55 12:00 0.410 8.06 7 7.64 0.869 0.307 12 12/22/55 15:00 0.386 7. 94 8 6.63 0.849 I 0.162 30 2/26/57 4:00 0.381 7.90 9 5.86 0.829 0.166 24 1/17/58 10:00 0.347 7.63 10 5.24 0.809 0.150 35 1/24/59 16:00 0.320 7.45 11 4.75 0.789 I 0.499 5 11/21/59 2:00 0.307 7.37 12 4.34 0.769 0.166 25 11/24/60 18:00 0.175 6.87 13 3.99 0.749 0 .126 47 1/03/62 9:00 0 .172 6.69 14 3.70 0.729 I 0.162 29 11/27/62 1:00 0.172 6.63 15 3.44 0.709 0.153 31 11/15/63 7:00 0.170 6.50 16 3.22 0.690 0 .172 15 12/01/64 10:00 0 .170 6.46 17 3.03 0.670 0.150 33 12/29/65 10:00 0.169 6.41 18 2.85 0.650 I 0.167 22 12/13/66 18:00 0.169 6.38 19 2.70 0.630 0.151 32 1/20/68 21:00 0.169 6.36 20 2.56 0.610 0.145 40 12/04/68 3:00 0.168 6.33 21 2.44 0.590 I 0.150 36 1/14/70 17:00 0.167 6. 26 22 2.32 0.570 0.170 16 12/07/70 11:00 0.167 6.24 23 2.22 0.550 0.347 10 2/28/72 19:00 0.166 6.20 24 2.13 0.530 0.170 17 12/27 /72 19:00 0.166 6.18 25 2.04 0.510 I 0.169 19 1/16/74 19:00 0.165 6.12 26 1. 96 0.490 0.164 27 12/27 /74 14:00 0 .164 6.02 27 1. 89 0.470 0.167 23 12/04/75 4:00 0 .164 6.01 28 1. 82 0.450 I 0 .118 49 8/26/77 6:00 0.162 5. 90 29 1. 75 0.430 0.165 26 12/15/77 20:00 0 .162 5.85 30 1. 70 0.410 0.124 48 2/12/79 18:00 0.153 5.24 31 1. 64 0.390 0.410 7 12/17 /79 20:00 0.151 5 .11 32 1. 59 0.370 I 0.150 34 12/27/80 8:00 0.150 5.07 33 1. 54 0.350 0.386 8 10/06/81 18:00 0.150 5.05 34 1. 49 0.330 0.168 21 1/06/83 15:00 0.150 5.05 35 1. 45 0.310 I 0.139 44 12/10/83 18:00 0.150 5.03 36 1. 41 0.291 0.146 39 11/04/84 0:00 0.149 4.99 37 1. 37 0.271 0.320 11 1/19/86 0:00 0.146 4.76 38 1. 33 0.251 I 0.381 9 11/24/86 8:00 0.146 4.74 39 1. 30 0.231 I I I 0.142 43 1/15/88 7:00 0.145 4. 72 40 1. 27 0 .211 0.137 45 11/05/88 21:00 0.145 4.70 41 1. 24 0 .191 I 0.535 3 1/09/90 12:00 0.144 4.63 42 1. 21 0 .171 0.504 4 4/05/91 6:00 0.142 4.55 43 1.18 0.151 0.169 20 1/31/92 7:00 0.139 4.30 44 1.15 0.131 0.144 42 3/23/93 13:00 0.137 4.18 45 1.12 0 .111 I 0 .118 50 2/17/94 21:00 0 .132 3.90 46 1.10 0. 091 0.172 14 2/20/95 19:00 0.126 3.56 47 1. 08 0. 071 0. 712 2 2/09/96 3:00 0.124 3.44 48 1. 05 0.051 I 0.443 6 1/02/97 12:00 0 .118 3.09 49 1. 03 0.031 0.145 41 10/30/ 97 12:00 0 .118 3.08 50 1. 01 0. 011 Computed Peaks 0.991 8.84 100.00 0.990 I Computed Peaks 0.750 8.79 50.00 0.980 Computed Peaks 0.564 8.75 25.00 0. 960 Computed Peaks 0.382 7.90 10.00 0.900 Computed Peaks 0.353 7.67 8.00 0.875 I Computed Peaks 0.280 7.24 5.00 0.800 Computed Peaks 0.177 6.98 2.00 0.500 Computed Peaks 0 .135 4.08 1. 30 0.231 I Flow Frequency Analysis Log Pear son II I Coefficients Time Series File:dsout.tsf Mean= -0.547 StdDev= 0.159 Project Location:Sea-Tac Skew= 1. 358 I ---Annual Peak Flow Rates--------Flow Frequency Analysis------- Flow Rate Rank Time of Peak --Peaks Rank Return Prob (CFS) (CFS) Period I 0. 260 22 2/16/49 21:00 0.802 1 89.50 0.989 0.323 13 3/03/50 16:00 0.748 2 32.13 0. 969 0.802 1 2/09/51 19:00 0.618 3 19.58 0.949 I 0.216 43 1/30/52 8:00 0.556 4 14.08 0. 929 0.224 37 1/11/53 4:00 0.552 5 10.99 0.909 0.223 38 12/19/53 19: 00 0.499 6 9.01 0.889 0.259 23 2/07/55 17:00 0.488 7 7.64 0.869 I 0.338 12 12/22/55 14:00 0.446 8 6.63 0.849 0.285 16 12/09/56 14:00 0.434 9 5.86 0.829 0.241 27 1/16/58 16:00 0.392 10 5.24 0.809 I 0.228 36 1/26/59 20:00 0.355 11 4.75 0.789 0.552 5 11/21/59 1:00 0.338 12 4.34 0.769 0.262 20 11/24/60 8:00 0.323 13 3.99 0.749 0.204 46 11/22/ 61 2:00 0.299 14 3.70 0.729 I 0.221 40 12 /15/ 62 2:00 0. 291 15 3.44 0.709 0.219 42 12/31/63 23:00 0.285 16 3.22 0.690 0.231 33 11/30/64 5:00 0.281 17 3.03 0.670 I 0.222 39 1/05/66 16:00 0.274 18 2.85 0.650 0. 291 15 11/13/66 19:00 0.274 19 2.70 0.630 0.281 17 8/24/68 16:00 0.262 20 2.56 0.610 I 0.229 35 12/03/68 16:00 0.260 21 2.44 0.590 0.237 29 1/13/70 23:00 0.260 22 2.32 0.570 0.260 21 12/06/70 8:00 0.259 23 2.22 0.550 0. 392 10 2/28/72 17:00 0.249 24 2 .13 0.530 I 0.233 32 12/26/72 2:00 0.248 25 2.04 0.510 0.242 26 11/11/73 17:00 0.242 26 1. 96 0.490 0.299 14 12/26/74 23:00 0.241 27 1. 89 0.470 I 0.236 30 12/02/75 20:00 0.239 28 1. 82 0.450 I I I 0.234 31 8/26/77 2:00 0.237 29 1. 75 0.430 0.274 19 9/22/78 19:00 0.236 30 1. 70 0.410 I 0 .194 49 10/23/78 21:00 0.234 31 1. 64 0.390 0.446 8 12/17/79 19:00 0.233 32 1. 59 0.370 0.274 18 11/21/80 11: 00 0.231 33 1. 54 0.350 0.499 6 10/06/81 15:00 0.230 34 1. 49 0.330 I 0.248 25 10/28/82 17:00 0. 229 35 1. 45 0.310 0. 214 45 1/03/84 1:00 0.228 36 1. 41 0.291 0.214 44 6/06/85 23:00 0.224 37 1. 37 0.271 I 0.355 11 1/18/86 21:00 0.223 38 1. 33 0.251 0.434 9 11/24/86 6:00 0.222 39 1. 30 0.231 0.203 47 1/14/88 12:00 0.221 40 1. 27 0 .211 I 0.219 41 11/05/88 14:00 0.219 41 1. 24 0.191 0.618 3 1/09/90 9:00 0.219 42 1. 21 0 .171 0.556 4 4/05/91 2:00 0.216 43 1.18 0.151 0.230 34 1/27/92 17:00 0.214 44 1.15 0.131 I 0 .197 48 3/22/93 22:00 0.214 45 1.12 0 .111 0.174 50 2/17/94 18:00 0.204 46 1.10 0.091 0.239 28 2/19/95 17:00 0.203 47 1. 08 0.071 I 0.748 2 2/09/96 3:00 0.197 48 1. 05 0.051 0.488 7 1/02/97 9:00 0 .194 49 1. 03 0.031 0.249 24 10/04/97 15:00 0.174 50 1. 01 0. 011 Computed Peaks 0.929 100.00 0.990 I Computed Peaks 0.758 50.00 0.980 Computed Peaks 0.616 25.00 0. 960 Computed Peaks 0.463 10.00 0.900 I Computed Peaks 0.437 8.00 0.875 Computed Peaks 0.368 5.00 0.800 Computed Peaks 0. 262 2.00 0.500 I Computed Peaks 0.214 1. 30 0.231 Flow Duration from Time Series File:rdout.tsf Cutoff Count Frequency CDF Exceedence Probability I CFS % % % 0. 011 288935 65.967 65. 967 34.033 0.340E+OO 0.032 37852 8.642 74.609 25.391 0.254E+OO I 0.052 31854 7.273 81.882 18 .118 0.181E+OO 0.073 27321 6.238 88 .119 11.881 0 .119E+OO 0.094 19673 4.492 92.611 7.389 0.739E-01 0 .115 14214 3.245 95.856 4.144 0.414E-01 I 0.136 9325 2.129 97.985 2.015 0.202E-01 0.157 5302 1. 211 99.195 0.805 0.805E-02 0.178 2801 0.639 99.835 0.165 0.165E-02 I 0.199 122 0.028 99.863 0.137 0.137E-02 0.220 55 0. 013 99.875 0.125 0.125E-02 0.241 41 0.009 99.885 0 .115 0 .115E-02 I 0 .262 27 0.006 99.891 0.109 0.109E-02 0.283 34 0.008 99.899 0.101 O.lOlE-02 0.304 62 0.014 99.913 0.087 0. 872E-03 0.325 72 0.016 99.929 0. 071 0.708E-03 I 0.346 77 0.018 99.947 0.053 0.532E-03 0.366 52 0.012 99.959 0.041 0.413E-03 0.387 62 0.014 99.973 0.027 0.272E-03 I 0.408 31 0.007 99.980 0.020 0.201E-03 I I I 0.429 11 0.003 99.982 0.018 0.176E-03 0.450 9 0.002 99.984 0.016 0.155E-03 I 0.471 11 0.003 99.987 0.013 0.130E-03 0.492 12 0.003 99.990 0.010 0.103E-03 0.513 18 0.004 99.994 0.006 0.616E-04 0.534 10 0.002 99.996 0.004 0.388E-04 I 0.555 9 0.002 99.998 0.002 0.183E-04 0.576 3 0.001 99.999 0.001 0.114E-04 0.597 1 0.000 99.999 0.001 0.913E-05 I 0.618 0 0.000 99.999 0.001 0.913E-05 0.639 1 0.000 99.999 0.001 0.685E-05 0.660 0 0.000 99.999 0.001 0.685E-05 I 0.680 0 0.000 99.999 0.001 0.685E-05 0.701 0 0.000 99.999 0.001 0.685E-05 0. 722 2 0.000 100.000 0.000 0.228E-05 0.743 0 0.000 100.000 0.000 0.228E-05 I Flow Duration from Time Series File:dsout.tsf Cutoff Count Frequency CDF Exceedence Probability I CFS % % % 0. 011 288697 65. 913 65.913 34.087 0.341E+OO 0.034 37177 8.488 74.400 25.600 0.256E+OO 0.057 32192 7.350 81.750 18.250 0.182E+OO I 0.079 27178 6.205 87.955 12.045 0.120E+OO 0.102 19791 4.518 92.474 7.526 0.753E-01 0.124 14342 3.274 95.748 4.252 0.425E-01 I 0.147 9422 2.151 97.899 2.101 0.210E-01 0.169 5393 1.231 99.131 0.869 0.869E-02 0.192 2244 0.512 99.643 0.357 0.357E-02 I 0.214 632 0.144 99.787 0 .213 0.213E-02 0.237 244 0.056 99.843 0.157 0.157E-02 0.259 114 0.026 99.869 0.131 0.131E-02 0.282 69 0.016 99.885 0 .115 0 .115E-02 I 0.305 76 0.017 99.902 0.098 0.979E-03 0.327 71 0.016 99. 918 0.082 0.817E-03 0.350 73 0.017 99.935 0.065 0.651E-03 I 0. 372 68 0.016 99.950 0.050 0.495E-03 0.395 57 0.013 99. 963 0.037 0.365E-03 0.417 38 0.009 99.972 0.028 0.279E-03 0.440 23 0.005 99.977 0.023 0.226E-03 I 0.462 19 0.004 99.982 0.018 0.183E-03 0.485 15 0.003 99.985 0.015 0.148E-03 0.507 12 0.003 99.988 0.012 0. 12 lE-03 I 0.530 14 0.003 99.991 0.009 0.890E-04 0.553 14 0.003 99.994 0.006 0. 571E-04 0.575 10 0.002 99.997 0.003 0.342E-04 I 0.598 3 0.001 99.997 0.003 0.274E-04 0.620 6 0.001 99.999 0.001 0.137E-04 0.643 1 0.000 99.999 0.001 0. ll 4E-04 0.665 1 0.000 99.999 0.001 0.913E-05 I 0.688 0 0.000 99.999 0.001 0. 913E-05 0. 710 1 0.000 99.999 0.001 0.685E-05 0.733 1 0.000 100.000 0.000 0.457E-05 I 0.756 1 0.000 100.000 0.000 0.228E-05 I I I I I I I I I I I I I I I I I I I I 0.778 0.801 0 0 0.000 0.000 100.000 100.000 Duration Comparison Anaylsis Base File: predevcombined.tsf New File: dsout.tsf Cutoff Units: Discharqe in CFS 0.000 0.000 ---------------------- 0.228E-05 0.228E-05 _---------------------_-s,-,®-,-.~, ------~----~---------"'==,1 " Probebillty Exceede11ce rdoutd11r v !lsout dur • 1arg(-~ dut " -----Fraction of Time--------------Check of Tolerance------- Cutoff Base New 0.35E-02 %Change Probability Base New %Change 0.192 0.36E-02 -1.5 I 0.36E-02 0.192 0.192 -0.3 0.234 0.21E-02 0.276 0.12E-02 0.318 0.77E-03 0.360 0.50E-03 0.401 0.35E-03 0.443 0.23E-03 0.485 0.13E-03 0.527 0.75E-04 0.569 0.46E-04 0. 611 0.21E-04 0.653 0. llE-04 0. 694 0. llE-04 0.736 0.23E-05 0.16E-02 0.12E-02 0.89E-03 0.59E-03 0.33E-03 0.22E-03 0.15E-03 0.91E-04 0.41E-04 0.18E-04 0. 91E-05 0.68E-05 0.46E-05 -21.8 I 0.21E-02 -4. 2 I O. 12E-02 16.4 I 0.77E-03 16.8 I 0.50E-03 -4.6 I 0.35E-03 -3.0 I 0.23E-03 10.2 I 0.13E-03 21.2 I 0.75E-04 -10.0 I 0.46E-04 -11.1 I 0.21E-04 -20.0 I O.llE-04 -40.0 I O.llE-04 100.0 I 0.23E-05 Maximum positive excursion= 0.072 cfs 9.9%) 0.234 0.276 0.318 0.360 0.401 0.443 0.485 0.527 0.569 0. 611 0.653 0.694 0.736 occurring at 0.728 cfs on the Base Data:predevcombined.tsf and at 0.800 cfs on the New Data:dsout.tsf Maximum negative excursion= 0.021 cfs ( -8.5%) occurring at 0.245 cfs on the Base Data:predevcornbined.tsf and at 0.224 cfs on the New Data:dsout.tsf 0.216 -7.7 0.269 -2.4 0.334 5.2 0. 372 3.4 0.398 -1. 0 0.440 -0.8 0.497 2.4 0.540 2.5 0.561 -1. 4 0.609 -0.2 0.645 -1. 2 0.645 -7.2 0.800 8.7 I I I I I I I I I I I ,1 I I I i I I I APPENDIX B Geotechnical Report and Summary Letter Earth Solutions NW, LLC I I I I I I I I I I I I I I I I ·1 I I ,. ,·1 Geotechnical EntJnet:dng.' , .... ,, i• (r~oln;,:,y r EnvironmentaJ S',cientistr · Construction Mr.,nit1Jring ,. ·-1~;;:::,GEOTECHNICAL ENGINEERING sruov··;·! <:!; PROPOSED PANTHER LAKE ~ )~: RESIDENTIAL SUBDIVISION ::1.r.;.~ 18647 -108TH AVENUE SOUTHEAST ·;)%:}\:~,. RENTON, WASHINGTON 'I"~~· : . ,. : i ;;':'. ES-2995 ,.·;,-,~ , ... ,.:;:,. ,. '·v.~, #, ... i\.f~, .~,.~ .;.:,. ' ... . 'W-·-~ ... ,. ,~ . ..-~1r, -7 • . • 1 . .. • ' I I I I I I I I I I I I I I 11 !I I I I PREPARED FOR The Conner Homes Group, LLC September 23, 2013 Kyle R. Campbell, P.E. Prlnclpal GEOTECHNICAL ENGINEERING STUDY PROPOSED PANTHER LAKE RESIDENTIAL SUBDIVISION 18647 -108TH AVENUE SOUTHEAST RENTON, WASHINGTON ES-2995 Earth Solutions NW, LLC 1805 -136TH Place Northeast, Bellevue, Washington 98005 Ph: 425-284-3300 Fax: 425-449-4711 1-886-336-8710 I I I I I I I I I I I I I I I I I I I Important lnlormation About Your Geotechnical Engineering Report Su!,sudace pw/lle 1us aro i7 princ1pid causo of cons/ruclron deravs cost overruns, claims, and disputes. • Tne iol/owmg i1i/mmatio,11s pro111u'ea to /Jelp you manage your·risks Geotaclmlcal S8l'VIC88 Are Pe11Urmed laP Bpaclflc Purpo8el, PIIPlons, and PraJacts GeolBchnical engineers structum their services ID meet the specific needs of their clients. A geotechnlcaf engineering study conducted for a civil engi- neer may not fulfill the needs of a construction contractor or eve11 an01ller civil engineer. Because each gaotechnlcaf englnee1lng study is unique, Eu:11 geotechnical engineering ~ort is unique, prepared so/e~lor the client No one except you should rely on your geolllchnical engineering mport wfll1out first conferring wi1h the geotechnicaf engineer vmo prepared It And no one -not IMll ,vu-should apply the mport for any purpose or project except the one originally contemplaled. Read 1118 ftdl Rapurt Serious problems have occurmd because those mlying on a geotechnical engineering report did not read It all. Do not rely on an executive summary. Do not read selected elenms only. A G&8l&i Plldcal Lilli El!W 1ftt11 Baaad DI A llnlQU8 lat 81 ...... ~ Fatlllfl Geotechnical engineers consider a number of unique, project-specific fac- tors when esfabllshing the scope of a study. Typical factors Include: the cllmt's goals, ob]8ctlves, and risk management preferences; the general nature of the structure lnllOived, lls silB, and configuration; the location of the structure on the sire; and other planned or existing sire Improvements, std1 as access roads, parking lots. and underground utllttles. Unless the !JEIQlechnlcal engineer n conduaed the study specifically indit:ales oth- erwise, do not rely on a geotechnical engineering mport that was: • not prepared for you, • not prepared for your project, • not prepared for the specific sire explored, or • comple!Bd before Important project changes were mada Typical changes that can erode the reliability of an existing geotechnical engineering mport include those that affect • the function of the proposed structure, as when It's changed from a parking garage to an office building, or from a light industrial plant to a refrigerated warehouse, • elevation, configuiation, location, orientation, or weight of the proposed sin11:1Ure, • composition of the design team, or • project ownership. /Is a general rule, always lnfonn your geotechnlcal engineer of project changes-ilVen minor ones-,md request an assessment of their impact. GeolBchnlr:al engll166fS c;mnot accept respo11Sibilily or liability for problsms l/1at DCCI.I( because lhB/r f'elX}rls do not consider IBl'81opments of which they ffle not informed. 8llliBuPIBce Condlllonll Cm CIQla A geotechnical engineering report is based on conditions ltlal exislBd at the time the study was performed. Do not rely on a geotochnical 8flgi111J(J{- ing reporlwhose adequacy may have been affeded by: the pa,gag3 of time; by man-made events, such as construction on or adjacent to the slle; or by natural ewnts, such as floods. earthquakes, or groundwater ffuclua- tlons. A/llays con1Bct the geotechnlcal engineer IElore applying the report to delBrmlne tt It Is still reliable. A minor amount of additional testing or analysis could prevent major problems. Moat GelltecllnlCal RilOIIB Al'8 Prala8lllnal Oplnlans Si1B exploration identifies subsurface conditions only at those points ne subsurface lBs1s are conducted or samples are talaln. Geotechnlcal engi- neers review field and laboralory data and then apply their professional judgment to render an opinion about subsurface conditions throughout the sile. Actual subsurface conditions may differ-sorneUmes slgnlflcantfy- from those indicalBil In your mport. Retaining the geotechnlcal engineer who developed your report to provide construction observation is the most effa:!lve method of managing the risks associated with unanticiJE(ed conditions. A RapaPl's Recammemhlllonl Are Nat 111111 Do not overrely on the construction recommendations included in your report Those mcommemfalions am not fil1ill, because geotechnlcal engi- neers develop them principally from judgment and opinion. Geotechnical engineers can finalize thek recommendations only by observing actual I I I I I I I I I I I I I I I I I I I subsurface conditions 1'8V8'dled during construction. The geofBchnical 8lflin(/(/( MID deve/opsd }'DIJf report cannot assume responsibility or liabil/iy tor th9 mporl's 111C0111f11811dons if that engineer does not pelform cmstroclion observation. A Geoteclmlcal EnglneaPlng lleplll't Is SubJIICt to MiBlllt8rll'ebd Other design team membeis' mlslnterprelalion of geotechnicaJ engineering reports has resulted in costiy problems. Lower that risk by having your (130- 18::fmical engineer confer wilh appropriate members of the design team after submitting the report. Also relaln your geotechnlcal engineer to review perti- nent elemmts of the design team's plans and specifications. Conlrawlrs can also misinterpret a geotechnlcal engineering report Reduce that risk by having your geotechnical engineer participate In prebld and preconstruction conferences, and by providing construclion observation. Do Not RedPaw 11111 --·· Logs Geotechnical engineers prepare final boring and resting logs based upon their interpretalion of field logs and laboratory data. To prevent errors or omissions, the logs included In a geotechnical engineering report should never be redrawn for Inclusion In architectural or other design drawings. Only photographic or electronic reproduction is acceptable, but recognize that sepaFating logs from the ropolf can eleva/8 risk. llve CDIIIP8ctDPB a ConqdBte RellOl't and Guidance Some owners and design profasslonals mistakenly believe they can make contractors liable for unanticipated subsurface conditions by limiting llfl8! they provide for bid preparation. To help prevent costly problems, give con- tractors the complete geotechnical engineering report, bu/preface It with a clearly written letter of bansmittal. In that letter, advise conbactors that the report was not prepared for purposes of bid development and that the report's accurw;y is limited; encourage them to confer with the geotectmical engineer v.tlo prepared the report (a modest file may be required) and/or to conduct additional study to oblain the specific types of infometion they need or prefer. A prebid conference can also be valuable. Be sure corrlratr /rJ/s have sufflcifJnt //me to pertonn alldltlonal study. Only then might you be in a position to give contrar.lOIS the best lnfonnatlon available to you. while nriuiring them to at least share some of the financial responsiblllties stemming from unantlclpaled conditions. Read Rnponslldlity Provl8lunB CloselJ Some clients, design professionals, and contractors do not recognize that geotechnical engineering is far less eJ<act than other engineering disci- plines. This ladl of understanding has creatsd unrealistic expectations that ------------------- have led to disappointments, claims, and dispures. To help reduce the risk of such outcomes, geotBchnical engineers commonly Include a variety of explanatory provisions in their reports. sometimes labeled "limitations" many of these provisions Indicate where geotechnlcal engineers' responsi- bilities begin and end, to help others recognize their own responslblilties and risks. Read these provisions closely. Ask questions. Your geotechnical engineer Should respond fully and frankly. Geoenvlronmantal Ctmcerns Ari NOi Covarad The equipment fllchnlques. and personnel used to pertorm a geoenyiron- mental study differ significanUy from those used to pertorm a geotechnical study. For that reason, a geotechnical engineering report does not usually relate any geoenvironmental findings, conclusions, or recommendations; e.g., about the likelihood of encountering underground storage tanks or regulated con1amlnants. Unanticipated environmental problems have led to numerous project failuT11S. tt you have not yet obtained your own geoen- vironmental lnfonnation. ask your geotechnical consultant for risk man- agement guidance. Do not rely on an environmenl/JI report prepared for someone else. llbbiD Pl'Of888lonal ABll8tanc8 111 Deal wllb Mold Diverse strategies can be applied during building design, construction, operation, and maintenance to prevent significant amounts of mold from growing on Indoor surfaces. To be effective, all such strategies should be devised for the express purpose of mold prevention, Integrated into a com- prehensive plan, and executed with diligent oversight by a professional mold prevention consultant Because just a small amount of water or moisture can lead to the development of severe mold lnfestalions, a num- ber of mold prevention strategies focus on keeping building surfaces dry. While groundwater, water infiltration, and similar issues may have been addressed as part of the geotechnical engineering study whose findings are conveyed iA-thls report, the geotechnical engineer In charge of this project Is not a mold prevention consultant; none of the lltlrvlt:SB per- formed In i:annectian with tfls gsatBt:llnl,:al engineer's study W&re designed or t:andul/ted for the pufJIOSB af mold pre11en- 1tan. Prap,r lmp/emsnlllllan of tfls ret:ammemlll01111$ ClltlWfBd In 1111, repOlf wt/I not af ltnlf be tlldtlt:lenl Ill prennl maid fmm . growing In ar on Ills stnu:lure lnro/wd. · Rely, on Your ASf(-M8mll8r GeDbll:lmclal · EIQlln8er 111P Addillonal Allllla1Dnce Membership In ASFf/The Best People on Earth exposes geofechnical engineers to a wide array of risk management techniques that can be of genuine benef~ for everyone involved with a construction project. Confllr with you ASFE-member geotechnical engineer tor more Information. ASFE 1U IHI ,u,11 II UrlD B811 Colesville Road/Suite G106, Silver Spring, MD 20910 Telephone: 301/565-2733 Facsimile: 301/589-2017 &-mall: lnfo@asfe.org www.asfe.org Copynr,ht 2004 by ASFE, Inc. Dup/klation, '"f)rodUCflon, or copy/fig DI ti" t/ocUment, In who/# or In paJt, by any moans ..,,,,..,.,,,,. Is strlctly prahlbitld. -pl oitl, ASFE'r sp,d/lc wrltt&n pimn-n. EJa:stpl/11/1, qlll>lill/l, or-• •Jdrlcfill/l wonlfll/l from tflls da<Ument Is //8rmlttlfl ao/y with lhs expfffl wrll1Bn /)8/m/ssian DI /ISFE, and only far purpas8s DI sc/loiMfY r,mn;/1 or boOk ,...,,,,, Only mambtlr.l DI ASFr mq us, this document" a camp/Bment to oras an o/8ment of• r,,oJechnk:ll tr1111-/flfl report. Any Dl/Jtr finn, lndfvfdusl, or a1hBT snr/ty that so use! this doaument wfthout being an ASFE msmber couh/ bl committing negligsnt or lntentfanal (fraudulenl) m/smpreSdlJtrtlan. IIGER06045.0M I I I I I I I I I I I I ,. I I I I I I September 23, 2013 ES-2995 The Conner Homes Group, LLC 846.;.. 1081h Avenue Northeast Bellevue, Washington 98004 Attention: Ms. Jieun Shon Dear Ms. Shon: Earth Solutions NW LLC • Geotechnical Engineering • Construction Monitoring • Environmental Sciences Earth Solutions NW, LLC (ESNW) is pleased to present this report titled "Geotechnical Engineering Study, Proposed Panther Lake Residential Subdivision, Renton, Washington•. This study has been prepared to address the feasibility of the proposed development from a geotechnical standpoint. The proposed 33 residential lot development is bordered to the west by an off-site steep slope. Based on the conditions observed during our fieldwork, the subject site is underlain primarily by native soils consisting of medium dense to very dense glacial till. Groundwater seepage was observed in one test pit at a depth of approximately five feet below existing grade. Based on the results of our study, the proposed development Is feasible from a geotechnical standpoint. The residential buildings and associated structures can be supported on a conventional foundation system bearing on competent native soil or structural fill. Where loose or unsuitable soil conditions are exposed at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with structural fill, may be necessary. This report provides recommendations for critical areas assessment, foundation design, structural fill recommendations, and other geotechnical recommendations. The opportunity to be of service to you is appreciated. If you have any questions regarding the content of this geotechnical engineering study, please call. Sincerely, EARTH SOLUTIONS NW, LLC \ki ( h::t> Henry T. Wright, E.I.T. Staff Engineer 1805 -136th Place N.E., S.uite 201 • Bellevue, WA 98005 • (425) 449-4704 • FAX (425) 449-4711 I I I I I I I I I I I I I I I I I I I TABLE OF CONTENTS ES-2995 PAGE INTRODUCTION ................................. , . . . . . . . . . . . . . . . . . • . . . . . . . . .. . . . . . . . ... 1 General ......... , . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . • . . . . . . .. . .. 1 Project Description .. .. .. . . . . .. . .. . . . . . . . . . . .. . . .. .. .. . . .. . . .. .. . . . .. . . . . . . . . . 2 Surface .................................................... , .................. ,.... 2 Slope Reconnaissance....................................................... 2 Subsurface......................................................................... 3 Groundwater..................................................................... 3 CRITICAL AREAS AND GEOLOGIC HAZARDOUS AREAS ASSESSMENT ...................................... , ...................................... 3 Site and Construction Plans......................................................... 3 Landslide Hazard................................................................ 3 Steep Slopes........................................................................ 4 Erosion Hazard.................................................................... 4 Analysis of Proposal.. .............................................. , ................... , 5 Minimum Critical Area Buffer and Setback................................... 5 DISCUSSION AND RECOMMENDATIONS ....................................... 5 General .................................................... .,.................... .. .... 5 Site Preparation and Earthwork .......... , ... , .. , ... , ......... , ....... , •.... 6 Erosion Control................................................................... 6 In-Situ Soils.......................................................................... 6 Wet Season Grading ............. : .... :........................................ 6 Structural Fill....................................................................... 7 Excavations and Slopes .......... · .. , .................... ,, .......... , .......... 7 Foundations...................................................................... 7 Seismic Considerations ................. ;, ...... · ........... ,,, .................. , 8 Slab-on-Grade Floors.................. .. . . .. . . .. .. .. . . .. . . . . .. . .. • .. .. . . .. . .. . 8 Retaining Walls ........................ , .... , ....... , ....... , ..................... 8 Drainage .......... ···~·• ... , ....................... -......•................ ···l···. .. ... ..... ... 9 Utlllty Trench Backfill., .............. ,......................................... 9 Pavement Sections ............................ , .......... , .... ,, .......•........ 10 LIMITATIONS .... ,, ............... , .......... o, ........ ,.... •• ... • .. • • • ••• •• • .. • • .. • . • .. . ... 10 Additional Servlces ........................................ eo,., ................. 10 Earth Solutions NW. LLC I I I I I I I I I I I I I I I I I I I GRAPHICS PLATE 1 PLATE2 PLATE3 PLATE4 APPENDICES Appendix A Appendix B TABLE OF CONTENTS Continued ES-2995 VICINITY MAP TEST PIT LOCATION PLAN RETAINING WALL DRAINAGE DETAIL FOOTING DRAIN DETAIL Subsurface Exploration Test Pit Logs Laboratory Teat Results Sieve Analysis Results Earth Solutions WI, LLC I I I I I I I I I I I I I I I I I I I General GEOTECHNICAL ENGINEERING STUDY PROPOSED PANTHER LAKE RESIDENTIAL SUBDIVISION RENTON, WASHINGTON ES-2995 INTRODUCTION This geotechnical engineering study was prepared for the proposed 33 lot residential development at 18647 -1081h Avenue Southeast in Renton, Washington. The purpose of this study was to prepare geotechnical recommendations for the proposed development. To complete the scope of services detailed in our proposal PES-2995 dated August 20, 2013, we performed the following: • Subsurface exploration and characterization of soil and groundwater conditions by way of test pits excavated on the accessible areas of the site; • Laboratory testing of soil samples obtained during field exploration; • Engineering analyses, and; • Preparation of this report. The following documents and/or resources were reviewed as part of our report preparation; • Geologic Map of the Renton Quadrangle; • Conceptual Site Plan Provided by the Client, dated May 28, 2013; • The City of Renton online GIS property research database, and; • City of Renton Critical Areas Regulations (4-3-050J). Earth Solutions NW, LLC I I I I I I I I I I I I I I I I I I I The Conner Homes Group, LLC September 23; 2013 Project Description ES-2995 Page2 Based on the plans provided to us, the site will be developed with 33 single family residential lots with associated roadways and stormwater facilities. Based on the City of Renton GIS data, sensitive and protected slopes are located along and adjacent to the western margins of the subject site. Grading activities will likely include cuts and fills to establish the planned building lots and access roadway alignments. Site improvements will also include underground utility installations and construction of stormwater detention facilities. Based on the conceptual site plan provided to us, we estimate cuts and fills to establish finish grades throughout the site will be on the order of two to eight feet on average; however, grading plans were not available at the time this report was prepared. Engineered rockeries or modular block walls may also be utilized as part of the overall grading plan. A storm tract is mapped along the western portion of the site. We anticipate the proposed residential structures will consist of relatively lightly loaded wood framing supported on conventional foundations. Based on our experience with similar developments, we estimate wall loads on the order of 2 kips per linear foot and slab-on-grade loading of 150 pounds per square foot (psf). If the above design assumptions are incorrect or change, ESNW should be contacted to review the recommendations in this report. ESNW should review the final design to verify that our geotechnical recommendations have been incorporated into the plans. Surface The subject site is located south of Southeast 1861h Street at 18647 -108th Avenue Southeast in Renton, Washington, as illustrated on the Vicinity Map (Plate 1). The site consists of six parcels totaling approximately 7 .18 acres and is comprised of forested land through the northwestern and southwestern portions of the site with multiple residential structures and cleared land in the central and northeast portions of the site. Topography of the site consists of a slight west facing slope which becomes moderate to steep at the western margins of the site. The Test Pit Location Plan (Plate 2) illustrates the approximate limits of the property. Slope Reconnaissance During our fieldwork, we performed a visual slope reconnaissance across portions of the steep slope areas of the site as well as off-site to the west. The main focus of our reconnaissance was to identify signs of Instability or erosion hazards along the slope areas. · The typical instability indicators include such features as; head scarps, tension cracks, hummocky terrain, groundwater seeps along the surface and erosion features such as gulleys and rills. During the slope reconnaissance, a gulley aligned perpendicular to Panther Creek was observed adjacent to the northwest comer of the site, as well as a shallow head scarp approximately six to eight feet in height west of the property margins indicating minor surficial instability. In general, based on the slope reconnaissance, stability of the slope areas can be characterized as moderate. Earth Solutions NW, LLC I 'I I I I I I I I I I I I , I I I I I I The Conner Homes Group, LLC September 23, 2013 Subsurface ES-2995 Page 3 As part of the subsurface exploration, six test pits were excavated on accessible portions of the site for purpose of assessing the soil conditions. Please refer to the test pit logs provided in Appendix A for a more detailed description of the subsurface conditions. Topsoil was encountered to an average approximate depth of 6 to 12 inches. Underlying the topsoil, medium dense brown sandy silt and silty sand was observed (Unified Soil Classification ML and SM, respectively), transitioning to dense to very dense at an average depth of three to five feet below existing grades. The referenced geologic map of the area identifies glacial till (Qgt} across the site. The soil conditions observed at our test sites generally correlate with glacial till (Qgt). Groundwater Groundwater seepage was encountered during our fieldwork at test pit TP-4. The seepage was observed at approximately five feet below existing grade and likely represents perched groundwater. The presence of groundwater seepage should be expected in deeper site excavations such as deeper foundation and utility trench excavations. Groundwater seepage rates and elevations fluctuate depending on many factors, including precipitation duration and intensity, the time of year, and soil conditions. In general, groundwater elevations and flow rates are higher during the wetter, winter months. CRITICAL AREAS AND GEOLOGIC HAZARDOUS AREAS ASSESSMENT As part of this geotechnical engineering study and critical areas report, the City of Renton Critical Areas Regulations (4-3-050J) were reviewed. Per the City of Renton Critical Areas Regulations requirements, the following topics related to development plans and site conditions are addressed. Site and Construction Plans The attached Test Pit Location Plan (Plate 2) illustrates a conceptual layout of the proposed 33 residential lot development. The building pad elevations will vary according to existing grades. We anticipate the maximum cuts for the proposed development will be on the order of six to eight feet. A storm tract is mapped along the western margins of the site, adjacent to off-site steep slopes. Based on review of the referenced section of the City of Renton Municipal Code, as well as City of Renton GIS data, landslide hazards, steep slopes, and erosion hazards are considered for the subject development. Landslide Hazard Wrth respect to landslide hazard areas, Part 4-3-050J-1 b of the City of Renton Critical Areas Regulations defines landslide hazard areas as the following: Earth Solutions NW, LLC I I I I I I I I I I I I I I I I I I I The Conner Homes Group, LLC September 23, 2013 • Low Landslide Hazard: Areas with slopes less than 15 percent. ES-2995 · Page4 • Medium Landslide Hazard: Areas with slopes between 15 percent and 40 percent and underlain by soils that consist largely of sand, gravel or glacial till. • High Landslide Hazards: Areas with slopes greater than 40 percent and areas with slopes between 15 percent and 40 percent and underlain by soils consisting largely of silt and clay. • Very High Landslide Hazards: Areas of known mappable landslide deposits. The off-site natural slope adjacent to the western margins of the site is not mapped as a landslide hazard by the City of Renton GIS data, however, based on a greater than 40 percent slope condition it is considered a high landslide hazard by the City of Renton Critical Areas Regulations. As previously described in the Slope Reconnaissance section of this study, a head scarp approximately six to eight feet in height was observed along the off-site natural slope, indicating recent, minor surficial instability. However, as the slope is underlain by glacial till, the overall global stability of the slope areas can be characterized as moderate. Steep Slopes With respect to steep slope critical areas, the referenced section of the Renton Code defines steep slopes as follows: • Sensitive Slopes: Areas with slopes between 25 percent and 40 percent. • Protected Slopes: Areas with slopes greater than 40 percent. Based on our observations and review of the City of Renton GIS data, sensitive and protected slopes are present along and adjacent to the western margins of the property. In general, based on the slope reconnaissance, stability of the slope areas can be characterized as moderate. Erosion Hazard With respect to erosion hazard areas, the referenced section of the Renton Code defines erosion hazards as follows: • Low Erosion Hazard: Areas with soils characterized by the Natural Resource Conservation Service as having slight or moderate erosion potential, and that slope less than 15 percent. • High Erosion Hazard: Areas with soils characterized by the Natural Resource Conservation Service_ as having severe or very severe erosion potential, and that slope more steeply than 15 percent. Earth Solullona ti/II, LLC I I I I I I I I I I I I I I I I I I I The Conner Homes Group, LLC September 23, 2013 ES-2995 Page 5 The off-site sloped areas adjacent to the western margins of the site would be severely susceptible to erosion, in our opinion. However, the on-site sloped areas and areas adjacent to the top of off-site slopes are classified as a low erosion hazard and would have a low susceptibility to erosion, in our opinion. In our opinion, the planned development will not increase the erosion hazard at the site, provided appropriate Best Management Practices are implemented during the earthwork and development activities. General guidelines for erosion control are provided in the Site Preparation and Earthwork section of this study. Analysls of Proposal The planned development activity will involve grading and construction of a 33 residential lot development with associated improvements adjacent to the steep slope area to the west. The proposed development activity will include a storm tract adjacent to the off-site slope area west of the site. As previously described, the on-site slopes and areas adjacent to the top of the off- site slopes exhibit good stability, and the planned development activity will not involve alterations to the areas of 40 percent slope. The proposed development activity is feasible in our opinion, and will not decrease stability of the site or surrounding properties. The project designs must comply with the City of Renton Critical Areas Regulations. Minimum Critical Area Buffer and Setback In our opinion, the proposed development activity can be completed as currently planned without adversely impacting the slope area along and adjacent to the western margins of the site. Sections 4-3-050J5 and 4-3-050J6 specify the requirements for development on sites which contain protected and sensitive slopes. The code requires erosion control measures, slope stabilization, and buffer zones. The proposed storm tract structure(s) to be located adjacent to the steep slope area should be setback at least 25 feet from the top of the slope with grading activities setback at least 10 feet from the top of the slope. Given the overall stable characteristics of the on-site slopes and areas adjacent to the top of off-site slopes, it is our opinion that a 25 foot setback of the proposed storm tract structure/s is feasible from a geotechnical standpoint. DISCUSSION AND RECOMMENDATIONS General Based on the results of our study, in our opinion, construction of the proposed residential development at the subject site is feasible from a geotechnical standpoint. The primary geotechnical considerations associated with the proposed development include the steep slope setback, foundation support, structural fill placement, and the suitability of the on-site soils for use as structural fill. The proposed structures can be supported on conventional spread and continuous foundations bearing on undisturbed competent native soil or structural fill. Where loose, organic or other unsuitable materials are encountered at or below the footing subgrade elevation, the material should be removed and replaced with structural fill, as necessary. Earth Solutions t,M/, LLC I I I I I I I I I I I I I I I I I I I The Conner Homes Group, LLC September 23, 2013 ES-2995 Page6 This study has been prepared for the exclusive use of The Conner Homes Group, LLC and their representatives. No warranty, expressed or Implied, is made. This study has been prepared in a manner consistent with the level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. Site Preparation and Earthwork Grading plans were not available at the time this report was prepared. However, given the existing grades, grading for the new development is anticipated to consist of cuts and fills of up to eight feet. Once the existing vegetation and topsoil has been cleared, grading operations can commence. Erosion Control Temporary construction entrances and drive lanes, consisting of at least one foot of quarry spells can be considered in order to minimize off-site soil tracking and to provide a temporary road surface. Temporary slopes and stockpiles should be covered when not in use. Surface water should not be allowed to flow down the face of any natural or cut slope, nor should water be allowed to pond near the top of any slope. Slit fencing should be installed along the margins of the property as well as at the top of on-site slopes of 40 percent or greater. Proper care and measures should be taken to ensure that development does not adversely affect the natural slope areas. Erosion control measures should conform to the Washington State Department of Ecology (DOE) and city of Renton standards. In-situ Soils The soils encountered throughout the majority of the test sites have a moderate to high sensitivity to moisture and were generally In a moist condition at the time of the exploration (September 2013). The soils anticipated to be exposed at this site will degrade rapidly if exposed to moisture. In general, soils encountered during site excavations that are excessively over the optimum moisture content will require aeration or treatment prior to placement and compaction. Conversely, soils that are substantially below the optimum moisture content will require moisture conditioning through the addition of water prior to use as structural fill. An ESNW representative should determine the suitability of in-situ soils for use as structural fill. If the in-situ soils are determined to not be suitable for use as structural fill, use of a suitable imported soil may be necessary. Wet Season Grading If grading takes place during the wetter, winter or spring months, a contingency in the project budget should be included to allow for export of native soil and/or existing fill and import of structural fill as described below. Earth Solu!lona NW, LLC ~------~--------- I I I I I I I I I I I I I I I I I I I The Conner Homes Group, LLC September 23, 2013 Structural Fill ES-2995 Page 7 Structural fill is defined as compacted soil placed in foundation, slab-on-grade, and roadway areas. Fills placed to construct permanent slopes and throughout retaining wall and utility trench backfill areas are also considered structural fill. Soils placed in structural areas should be placed in loose lifts of 12 inches or less and compacted to a relative compaction of 90 percent, based on the laboratory maximum dry density as determined by the Modified Proctor Method (ASTM D-1557). For soil placed in utility trenches underlying structural areas, compaction requirements are dictated by the local city, county, or utility district, and in general are specified as 95 percent relative compaction. The upper 12 inches of slab-on-grade and pavement area subgrade should also be compacted to a relative compaction of at least 95 percent. Excavations and Slopes The Federal Occupation Safety and Health Administration (OSHA) and the Washington Industrial Safety and Health Act (WISHA) provide soil classification in terms of temporary slope inclinations. Based on the soil conditions encountered at the test pit locations, the weathered native soils encountered in the upper approximately four feet of the test pit locations and where fill and/or groundwater seepage is exposed are classified as Type C by OSHA/WISHA. Temporary slopes over four feet in height in Type C soils must be sloped no steeper than 1.5H:1V (Horizontal:Vertlcal). Medium dense to dense native soils encountered below about four feet where no groundwater seepage is exposed would be classified as Type B by OSHA/WISHA. Temporary slopes over four feet in height in Type B soils must be sloped no steeper than H:1V. The presence of perched groundwater may cause caving of the temporary slopes due to hydrostatic pressure. ESNW should observe site excavations to confirm the soil type and allowable slope inclination are appropriate for the soil exposed by the excavation. If the recommended temporary slope inclination cannot be achieved, temporary shoring may be necessary to support excavations. Permanent slopes should maintain a gradient of 2H:1V, or flatter, and should be planted with vegetation to enhance stability and to minimize erosion. A representative of ESNW should observe temporary and permanent slopes to confirm the slope inclinations are suitable for the exposed soil conditions, and to provide additional excavation and slope recommendations, as necessary. Foundations Based on the results of our study, the proposed buildings can be supported on conventional spread and continuous footings bearing on competent native soil or structural fill. Where loose or unsuitable soil conditions are observed at foundation subgrade elevations, compaction of the soils to the specifications of structural fill, or overexcavation and replacement with granular structural fill may be necessary. Provided the building will be supported as described above, the following parameters can be used for design of the new foundations: Earth Solutions INi, LLC I I I I I I I I I I I I I I I I I I I The Conner Homes Group, LLC September 23, 2013 • Allowable soil bearing capacity • Passive earth pressure • Coefficient of friction 3,000 psf 300 pcf (equivalent fluid) 0.40 ES-2995 Page8 A one-third increase in the allowable soil bearing capacity can assumed for short-term wind and seismic loading conditions. With structural loading as expected, total settlement in the range of one inch Is anticipated, with differential settlement of about one-half inch. The majority of the settlements should occur during construction, as dead loads are applied. Seismic Considerations The 2009 International Building Code specifies several soil profiles that are used as a basis for seismic design of structures. If the project will be permitted using the 2009 IBC, based on the soil conditions observed at the test sites, Site Class C, from table 1613.5.2, should be used for design. The 2012 IBC recognizes ASCE for seismic site class definitions. If the project will be permitted under the 2012 IBC, in accordance with Table 20.3-1 of ASCE, Minimum Design Loads for Buildings and Other Structures, Site Class C, should be used for design. In our opinion, liquefaction susceptibility at this site is low. The relative density of the site soils and the absence of a uniform, shallow groundwater table is the primary basis for this designation. Slab-On-Grade Floors Slab-on-grade floors should be supported on a firm and unyielding subgrade consisting· of competent native soil or at least 12 inches of structural fill. Unstable or yielding areas of the subgrade should be recompacted or overexcavated and replaced with suitable structural fill prior to construction of the slab. A capillary break consisting of a minimum of four Inches of free draining crushed rock or gravel should be placed below the slab. The free draining material should have a fines content of five percent or less (percent passing the #200 sieve, based on the minus three-quarters inch fraction). In areas where slab moisture is undesirable, installation of a vapor barrier below the slab should be considered. If used, the vapor barrier should consist of a material specifically designed to function as a vapor barrier and should be installed in accordance with the manufacturers specifications. Retaining Walls Retaining walls must be designed to resist earth pressures and applicable surcharge loads, The following parameters can be used for retaining wall design: Earth Solutions NW, LLC I I I I I I I I I I I I I I I I I I I The Conner Homes Group, LLC September 23, 2013 • Active earth pressure (yielding condition) • At-rest earth pressure (restrained condition) • Traffic surcharge (passenger vehicles) • Passive earth pressure • Coefficient of friction • Seismic surcharge 'Where H equals the retained height 35 pcf 55 pcf ES-2995 Page 9 70 psf (rectangular distribution) 350 pcf 0.40 6H* (active condition) 14H* (at rest condition) Additional surcharge loading from adjacent foundations, sloped backfill, or other loads should be included in the retaining wall design. Drainage should be provided behind retaining walls such that hydrostatic pressures do not develop. If drainage is not provided, hydrostatic pressures should be included in the wall design. Retaining walls should be backfilled with free draining material that extends along the height of the wall, and a distance of at least 18 inches behind the wall. The upper one foot of the wall backfill can consist of a less permeable soil, if desired. A perforated drain pipe should be -placed along the base of the wall, and connected to an approved discharge location. A typical retaining wall drainage detail is provided on Plate 3. Drainage Groundwater seepage was observed at one test pit location at a depth of five feet below grade during our fieldwork (September 2013). Perched groundwater seepage should be expected in site or utility excavations. Temporary measures to control groundwater seepage and surface water runoff during construction will likely involve interceptor trenches and sumps, as necessary. In our opinion, perimeter footing drains should be installed at or below the invert of the building footings. A typical footing drain detail is provided on Plate 4 of this report. Utility Trench Backfill In our opinion, the soils observed at the test sites are generally suitable for support of utilities. In general, the soils observed at the test pit locations should be suitable for use as structural backfill in the utility trench excavations, provided the soil is at or near the optimum moisture content at the time of placement and compaction. Moisture conditioning of the soils may be necessary at some locations prior to use as structural fill. Utility trench backfill should be placed and compacted to the specifications of structural fill provided in this report, or to the applicable requirements of the city of Renton. Earth Solutions t,t,N, LLC I I I I I I I I I I I I I I I I I I I The Conner Homes Group, LLC September 23, 2013 Pavement Sections ES-2995 Page 10 The performance of site pavements is largely related to the condition of the underlying subgrade. To ensure adequate pavement perfonnance, the subgrade should be in a firm and unyielding condition when subjected to proofrolling with a loaded dump truck. Structural fill in pavement areas should be compacted to the specifications detailed in the Site Preparation and Earthwork section of this report. It Is possible that soft, wet, or otherwise unsuitable subgrade areas may still exist after base grading activities. Areas containing unsuitable or yielding subgrade conditions may require remedial measures such as overexcavation and thicker crushed rock or structural fill sections prior to pavement. Cement treatment of the subgrade soil can also be considered for stabilizing pavement subgrade areas. For relatively lightly loaded pavements subjected to automobiles and occasional truck traffic, for preliminary design purposes, the following pavement sections can be considered: • Two inches of HMA placed over four inches of CRB, or; • Two inches of HMA placed over three inches of ATB. Heavier truck-traffic areas generally require thicker pavement sections depending on site usage, pavement life expectancy, and site traffic. For preliminary design purposes, the following pavement sections for heavy traffic areas can be considered: • Three inches of hot mix asphalt (HMA) placed over six inches of crushed rock base (CRB), or; • Three inches of HMA placed over four and one-half inches of asphalt treated base (ATB). The HMA, ATB and CRB materials should conform to WSDOT specifications. LIMITATIONS The recommendations and conclusions provided in this geotechnical engineering study are professional opinions consistent with the level of care and skill that is typical of other members in the profession currently practicing under similar conditions in this area. A warranty is not expressed or implied. Variations in the soil and groundwater conditions observed at the test pit locations may exist, and may not become evident until construction. ESNW should reevaluate the conclusions in this geotechnical engineering study if variations are encountered. Additional .Services ESNW should have an opportunity to review the final design with respect to the geotechnical recommendations provided in this report. ESNW should also be retained to provide testing and consultation services curing construction. Earth Solutions NW, LLC I I I I I I I I I I I I I I I I I I I Reference: King County, Washington Map686 By The Thomas Guide Rand McNally 32nd Edition NOTE: This plate may contain areas of color. ESNW cannot be 1 responsible for any subsequent misinterpretation of the information ! resulting from black & white reproductions of this plate. l -··-·---.. ·----·-··-·-- Drwn. GLS Checked HTW Vicinity Map Panther Lake Subdivision Renton, Washington Date 09/16/2013 Proj. No. Date Sept. 2013 Plate I I I I I I I I I I I I I I I I I I I uoi6U!4SB'M 'uoiue~ UO!SV,.Jpqns 8)fB1 J81.ffUBd ue1d uo11eoo1 t!d ise1. ~~· ~~ 0 0 N 0 0 0 ~ 0 l .. • 1 0 z w " w .J " 0 .. oo f~"' ~ .8 e"-§ o. l;l ...J :!:! 1i. z "0. " ! :§ 1ii iii U) jt!t ., ts !! e;:: °' ~ a.Z~ ... .tffl w ~ e (I) 0. + ,-,"':.- I ~,,. I :! ;[ ;·:·\'.-: .... "3'S 3nN3A V I-U80T f • __ .. ,!.,..!.. : §ea b 19'/l<'"" ·1L·u_·,·1 . U -az;a ,_._ ---r------------------ ' I I I I · 1 • i~)Or .1 I I I I I I I I I I I I I I I I I I I 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. Drwn. Structural Fill SCHEMATIC ONLY-NOTTO SCALE NOT A CONSTRUCTION DRAWING RETAINING WALL DRAINAGE DETAIL Panther Lake Subdivision Renton, Washington GLS Date 09/16/2013 Proj. No. 2995 Checked HTW Date Sept. 2013 Plate 3 ·-----_i I I I I I I I I I I I I I I I I I I I Slope .. ::· -+ 2" (Min.) Perforated Rigid Drain Pipe (Surround with 1" Rock) 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 DRAWING FOOTING DRAIN DETAIL Panther Lake Subdivision Renton, Washington Drwn. GLS Date 09/16/2013 Proj. No. 2995 Checked HTW Date Sept. 2013 Plate 4 I I I I I I I I I I I I I I I I I I I Appendix A Subsurface Exploratlon ES-2995 The subsurface conditions at the site were explored by excavating six test pits at the approximate locations illustrated on Plate 2 of this report. The test pit logs are provided in this Appendix. The subsurface explorations were completed in September 2013. The test pits were advanced to a maximum depth of 11.5 feet below existing grades. Logs of the test pits advanced by ESNW are presented in Appendix A. The final logs represent the interpretations of the field logs and the results of laboratory analyses. The stratification lines on the logs represent the approximate boundaries between soil types. In actuality, the transitions may be more gradual. Earth Solution& NW, LLC I I I I I I I I I I I I I I I I I I I JOB NO. E5-'2.. C\C\ S° CLIENT Co~M,("' \-\o~ D..~\o • TEST PIT NO . • l DATE C\/r~/1'! evHTW I ELEVATION y "'=t-2. TP-1 CONTRACTOR NW E. ""'u,."o.+, (\°' SHEET l of\ .6 SURFACE CONDITIONS ,s rn Ill ji ~::, "R 8ro.icw,'o\tS. " ~ ,I!! IS NOTE: DEPTH OF TOPSOIL & SOD I '2: ce-TPSL _:ro\lS0\1..1'0 \'l.''-------------------------------- 1 . 1.5' 6.i ,_ 5M .. -~i't'.1-~~t).Yt~~Yf\., _~\_11~~'-,----- 1---f---+----1 2-~ 1---t---t-----t 3-- - t---t---t-----1 4-.. ,_ 1----1---1---1 !j-t- -------------------------------------------- -------------------------------------------- -------------------------------------------- s.s· 11.\.o --= -..,..,-. -,...,-,-,--,=,;;.;r-..-::-r---f,,;":-::.---- ---1---1---1 s-o-II\ L " b,S' IS.O ~.Pi\.t.-.--.----r--:-~.---. ..,.=·~,..----..--,---.-.... ------ r: M\.. .. ~l~=-·::-~~--~-~--~~~~-----~----=~----~-- t---t---t-----1 8-'- 8.S. \l .3 9 H ... -1!>0-\\~-=----_-_--_-_-_--_-_-_-_--_-_-_--_-_-_--_-_-_-_--_-_-_--_-_-_--_-_-_-_-----1- t---f---+----1 O· '- ,._ 1---t---+----t 1 .... .... . 1----1---1---1 2 ,_ .... 1----1---1---1 3-.... .... 1----1----1---1 4-.... .... 1----1---1---1 5-... - 1---+---+---t 6-- -.,. - - 1---+---+---t 8--- 1---+---+---t 9-- Test Pit terminated at '6.S ~------------------------------------------- ~------------------------------------------- -------------------------------------------- ~------------------------------------------- ~------------------------------------------- ~------------------------------------------- -------------------------------------------- --------------------------------------------• ~------------------------------------------- ~------------------------------------------- ~------------------------------------------- feet below existing grade. @Groundwater (lable / seepage) encountered at feet during excavation. Earth Solutions NWuc I I I I I I I I I I I I I I I I I I I JOB NO. cS·'l~0iS' CLIENT (onClCl'(' ~ ~o ,. • TEST PIT NO. " DATE q /I'?, /,i evHTW I ELEVATION • TP-2. 4G:>O CONTRACTOR NW t.~CAV0.1"\C'\l!.l SHEET I of \ .E SURFACE CONDITIONS ti ~.g FR.\~ <i~ss .. -8 ol!! ::, 8 NOTE: DEPTH OF TOPSOIL & SOD \ '2. c,.. ~L .:tQnolC..ju_l'l'.:. ________ ---------------------- . • ""' · a. · ....,. c._ .... .1, c IL,-IVl..~i · · ."--· u ... ,...1. -,~._ '-..s.:J:t! __ ---'1-...>,l..l! ~L,-.!.:IDOlJ~~u.!11-,-.1:L'D~------ 1---+---+---I 2 '- ' '2.S 18.~ 1----1---1---1 3 - '- t---+---+----< 4-'- 1---+---+---l s---1---+---+---I &--- ~ \L\.'o '- 1----1---1---1 7-,.. '- t---t----f---t 9-- '- l---l-----f---1 o-- - 1---l----+---I 1--• -------------------------------------------- ---------------------~---------------------- -----'.. -~----:i=~.:.. ~ ,;,--------------------- -------------------------------------------- -------------------------------------------- J~eU21ntS.~t2.\i1(.f..~t'OIN.'a----------------------- -------------------------------------------- -------------------------------------------- ~------------------------------------------- \ \.5 \(o,h r::i .... 1.1 1--+----+--.... ~-Q,lnJ---------------------~ -~------------------------------------------- 1---l----+---I 3-- --------------------------------------------- 1-----+---I 4-- --------------------------------------------- t---+---+---t 5----------------------------------------------- •----+---1 &-- ---------------------------------------------• ------.... 7--- o---+----+----< 8-- --------------------------------------------- t---+---+----t 9-'---------------------------------------·------ Test Pit terminated at \ \.S feet below existing grade.@Groundwater (table/ seepage) encountered at feet during excavation. Earth Solutions NWuc I I I I I i I I I ' I I I I I I I I I I JOB NO. ~-2q(\5" CLIENT C.Of\ner \.,\CMeS, ~lopm"1t TEST PIT NO. DATE °i/ \"?> /i!, BY HTW I ELEVATION 4~~ TP-3 CONTRACTOR NW E ~c.o.vo.t,oo. SHEET I of\ I!! I .E II) SURFACE CONDITIONS t-~I Li~~ 6n.,$b ,_ .. -:I) :::, ~ NOfe: DEPTH OF TOPSOIL & SOD v 1--+---1---1 1 • • 1.5' C\.3 ,.. ... &~ ----=----.a: .. -. ---------------------- 1--+---I---I 2-... ' ... ~-------------------------------------------1--+---+---1 3--. o' I I.Lt l--+---1---1 4-,-. ,_ Ct.-·--· .. 01: ... r:a.....c.. ••. ~ .... ,-.~'-'"""'--U~~'()r. ----------------- -~-------------------------------------------l--+---1---1 5-0- -Sl~Y.tt'!f_l?~------------------------- 1--+---+---18-t-·-+:,~of-----------------------1 6 \'2..E, -... l!,Q~ .. __________________________________________ _ a--+---1---1 .,._ ,-. 1--+---1---1 9-,-. - t--1---~-I &-,_ 1--+---1---1 0-,-. ... 1--+---1---1 1-... l--+---1---2 ... ,-. 1---+---1---1 4 ,-. ,-. 1---+---1---1 & ,-. ,-. 1---+---1---1 6-t- - 7-- 1---1---+---I 8--... 1---+---1---1 9-1- 1 ... ~------------------------------------------- ~------------------------------------------- -------------------------------------------- ~------------------------------------------- -------------------------------------------- ~------------------------------------------- ~------------------------------------------- -------------------------------------------- -------------------------------------------- --------------------------------------------• -------------------------------------------- ~------------------------------------------- ~------------------------------------------- Test Pit tennlnatsd at (o feet below existing grade. © Groundwater (table/ seepage) encountered . at feet during lllll:IIV!ltion. Earth Solutions NWLLc I I I I I ·-I I I I I I I I I I I I I I JOB NO. ~-'2.qqS' CLIENT (of!ntt \.\o~ ~OD~t TEST PIT NO. DATE Oi/1?1/I"!, BY \-h"W I ELEVATION 4'?>15 TP~11 CONTRACTOR N \,J E xc.c,.vcmn~ SHEET \of\ .E SURFACE CONDITIONS ili ~ a, SrCAWl'o\~ .. ~ .!! ::, "§ NOTE: DEPTH OF TOPSOIL & SOD \').: c_ ~1...:ro~o\1..-tc. \'2." ------------------------------ .. ',_ ML -~ . ~: .fill..l:,_MM;q'Cr\.~~rl.s,.is.+ ____ _ 1----11----1----1 2-t- t--~-~r.,_'ht__ ~---------------------7.' 1-----11----1-----1 3-t- 4' \'=l ."\ 1- t---t---1,----1 s-- t- l-----+----+---1 6-- t- 1---t---l'---t 7-t- t- 1-----1---1----1 8-t- 6' l'i!i 1------1--'---I---I 9-t- t- t- -------------------------------------------- ~------------------------------------------- ~------------------------------------------- ~------------------------------------------- 0 &)~ . . !IS \'2.~ -'"------------------------------------------- 1------1---11------1 1-- - 1------1---11------1 2 -- l---t---11----t ~ - - 1----1---11------1 4 - - 1----1---11-----t 5--- 1----1---11------1 & - - 1----1---11------1 7-- - 1----1---11----t 8--- 1----1---11-----t 9-- ~ - Test Pit terminated at \ 0 -------------------------------------------- -------------------------------------------- -------------------------------------------- -------------------------------------------- -------------------------------------------- -------------------------------------------• -------------------------------------------- ----------.-------------------------------- -------------------------------------------- feet below existing grade. (NO) Groundwater (table Epa~encountered at S' feet during excavation. Earth Solutions NWu.c I I I I I I I I I I I I I I I I I I I . CLIENT (OM'-<' . TEST PIT NO. BY HiW ELEVATION TP-5 CONTRACTOR N w SHEET \ of I JI~ c.E Ii ., ! .5 o.i I i-rn ., E GI .gJ ~8 !II ... l 1?.SL 1--ML ... , 2-t- 'l .'5" u,.«o - 3--- 4 -- 5" - 6--St'\ r;; C\.l -7---8 --- SURFACE CONDITIONS Gro.u ,_.,. NOTE: DEPTH OF TOPSOIL & SOD <0 I . . ~------------------------------------------- -~-~'11tt-~----------------------- -------------------------------------------- -r,... • ---\ --s_~"'I ,.T-~------------------------ "R. ----,_ T,T-~.,-.------~---~ -.....-~----.-----~,-,---• • ' ti • .Ml '• ., Nm..l,•-· • ' . , ----------------------.--------------------- -------------------------------------------- --------------------------------------------q' <to ~ .... tic>\\ ,.. __________________________________________ _ O·,.. ,-~-------------------------------------------1 ... -~-------------------------------------------2 .... I-~-------------------------------------------3-- -~-------------------------------------------4 ----------------------------------------------5--.... ~------------------------------------------- 6---~-------------------------------------------1--• -~-------------------------------------------8-.... -~-------------------------------------------9-- c"" ~------------------------------------------- Test Pit terminated at "' -L-feet below existing grade. @ Groundwater {table/ seepage) encountered at feet during e>ccavatlon. Earth Solutions NWu.c I I I I I I I I I I I I I I I I I I I CLIENT (ono~ \..\oMU ~lo ~ TEST PIT NO. BY HTW ELEVATION i; 4 o TP-6 CONTRACTOR NW Exc.o.va-nri~ SHEET\ of\ J! j JI l'! .5 II) SURFACE CONDITIONS E§c ~t I &.; gf s~b\,s • l==:g==+==IB;.;_g==+~E===l..,~=:,S!i=+-::,=,;;,+,IS5 :'Sffle NOTE: DEPTH OF TOPSOIL & SOD \'2: '_ ,-PS1. ._l ___ OIL~to_\'};" ----------------------------- 1 L. NL l"~n~-~-· ~ ·!!f_§l\.l:.,...Mu•~ .. .Ma;st:_ ,___..__ _ _,_ _ __, 2-~ -i: \b.t> ... ~-------------------------------------------,___..__ _ _,_ _ __, 3·'- ~-------------------------------------------1--J.--.L._..J ...... ---1------1--..J 5 ... -·----.~xt!:':-·· _-... :...--:------------------------. 5' \'?).() ... -----------------------------------------------1------1---1 6 L. -------------------------------------------- L. ~------------------------------------------- 1--1---J.---J IH--l---,'4-----------------------1 8' l\:l u ... 'aO'r\ ... ------------------------------------------.__ _ _.__ _ _.__ _ _, 9 ~ ---1------1--..J o-... ~ ---1------1--..J 1 L. L. ---1------1--..J 2 L. ... 1----1------1--..J 3-L. L. 1----1----1--..J 4 L. L. .__..____...__ _ _, 5-~ ,_ ---1------1--..J & ... ... 1-~ L. .__ _ _.__ _ _.__ _ _, & ~ ... .__ _ _.__ _ _.__ _ _, 9-~ L. 0 Test Pit terminated at 8 ~------------------------------------------- ~------------------------------------------- ~------------------------------------------- ~------------------------------------------- ~------------------------------------------- ~------------------------------------------- ~------------------------------------------- ~-------------------------------------------• -------------------------------------------- ~-----------------------------·-------------- ~------------------------------------------- feet below existing grade.@ Groundwater (table/ seepage) encountered at feet during lllCl:avalion. Earth Solutions NWu.c I I I Appendix B I Laboratory Test Results I ES-2995 I I I I I I I I I I I I I Earth Solutions NW, LLC I I I I I I I I I I I I I I I I I I I I • Earth Solutions NW GRAIN SIZE DISTRIBUTION 1806-1361h Place N.E., Suite 201 Bellevue, WA 98005 Telephone: 425-284-3300 CLIENT Q:onner Homes Dewtooment PROJECT NAME Panther Lake Subdivision PROJECT NUMBER ES-2995 PROJECT LOCATION Bi!!I!!!!! U.S. SIEVE OPENING IN INCHES I U.S. SIEVE NUMBERS I HYDROMETER 6 3 2 1.5 t M.· 1/2 • • e 810 1418 20 30 40 sn 80 101fHO-- 100 I I \' I I I 95 ~r,.... \ : ' 90 : \' 85 ~ \\ 80 " "' ' 75 ' ., --.. ~ 70 '\\ ~ !;; 65 \ (!) 80 ~ \ ~ 65 "' \ w 50 ;;,; \ ... !z 45 w '. \ 0 40 "' '\ w 0. 35 ' 30 25 ' 20 ' ' 15 10 5 0 1 10 1 0.1 0.01 0.001 GRAIN SIZE IN MIUIMETERS COBBLES GRAVEL SANO SILT OR CLAY coarse fine coarse medium I fine Specimen Identification Classification LL PL Pl Cc Cu ~6 TP-2 2.6ft . Brown Sandy SILT, ML .. ai ~ TP-4 10.0ft. Gray Blue Sandy SILT, ML 86 TP-5 ~ 6.0ft. Gray SIity SAND with Gravel, SM "' :, !. !!! Specimen Identification 0100 060 030 010 %Gravel %Sand %Slit %Clay ~ 0 TP-2 2.5ft. 19 o_os8 2.8 39.7 57.6 181 TP-4 10.0ft. 9.S OA 37.2 62.3 6 TP-5 8.0ft. 19 0.374 18.8 63.3 30.1 r •' ~------------------------------------ I I I I I I I I I I I I I I I· I I I I EMAIL ONLY REPORT DISTRIBUTION ES-2995 The Conner Homes Group, LLC 846 -1081h Avenue Northeast Bellevue, Washington 98004 Attention: Ma. Jleun Shon Earth Solutions lfN, LLC I I I I I I I I I I I I I I I I I I I February 9, 2016 ES-4072.01 Conner Homes 12600 Southeast 38th Street, Suite 250 Bellevue, Washington 98006 Attention: Ms. Alison Conner Subject: Summary Letter Greenleaf II/Kohr Short Plat 18661 -108th Avenue Southeast Renton, Washington Reference: Earth Solutions NW, LLC Geotechnical Engineering Study Proposed Panther Lake Residential Subdivision 18647 -108th Avenue Southeast Renton, Washington Dated September 23, 2013 Dear Ms. Conner: Earth Solutions NW LLC • Geotechnical Engineering • Construction Monitoring • Environmental Sciences As requested, Earth Solutions NW, LLC (ESNW) has prepared this letter to summarize the soil conditions observed at the site. ESNW reviewed the referenced document; and the undersigned project geologist excavated four test pits using hand tools for the purposes of confirming the suspected subsurface conditions on-site February 8, 2016. The property is comprised of a parcel located on the west side of 108th Avenue Southeast, north of the intersection with Southeast 192nd Street in Renton, Washington. The property was undeveloped at the time of site exploration. The topography across the development envelope portion of the site is relatively flat in nature. Plans for the site development include several single-family residential lots, access roads, and associated improvements. Review of geologic maps indicates the site is mapped as being underlain by glacial till. 1805 • 136th Place N.E., Suite 201 • Bellevue, WA 98005 • (425) 449-4704 • FAX (425) 449-4711 I I I I I I I I I I I I I I I I I I I Conner Homes February 9, 2016 ES-4072.01 Page 2 ESNW observed up to a foot of fill soil consisting of silty sand with gravel (Unified Soil Classification, SM) in a dense condition. The fill was underlain by native soils comprised of silty sand with gravel in a dense condition. Elsewhere ESNW observed dense native glacial till soil consisting of silty sand with gravel (SM) and poorly graded sand with silt and gravel (SP-SM) in a dense condition. Groundwater seepage was not observed at any of the test pit locations. However perched groundwater seepage is common on sites underlain by glacial till soils, and is typically observed at the contact between the weathered and unweathered glacial till material. Geotechnical Considerations The soils observed within the substrata are considered suitable for support of foundations near the surface. Subsurface conditions suitable for support of the proposed foundation elements will be encountered at depths of approximately one to two feet below existing grades. Based on the observed soil conditions, the recommendations included in the referenced report are applicable for this site. Should you require additional information, or have questions, please call. Sincerely, EARTH SOLUTIONS NW, LLC Stephen H. Avril Project Geologist Kyle R. Campbell, P.E. Principal Earth Solutions NW, LLC I I I I I I I I I I I I I I I I I I I January 28, 2014 Rob Risinger Conner Homes 846 108th Ave NE Bellevue, WA 98004 Sewall Wetland Consulting, Inc. Z7641 Covington WaySE #2 Covington WA SIDi2 RE: Critical Area Report & Supplemental Stream Study Panther Lake Plat City of Renton, Washington SWC Job #13-204 Dear Rob, This report describes our observations of jurisdictional wetlands, streams and buffers on or within 200' of the proposed Panther Lake Plat (Parcels #3223059148, #273, #344, #123, #088, #080, #6623400054) located on the west side of 108th Avenue SE in in the City of Renton, Washington (the "site"). The site is an irregularly shaped 9.73 acre property containing five single family homes, as well as scattered outbuildings gravel driveways as well as large areas of lawn and ornamental landscaping. The site is located within the SE 1/4 of Section 32, Township 23 North, Range 8 East of the W.M. METHODOLOGY Ed Sewall of Sewall Wetland Consulting, Inc. inspected the site on December 3, 2013 and January 8, 2014. The site was reviewed using methodology described in the Washington State Wetlands Identification Manual (WADOE, March 1997). This is the methodology currently recognized by City of Renton and the State of Washington for wetland determinations and delineations. The site was also inspected using the methodology described in the Corps of Engineers Wetlands Delineation Manual (Environmental Laboratory, 1987), and the Western Mountains, Valleys and Coast region Supplement (Version 2.0) dated June 24, 2010, as required by the US Army Corps of Engineers. Soil colors were I I I I I I I I I I I I I I I I I I I Panther Lake'#l3-204 Sewall Wetland Consulting, Inc . January 28 , 2014 Page2 identified using the 1990 Edited and Revised Edition of the Munsell Soil Color Charts (Kollmorgen Instruments Corp. 1990). Above: Victntty Map of the site. The Washington State Wetlands Identification and Delineation Manual and the Corps of Engineers Wetlands Delineation Manual/Regional Supplement all require the use of the three-parameter approach in identifying and delineating wetlands. A wetland should support a predominance of hydrophytic vegetation, have hydric soils and display wetland hydrology. To be considered hydrophytic vegetation, over 50% of the dominant species in an area must have an indicator status of facultative (FAC), facultative wetland (FACW), or obligate wetland (OBL), according to the National List of Plant Species That Occur in Wetlands: Northwest (Region 9) (Reed, 1988). A hydric soil is "a soil that is saturated, flooded, or ponded long enough during the growing season to develop anaerobic conditions in the upper part". Anaerobic conditions are indicated in the field by soils with low chromas (2 or less), as I I I I I I I I I I I I I I I I I I I Panther Lake/#13-204 Sewall Wetland Consulting, Inc. January 28, 2014 Page3 determined by using the Munsell Soil Color Charts; iron oxide mottles; hydrogen sulfide odor and other indicators. Generally, wetland hydrology is defined by inundation or saturation to the surface for a consecutive period of 12.5% or greater of the growing season. Areas that contain indicators of wetland hydrology between 5%-12.5% of the growing season may or may not be wetlands depending upon other indicators. Field indicators include visual observation of soil inundation, saturation, oxidized rhizospheres, water marks on trees or other fixed objects, drift lines, etc. Under normal circumstances, indicators of all three parameters will be present in wetland areas OBSERVATIONS Existing Site Documentation. Prior to visiting the site, a review of several natural resource inventory maps was conducted. Resources reviewed included the National Wetland Inventory Map, the NRCS Soil Survey online mapping and Data, WDFW Priority Habitats mapping website, and the King County iMap website. King County iMap website According to the King County iMap website there is a Type F water (fish bearing stream) to the west of the site. This stream is known as Panther Creek. National Wetlands Inventory (NWI) The NWI map depicts a stream to the west of the site classified as R3UB (riverine, upper perennial, unconsolidated bottom). I I I I I I I I I I I I I I I I I I I Panther Lakc/#13-204 Sewall Wetland Consulting, Inc . January 28 , 2014 Page4 Above: King County iMap critical areas map depicting fish bearing stream west of site. • • • ~ . ,S \ ,i .J' r " ~ / .... ~ .. . ' I , t sm <( \ 'S f f'EMC. : . / •,• • . . \ ' -.' • •! PV8Hh . " / !'.\ ... : ·-,-·· \ . . p . I I I I I I I I I I I I I I I I I I I City of Renton Stream Inventory Panther Lake/#13-204 Sewall Wetland Consulting, Inc. January 28, 2014 Page5 The City of Renton Stream Inventory depicts a Class 2 stream (pink line) to the west of the site, and a Class 4 stream (Brown line) along the south edge of the site. s I ., City of Renton Stream Inventory Map Soil Survey According to the NRCS Soil Mapper website, the site is mapped as Alderwood soils between 6%-30% slopes. Alderwood soils are moderately well-drained soils formed under conifers in glacial till and are not considered a wetland or hydric soil. I I I I I I I I I I I I I I I I I I I Panther Lako/#13 -204 Sewall Wetland Consulting, Inc . January 28, 2014 Page6 Above: NRCS Soil map of the study area. WDFW Priority Habitats According to the WDFW Priority Habitats mapping website, the only priority habitat on or near the site is Panther Creek (purple line) to the west of the site. Panther Creek is depicted containing resident cutthroat trout as well as coho salmon. Above: WDFW Priority Habitats Map of the site. I I I I I I I I I I I I I I I I I I I Field observations Uplands Panther Lake/#13-204 Sewall Wetland Consulting, Inc. January 28, 2014 Page7 As previously described, the site contains several single family homes and outbuildings located along the east side of the site. These homes have associated gravel driveways, landscaped lawn areas, as well as small pasture areas on the west side of the homes. The site slopes from a high point on the east down to a low point on the west, which sits on the top of a steeply sloped ravine containing Panther Creek off-site to the west. The majority of this sloping area is abandoned pasture and lawn areas dominated by a mix of pasture grasses including orchard grass, tall fescue, bentgrass and quackgrass. Forested areas consisted of an immature deciduous forest canopy of red alder and big leaf maple with a dense understory of Himalayan blackberry, sword fem, indian plum, elderberry and stinging nettle. Soil pits excavated along the sloping upland area surrounding the wetlands revealed a gravelly loam with a soil color of lOYR 3/3 which was dry. Wetlands Wetland A Wetland A is a 7,744sf, slope-type, emergent wetland flagged with flags Al-Al 1. This wetland is a disturbed wetland in an old pasture and appears to have disturbed soils from past plowing and grading. This wetland is dominated by a mix of reed canary grass, soft rush, creeping butter cup and blackberry. Soil pits excavated along the edge of the wetland revealed a dark (lOYR 2/2) gravelly loam with common, medium, distinct redoximorphic concentrations. Soils were saturated at a depth of -9" during our site visit. It is unknown if these areas remain saturated within 12" of the surface during the growing season. I I I I I I I I I I I I I I I I I I I Panther Lake/# 13-204 Sewall Wetland Consulting, Inc. January 28, 2014 Page8 Using the US Fish and Wildlife Wetland Classification Method (Cowardin et al. 1979), this has areas that would be classified asPEMlC. According to the criteria in City of Renton Municipal Code (RMC) Chapter 4-3-050.M.1, Wetland A would be best classified as Category 3 wetland. Category 3 wetlands are defined in Code as follows; -··· ··~-·"""'""·-···------·-·-··-·-··--····· ·-··-··-----·-·--·--.. , ··-··-----.... ~.--··---..... iii. Category 3: Category 3 wetlands are wetlands which meet one or more of the following criteria: I (a) Wetlands that are severely disturbed. Severely disturbed wetlands 1 are wetlands which meet the following criteria: I (1) Are characterized by hydrologic isolation, human-related thydrologic alterations such as diking, ditching, channelization and/or outlet modification; and (2) Have soils alterations such as the presence of fill, soil removal ·1and/or compaction of soils; and (3) May have altered vegetation. 1 (b) Wetlands that are newly emerging. Newly emerging wetlands are: i (J) Wetlands occurring on top of fill materials; and I (2) Characterized by emergent vegetation, low plant species richness and used minimally by wildlife. These wetlands are generally found in the areas such as ,the Green River Valley and Black River Drainage Basin. I (c) All other wetlands not classified as Category 1 or 2 such as jsmaller, hig~ quality wetlands. Typically, Category 3 wetlands have a 25' buffer measured from the wetland edge. Wetlands B, C, D and E Wetlands B, C, D & E are emergent wetlands which are similar in character and appear to have evolved in disturbed soils and are dominated by low plant species richness consisting of invasive plants. Wetland Bis 1,198sfin size and was flagged with flags Bl-B6, Wetland C is 274sfin size and was flagged with flags Cl-CS, Wetland Dis 379sfin size and flagged with flags Dl-D5, and wetland Eis 996sfin size and was flagged with flags El-E8. All of these wetlands are dominated by a mix of creeping butter cup and blackberry. I I I I I I I I I I I I I I I I I I I Panther Lake/# 13-204 Sewall Wetland Consulting, Inc. January 28, 2014 Page9 Soil pits excavated within these wetland revealed a dark (lOYR 2/2) gravelly loam with common, medium, distinct redoximorphic concentrations. Soils were saturated at a depths ranging from -2" to - 10•• during our site visit. It is unknown if these areas remain saturated within 12" of the surface during the growing season. Wetland Eis highly altered and appears to be totally supported by artificial water sources including a roof drain from a home and garage, a gray water drain from the home and a drain tile from a previous water line construction just upslope of the wetland. Using the US Fish and Wildlife Wetland Classification Method (Cowardin et al. 1979), all of these wetlands would be classified asPEMlC. According to the criteria in City of Renton Municipal Code (RMC) Chapter 4-3-050.M.1, these wetlands would be best classified as Category 3 wetland. Category 3 wetlands are defined in Code as follows; 1 -------· iii. Category 3: Category 3 wetlands. are w~tlands which meet one or ~;re I of the following criteria: i I (a) Wetlands that are severely disturbed. Severely disturbed wetlands i are wetlands which meet the following criteria: I (]) Are characterized by hydrologic isolation, human-related ! hydrologic alterations such as diking, ditching, channelization and/or outlet modification; and (2) Have soils alterations such as the presence of fill, soil removal land/or compaction of soils; and (3) May have altered vegetation. (b) Wetlands that are newly emerging. Newly emerging wetlands are: (1) Wetlands occurring on top of fill materials; and (2) Characterized by emergent vegetation, low plant species richness and used minimally by wildlife. These wetlands are generally found in the areas such as the Green River Valley and Black River Drainage Basin. , (c) All other wetlands not classified as Category 1 or 2 such as I smaUer,_hjgji_ quali!J!. wetlands. ___ -----·-----------------------···------·--------------__ _j Typically, Category 3 wetlands have a 25' buffer measured from the wetland edge. I I I I I I I I I I I I I I I I I I I Streams -------------------------------~ Panther Lake/#13-204 Sewall Wetland Consulting, Inc. January 28, 2014 Page JO Panther Creek (off-site) Anther Creek is located off-site to the west approximately 70'-130'. Panther creek is located in a steep sided ravine and is relatively undisturbed with good forested buffer areas. Panther Creek is classified as a Class 2 water on the City Inventory. Ii. Class 2: Class 2 waters are perennial or intermittent salmonid-bearing waters which meet one or more of the following criteria: (a) Mapped on Figure Q4, Renton Weter Class Map, as Class 2; and/or (b) Historically and/or currently known to support salmonids, including resident trout, at any stage in the species lifecycle; and/or (c) Is a water body (e.g., pond, lake) between one half (0.5) acre and twenty (20) acres in size. Class 2 waters typically have a 100' buffer measured from the ordinary high water mark. Stream A A small intermittent stream is located along the south side of the site. This stream is a narrow mud bottom channel that appears to carry primarily runoff from the streets to the eats of the site. This stream is classified as a Class 4 water in the City Stream Inventory. Per Code; iv. Class 4: Class 4 waters are non-salmonid-bearing intermittent waters during years of normal rainfall, and/or mapped on Figure 04, Renton Water Class Map, as Class 4. Typically Class 4 waters have a 35' buffer measured from the Ordinary High Water Mark. State and Federally Listed Species Review During our review of the site, no state or federally listed species were observed on or near the site. A review of the Priority habitats mapping for the site revealed that there is no known use of the site by any state or federally listed species. I I I I I I I I I I I I I I I I I I I Wetland Functions Panther Lakc/#13:204 Sewall Wetland Consulting, Inc. January 28, 2014 Page II All of the wetlands on the site are "slope type" wetlands, with varying degrees of disturbance. As slope wetlands, none of these wetland store or attenuate any runoff or flows, and in fact are areas where groundwater is perched or discharging on the surface of the ground before infiltrating on the lower edges of the wetlands. All of these wetlands are Category 4 wetlands using the WADOE wetland ratings system which scores the wetland on three main functions, water quality, hydrologic function and habitat functions. They score extremely low for water quality and hydrologic function and low for habitat function. None of these wetlands contain any of the complexities or unique features that are found in wetlands of moderate to high function and values. They essentially just meet the criteria of a wetland with little or no functional value. PROPOSED PROJECT The proposed project is the platting of the property into 34 single family residential lots with associated infrastructure. Due to the topography of the site, the stormwater facility must be located on the west side of the property and is proposed in the southwest corner. This will impact Wetlands B & C. We are also proposing to fill Wetland E which appears to hydrologically supported primarily by artificial water sources. This will result in a total of 2,468sf of Category 3 wetland fill. As compensation for this fill, we are proposing to restore and enhance 7,774sf of Wetland A which is a total enhancement/restoration ratio of 3.13: 1. Per City of Renton Code 4-3-050.M.8; If wetland changes are proposed for a non-exempt activity, the applicant shall evaluate alternative methods of developing the property using the following criteria in this order and provide reasons why a less intrusive method of development is not feasible. In determining whether to grant I I I I I I I I I I I I I I I I I I I Panther Lake/#13-204 Sewall Wetland Consulting, Inc. January 28, 2014 Page 12 permit approval per subsection M2 oftlus Section, General Standards for Permit Approval, the Reviewing Official shall make a determination as to whether the feasibility of less intrusive methods of development have been adequately evaluated and that less intrusive methods of development are not feasible: a. Avoid any disturbances to the wetland or buffer; The site contains three small wetlands which the developer proposes to fill and mitigate for through the enhancement of Wetland A. Due to the topography and the steep slopes, the only feasible location for the stormwater facility is on the southwest comer of the site which will impact Wetlands B & C. Wetland E appears artificially supported by various upslope drainage pipes and rains which will be cut off during the construction of the plat as well as extension of the sewer line from the north. Any development on the north side of the site to the east of this disturbed wetland will impact its hydrology so it is not likely to remain regardless of if it were impacted or not. b. Minimize any wetland or buffer impacts; To move the stormwater facility upslope to avoid Wetlands B & C would eliminate the ability to get stormwater to the facility from almost half of the proposed lots. This would make the development of the plat not be financially feasible to construct. c. Restore any wetlands or buff er impacted or lost temporarily; and Restoration of this wetlands in this location would not be feasible due to the location of the impacts and configuration of the parcel and remaining wetland. d. Compensate for any permanent wetland or buffer impacts by one of the following methods: i. Restoring a former wetland and provide buffers at a site once exhibiting wetland characteristics to compensate for wetlands lost; This is not applicable to this site as no historic wetlands are located on the property. I I I I I I I I I I I I I I I I I I I Panther Lake/# 13-204 Sewall Wetland Consulting, Inc. ii. Creating new wetlands and buffers for those lost; and January 28, 2014 Page 13 A total of 2,468sf sf of wetland will be filled. Due to the sloping character of the site creating wetlands is not feasible on this site. As a result, we are proposing using the "out of kind" provision in the Code using just wetland enhancement as mitigation for these small wetland impacts. Under 4-30-050.M.13, Out-of-kind replacement is allowed under the following circumstances 13. Out-of-Kind Replacement: Out-of-kind replacement may be used in place ofin- kind compensation only where the applicant can demnnstrate to the satisfaction of the Reviewing Official that: a. The wetland system is already significantly degraded and out-of-kind replacement will result in a wetland with greater functional value; or The three small, slope type Category 3 wetlands are just small areas where topsoil was historically removed to expose areas where surficial groundwater is present near the surface. These small areas are covered with invasive species (creeping buttercup and english ivy). The functional value of these wetlands is extremely small, as previously described with essentially no hydrologic or water quality function and very low habitat function. One of these wetlands (Wetland E) appears totally supported by artificial water sources from a gray water drain, roof drains and drains that were placed when a water line was placed through the property years ago. b. Scientific problems such as exotic vegetation and changes in watershed hydrology make implementation of in-kind compensation impossible or unacceptable; or · The fact that the site slopes with a gentle slope to the edge of a small ravine with steep slopes, and the fact the remaining wetlands are slope wetlands results in a site that does not work for creating wetlands which typically involves excavating out an area so it will hold enough water to create wetland conditions. To attempt to create wetlands at a top of a slope is not prudent as it could create a situation where soils become oversaturated and could cause a slope failure. c. Out-of-kind replacement will best meet identified regional goals (e.g., replacement of historically diminished wetland types). I I I I I I I I I I I I I I I I I I I Panther Lake/#13-204 Sewall Wetland Consulting, Inc. January 28, 2014 Page 14 The use of enhancement of Wetland A at a 3.13: 1 ratio (5.26: 1 if Wetland Eis considered a man-made artificial wetland) will enhance an existing degraded low value wetland, and create an area with a forested and emergent plant community with enhanced functional value, primarily by raising its habitat function. The minimal stormwater storage and water quality functions of these wetlands will be replicated with the stormwater system. The enhancing of Wetland A will provide an adequate functional lift (raising the WADOE Category from a IV wetland to a III wetland) through enhanced wildlife habitat function to adequately mitigate for the lost functions of these small low value wetlands to be filled. Stream Buffer Impacts The proposed stormwater outfall will be directed to the west, off-site into the buffer of Panther Creek to allow natural runoff to continue to flow to the west. (RMC) Chapter 4-3-050.1.Bb states that criteria needed for crossing of a stream or its buffer; z. Criteria for Administrative Approval of Utilities in Stream/ Lake or Buffer: New utility lines and facilities may be permitted to cross water bodies in accordance with an approved supplemental stream/ lake study, if they comply with the fallowing criteria: (a) Fish and wildlife habitat areas shall be avoided to the maximum extent possible; and The proposed impact is just in the buffer and is at aright angle to the stream channel and outside the OHWM of the stream. The pipe will be above ground and anchored and then will go underground for a short section before the outfall structure. An area of 10' on each side of the pipe has been identified as the potential construction zone and restoration of this area will occur within this area of potential temporary disturbance. A Hydraulic Project Approval (HPA) will be submitted to WDFW for this outfall and will follow the requirements ofWDFW. (b) The utility is designed consistent with one or more of the following methods: I I I I I I I I I I I I I I I •• I I I Panther Lake/#13-204 Sewall Wetland Consulting, Inc. Janua,y 28, 2014 Page IS (1) Installation shall be accomplished by boring beneath the scour depth and hyporheic zone of the water body and channel migration zone; or NA, no work in the stream or under the stream is proposed. (2) The utilities shall cross at an angle greater than sixty (60) degrees to the centerline of the channel in streams or perpendicular to the channel centerline; or NA, no crossing of the stream is proposed. The crossing of the buffer will be at nearly 90 degrees meeting this criteria. (3) Crossings shall be contained within the footprint of an existing road or utility crossing; and NA (c) New utility routes shall avoid paralleling the stream or following a down- ualley course near the channel; and The new line avoids paralleling the stream or following a down-valley course as required. (d) The utility installation shall not increase or decrease the natural rate of shore migration or channel migration; and The construction method and restoration plan should restore the stream buffer to a condition that will not increase or decrease the natural rate of shore migration or channel.migration. (e) Seasonal work windows are determined and made a condition of approval; and The work was conducted during the seasonal work window approved by WDF'W for the stream crossing project . (fJ Mitigation criteria of subsection L3c(ii) of this Section are met. A mitigation Plan meeting this criteria (" Wetland Mitigation Plan-Conner Panther Lake» prepared by Sewall Wetland Consulting, Inc. will be I. I I I I I I I I I I I I I I I I I I Panther Lakc/#13-204 Sewall Wetland Consulting, Inc. Januruy 28, 2014 Page 16 submitted to the City. The restored wetland, stream and buffer will be monitored 4 times in Year 1, and once a year for 5 years as required by Code. If you have any questions in regards to this report or need additional information, please feel free to contact me at (253) 859-0515 or at esewall@sewallwc.com . Sincerely, Sewall Wetland Consulting, Inc. Ed Sewall Senior Wetlands Ecologist PWS #212 Attached: Wetland Delineation/Plat Map Wetland Rating Forms Wetland Data Sheets I I I I I I I I I I I I I I I I I Panther Lake/#13-204 Sewall Wetland Consulting, Inc. REFERENCES Januwy 28, 2014 Page 17 Cowardin, L., V. Carter, F. Golet, and E. LaRoe. 1979. Classification of Wetlands and Deepwater Habitats of the United States. U.S. Fish and Wildlife Service, FWS/OBS-79-31, Washington, D. C. Environmental Laboratory. 1987. Corps of Engineers Wetlands Delineation Manual, Technical Report Y-87-1. U.S. Army Corps of Engineers Waterways Experiment Station, Vicksburg, Mississippi. Muller-Dombois, D. and H. Ellenberg. 1974. Aims and Methods of Vegetation Ecology. John Wiley & Sons, Inc. New York, New York. Munsell Color. 1988. Munsell Soil Color Charts. Kollmorgen Instruments Corp., Baltimore, Maryland. National Technical Committee for Hydric Soils. 1991. Hydric Soils of the United States. USDA Misc. Publ. No. 1491. Reed, P., Jr. 1988. National List of Plant Species that Occur in Wetlands: Northwest (Region 9). 1988. U. S. Fish and Wildlife Service, Inland Freshwater Ecology Section, St, Petersburg, Florida. Reed, P.B. Jr. 1993. 1993 Supplement to the list of plant species that occur in wetlands: Northwest (Region 9). USFWS supplement to Biol. Rpt. 88(26.9) May 1988. USDA NRCS & National Technical Committee for Hydric Soils, September 1995. Field Indicators of Hydric Soils in the United States -Version 2.1 City of Renton Municipal Code I I I I I I I I I I I I I I I I I I I i • 1!illi1i11 ~--::: 1 -=..,-= I -"""L°'= ~ SNOW<lNO!) DNUSIX3 OIOlNlll-'° .utJ 'if ~ i i ""''" -= =·-u-• 3)1Vl 1::l3HJ.Nv'd I ~ -r-------------~ '' ~-1~1 ~J,'),l,,~'i,'i191;ii! mE!Ei S3~0H cl3NNO::> : l ! l It I ~ ~ I ' r n n: ~-------------------- I I I I I I I I I I I I I I I I I I I i 11 1 @ I 11 ~1 ~1 ~ ~)JJJ}J . · if. 111 J 11111 H I j 111111 i I !j lj h Ii ~ · ·i ii !i I t It It• I i I Ii 11.1 I h d h. •Ii~§ I ~, I I I JI II I~ 1111~111111 1 £~ 111111111 J 11 1 11111~ 11111~ 11111111111~ 11~ t !lllll~lllll~llllllllll Ill I • ! l ! J J i 1 f f I i l 1 l~; l I 1 t . 1 1 ! I • ,J 1 l I J I L .. ' .... r ....... " L i i I I I I I I I I I I I I I I I I I I I J I i l f I i ~------------------- I I I I I I I I I I I I I I I I I I I I ., ff ., t l!f i, i uJa ~111 l ,JI i J f, I t:11111111 I I I I I I I I I ii I J ~" I J_:1~ , riti!il 1iiUflt1· l~1,u1iil I I I I I I I I I a:i • Jl f i i 1}1 J!iiJl!iftJ ijj liJ• ·. J. 1fzhllf I I I I I I I I I I I ~ I I I hl 111 { ~I \i 11 t !!J I 111 ! . Iii I .. I i 1 f I I • I g I I j 1 • I I I I I I I I I I I I I I I I I I I I I . . ... .... I -~ ~} . \·1 J°' ' l ! ti •1 f i ""' l. J !I .,... 111 .£' ~ \·}ri $' ,a, -, ~ J J Lt, i 111 ~ 111. I I I I ' ! l f I I --------- Wlllllaid~ormaber WETLAND RA'n!IG ,ORM~ WES1'EllN WASHINGTON Vcnloal·=::=:;.lhtflffl-;;;.:•.~_ I r:z~ Nuneofwetlml(ifbwwn), Wtl)a.v,J B.,.. C-Datooflil•Timt1..:.J' 'II./ Rated by .2,,;} ~-... Trmnod byF.cology'I Yos_No_ Dateoftninin&..__. SEC:_ TWNSHP: _RNOE, _ bSfflRinAppcadixD? Yes_ No_ Map of_..ncl unit: Figure_ Es-01..,--1,!_ 'f y J f" SUMMARY OF RATING Category baled OIi FIJNCTIO,.....vided by wdlJmd I_ II_ m_ IV_ "-'l' I-Score -ro "-'l' II-Score Sl-69 ea,,go,y m -Score JO-SO Catqtory IV • Soon, < 30 Saxe furW-Qu,lityFancliooa kelomHydn,logicFanclioaa Scon,furHabitatFm>dioos TOTAL score ror Fmtcdom Category basal OD SPl!CIAL CIIARACl'ERISTICS of wetland I_ II_ DoanotApply_ i Final Caregory (-.the·blgl,at" -,.111111 ....... > I] V I ._Mahin '-°"'" Old_Gro,irfla Fa_~ Cot@! -"'--Nooe of the above WedanclRltfnaF--...-.~ --vwioa 2 To l:lo-.d wid:i BidDa)' Paltlkwlio& 04,,06,0l5 -------- Wetlallmmcaramnbir J3 -fC Boa the wetland llllit being rated meet my of the criteria below? If )'Ou aoJWW YES to ony of 1hc qwations below you will need to protect tho wcCJ.and ICCOldina to the ....,ia,;on1 Rpnlmg the ...,;a1 cllaradmilli,e rour,1 in the- SP1.Htuth,_Wdlawl ___ da,ahahll,,tfor"'9'Fokrollylul,d 'l'ltnolt!nttdor E.ulr.:..gc. cd oimal or p/tml 'I#du (l'/E qedu)'l For the purJk*S of this rating S)'llem. •docwnentcd• means the wetland is on tm ~-·· state otfcden!dm.basc. SP2. Ha,tJ,. WdlawJ---.la,babitmfor"'9'Slaa lutod 'l7rr,at.,,.do, E.ula.:gc ed-""" q,«iu'l For the purpmes aftbis mtiDg sysk:m. ·documented· means tho wdland is on the approp;iatemtedatabasc. Note: Wr:tbnda with Stam listed pl.llltapccia an: ~ ac.tcgorylNatural ~ Wetland• (JCC p. 19 of data form). SP3. Doalllewtl,mdwnltCffllafnurdhid,u,J,ofl',w/Jy-/1.ddt,ydw WDFW fer tlw nata? SP4. Doo d# .utlandwnil MVe a l«al ,tgnifieana bl adtBtion a, ibfan<liom? For .._ie. the -bas been ldanified in the Shorolino - Proamm, the Cri.tic:al Alas Ordinmce. or in a local managancnt plao u bmJ1g ...,;aJ asmficm,oc. To c:omplete rhe na:t part of the data sheel wu wtll nud to detennine the Hvdrogeomorphic C/qs, o[the lfel/andbdng ,y:t1<d. - lb; hydrogcomorphic d.a:sifk:a1ion group, wetlands into thoac that function in similar way,. This limplifios U., questions ncoclcd to IW\WII' haw '\Yd.I the wel1and fbnctions. 11s Hydu,1gwmo.phic Qus of• Mtland can bcdek:rmincd ming the key bolo'W. Secp.24 for more detailed. instructions Ol><Wlifyin&-.. 'fldln:I Ratiq: Form -1Jofl:m W....,._ 2 flllioa 2 Updstlld db -WDFW ddmlllm. 0d. 200I -- - --------- ~111111.armaber _[ ClusiliadiOII of Welland UnlU in Westem Wahington L ~~in tbc entini IIDil usually cootroUod by tides (i.e. except during floods)i ~. YES-lbcwodmddusis Tldsl ¥rin&e Ifycs, iHbo,ulimty of lbc-durina periods of ......t low flow lldow O.S ppt(pw pot thoummd)? YBS-Frahw-Tldolrrlap NO--lorTldal-.,(Kotmrtne) If yo,,r wcdand can be d<USifi,:d ,u a Fra1rwatu Tidal Frilrgtl use,,_ fo,,,u for Riwl'iM ffdlontb. q ll ;. Solt.aw '11dal Fring,e u U ra#d tU cm F..li1Julrl,w 'Wdulnd. Wcdanda Chat were called ahlllrinc in the first and IICCO!ldeditioas offhc ratios *)'Ctm me called Salt w-rldalFriapiothc~rpbicau,;ficaliaa. ---~ """""""'y io Iba ,a,ticrcdi~ and this ,q,andion i,, bug bpi io 1hho tcWli.m. To maintain~ betWCCll oditiofts. tho tam "'Edasriu:'" 'Mltlanl is kept --.-.cr, lhatlbccbanotoristiel lba!defiooCatcpy !ml II estuarine w.tJmlahl.veclwlsod(IOCp. i 1 The: arti,., wetland uaitit flat and incrpitatioo it; the cmly saumc (>90%) of'walcrto it ~ smfm:e water nmaft' arc NOT IOUl'CCli ofwldDrto the Wlit. '0-IP> YBS-Tbo wetlml dus ls !'ho If you.r wedmd can be clwificd as a "'Rib"' W'dlaod, U1e tflD form mr Dept doneJ -...ta l. Docs tho entire wetla¥I UIDt med botta of the fallowing criteria? ~Tho YCgctabl pattoftho wedmd i.Jon the sborc, or. bodyofpcmtllPl:ll"t open-water (without aay vqp:tationaa. lhc u&cc) al least 20 aara (8 ha) in lit.c; -· ...._At 1!;11! "°" oflbc --.,.. u doopcr tboo 6.6 ll(2 m)? ·~ YBS-TbowetlmldusuLu>-r,-.n.---.i-) ... Docs tbc ~re wctlmd unit meet all oftbc following critmia? ~wd:and ii on• slopc(.slop« can 6. wry radaal). __ ""the wmrflowt1hrouplbc_ln..,.diJodioo(unidl=liom!Jaxlusoally comes 1iom iieep,. n may Dow subwrface. a shcctOow. or ia a ,wale without ~ ... -. _The water leaves the \WIiand widaout being hnpoanded? NOTE.: ~'IHladoanotpondllldw.l}Pl'o/tHl/and.r~pl~iff ..,,.-U ad""'1/ow~rrl,d,ind"""""""" (•pru,Jon.,an ......n, <Jjl~-~ . NO· gv to S Y ..The, wetland 4ssiJ Wdlmd R.ldlaFoan -walma W.llldnp:,a J wnioa. 2 Up4lded wilh-11DPW lli&ilila Oct lDOI -- --------- WedmdDIIDIICll'nmbcr B S. Dool thcadire ~ anitmeetaD oftbc touowingcrit2riaf _ The unit i1 in a valley. or .tream chamd, where it gets inundated by ovcrblnk: flooding from. that atrcam. or riffl' _ The ovcrbank Ooodins oocun at least c:acc OWII}' two YQl'I, NOTE: T1te ffl'ff"il#-tt C4lf can1a,;,, ~ thal onfilkdwlth water whim dw rlttr U -JI~ NO~ BO 10 6 YES-The~ dau is Bmrtllc ,. & th: cntim \Vdiand unit in a topograpllic dcprcaioa in which wata' ponds. or ii aatwakd to lhc ...-. ....... ti ... duriq lhcycar. --that any-if~-1,/dghullw,ntlt, interior ef 11,e wetland NO-ao to 7 YU-Tho wdLmd cllll i1 Dept loM 7, Is th!: tll'IDl8 wedao! unit looat.od. in a way flat ua. with no obvioas dopreaioa aod no ovahank flooding. The unit docs not pond mrfacc: walm' more than a few inchc:a. Tbo aait secm:a to be IJl8!abiood bybigb gn,und...,,. io Iba ..... Tho ...Umd maybe ditd>cd. loutbu ooolmous --N0-9Dtn8 YES-The~clat1i1Dlplewt.ual I. YourM:dmd mtitaDC11t1to bedifticutttoclassify and probablycoatains 90wm1 dit'faa:d:HOM daes. For cumplc. aeep,-at lbc bua af a llopc rmy grade iatu • riverine Oooclplain. or a amall sm,am within a deprcaiaaal Wdlmd baa mm ot.Ooocliq aloq: its lidcs. 00 BACK AND IDENTIFYWHICHOPl'l!BHYDl!OLOOICR!lOIMESDESCRIBEl>lNQU!!STIONSt-7 APPL y ro DIFFlll!ENT AREAS IN nm UNIT (mob a.,.,.. -.. help you dceidc). u .. the following table to identify the: appropriate class to tt1e tor 1bc ming 1y,tem ifyc,u have acvcnl HOMclutcl prcacntwilhin yourwdaud. NOl'E:U•dlil: tablomdy if the clUII dmi1 JaXIJlllnClldcl in 1be leOOlld oohmm ..-.,U 10% « more oftbe total UD oftbo wdland unit being rated. lf1boaaoftbcclusliltcd in oolumn2 ia lea than 10% oftbc unit; dusifythc Mtb:nd !dins tho chm dad rqrescots more than 90% or lbc total ma. SI +Ri111aino Rivainc s-+ 1---..ioml -+ Lab,,ffrllCW, uh-"'- _,_.om! + Riverine a.Ion" stream within ·-·om! . ona1 + Lab,. • 'om! Salt Water Tidal Frinse and any other cha offn:abwata Tn,atu ESTUARINE under -wctlarul,wilhapo,ial --J!)OU are unablo stilt to detmnlnc which ottm abcm: ari.teria apply to ]IOlll'-..::tland. or if you have mon: than 2 HOM c:lmcs witbiua wetland boundaly, claaify lhc wcdand as Deprasktml h tho rating. Wedmil Min,Fari:n-..... Wmiaplo 4 WOMIIJ Updmlwfd._... MFW~ Oct. 200I -- - I I I I I I I I I I I I I I I I I I I ~, i • I I Cll Cll Cl) oJ Cl) I I~ 0 ,_, .. I 1.! I 1- 1-1 -1 i } I I I I I I I I I I I I I I I I I I I ~ i • I ! ii } --------- Wtdln4IIIIJllllcrnambu B:I. Doe doo-d _._ lho ~ "'Pnmde llobllal lllrm""1,ped,s1 H:t.llllll!ln(Nwp.lDJ .....,._ Clrooff th# tltucrlpti.on tltat bnt rq,nttntl cmdaoe ,:f'b,t/fu of wtland ml. 'J1. ldghut JIC.'On,rg t:rllatall tl,at appllu to rh,wdlot,dtJ to,,,. c.i In,,,. rating. S. totfor d,/inlth:Jff ef' ·-· -100m(330ft') otrelltlwlytmdi!lltrhcd ~na,,rodcy11CU,.« opca,.... >95% of cin:umformoa.. No structmes are widdn die aadilmrbcd part o(tiuft:m,. (relld9dy tmdistmbcd IIISOtDCIDI no-gmfDg. DO I~ no dailylmmm 11111) --! -100 m (330 ft)ofrmlivdyundidmt,cd vopldcd arou. rook)' aas. er opm ~ > --~-~ -50m{110ft)alrdathret)'undistmW W1Rtlldinn.ndym-.wopc1Q ~5;:. ---· -100 m (330ft) of"rdatiwlyvmliltmbcd wpllteclareu. rodcy a:reu. or open~> 2S% -· --· -so m(t70ft) olrddiwdyadblmW vepll:l4 ceu. ndy .-. oropca Wlla'filr > 50%~ --· ll'hal'fcr does Id med uyflflbe altall ahoffl -No ptMld arms (mq,1 paved trail•) crbui.U. wlllin 2S m (IOft)of\\'lldtmd.> 95% ~-Lfdd comodcnm sraz!ag. or 1nm IR OK. --· -No pavedm:ia orblilildmaP witia 50m. ofwwdmd b'>50%~ Upt to moclenlo pazi:Dg, « la,llns C9 cg_ Nm•J -Heavy llwina in llamr. --· -VOl,dafod buff'cnll'O <2m wide(6.6ft) b'IDCRtbm 95% olb cira.Jmfcrmco(c.g.. ti"Dcd llol.., ____ ., .... ot ....... Pcilntl•O. -Bu1l'w dool not moot 1:11.)' '41ho aib:ia above. ....... , '-I --Rl.2 9JridgrJapd Qrr tJ 1 (w p. 11) H 2.2.l la the wdlmS pctofarolllivdywutistmbod ml unbr<b1 ~ cmidcr (either riparici er up!md) 11w: is at least 150 ft wide. hu at leaf 30% CJlllftl' ti mruk t'uat ar utilll m,dimubed pnirlo. 1hd mmects tt os1lllriaa, cdw wcdmds er andislmbad uplmda dido, ct leat2'0 mes fn me? (dclrm f1t~ aorri:b-1o Ailrnt6' aal,,_,.J f"Oad8.pa¥Stl modi. -conzlderedbroab hr the am14or'). YES• ,4peb (.gotoH 2.J) NO• gp lo H 2..2.2 H 2.2.lls Ibo Wdlmt partofan::ldivdyundistmbaland uu:bRllcm wg,:,11.llld amrid« (ei1b« dpuim er aplmd) bi ii It lout 50ft wida, bu at lout 3CM oawr of*-or fixal. and CCJUMCts tt emmica. Olbm' wcd.mds « aadilturbcd 1qUDda 1h11 a at teat 25 11CR1iallizo? ORa~~ifildoesncthavoanmidisturbcd~uia lti.o qncdian llbcm? YES -2 pats (go to H ll) NO-Hl.2.3 H 2.2.3 b 1be Wl:daDI: ~ S mi(lbll) ofa bactbhar alt wmr llltUlr)'OR. wilbin l mi of~!::' field or pulln (>40 acres) OR I _..,..widnD l mi of a groamr1bm 20 GC17 • · No .. o- Total farpe.ge~ W.daid.RalgForm-waaaW....... 15 -.ion 2 Updalod wi1b _... WDFW tldi:airioDI Oct. 200S -- -------- Wlll!ml t111m oraamlMr __ H 2.3 Nncq pltpd;tp RIZKl;qjqjtybfri1!D lilm4 by-wpfW fiH w1111fi rmlJII&* 4ua t f of ll'DFW prioriO, A.W-,. SM dN' t»mrtio iii Mlifc6 ..,_ CliDI 'IMfi-nt/, Iii * Pll9 ""*' Me:i:ffflG1ilnee:1tbHS a-> Whic:h ofibe fblkmnaprimil)'habitm-. witin 330ft(lOOm) ot.thcwet!aad oDil? NOrE: dis QfflJlmtonJ ""not l,aw tobc ~... t»d. __jtJ,:pm 8tanb: Pltte or mbmd mad:s ofapea a,eam-Ihm 0.4 ha (l ~). _Biodhmlt7 Arca m Oantd:an: Amalafbabilddm are telatiwly i:mpmtmd:lonriOUI ..,.;..ot-ftihmd ..ndlifio(lld/-toWDFWPRJJ_,,p. 112). Ikial , Bdds: Vlrilblo am pal:hll at pm and a.bl on aballow ds over bedrock. -~Oitab: '9N:fnmlb wptq(Crm4oqmt)Stmdlofatlcat2 n, specie-. Connin& 1.~ CCIIOpY wilb occaiomd small opminp; M1b ct bit 20 trom/ha. (I 1ren'ecn) > II cm (32 in) ti. er> 200 )'11111 of llgC. <Menrm fqpml Sta!llh ........... --. n ... (21 ioJdbb; ..... ...,...,11o1oqM '°""' cmwn oowtmayba 1cm dud I~ decay,~ aumben olmap.. and quo.lily of largo dowDod lmdWial b gmertDy lea bin that lbcmd. iu old. pawlL. IO -ZOO ,-rs old wmt o('tbl, C-..lo amt --~-.NII oak: Woodll.Dds Stmts ofpan: °* • oakkccifcratorisflon1 when ~ """'PoCd,oook_ls_(Jill_ .. WDFWPHS p. 1'8). Tb, ma a4amd: to tqdll1ic systems wifl flawi!la; WI.la' am OOldlim alemi!cdl of ...,_,..........,._....."111.,mumally_...., __ _w~Pn:lrkl: ~noa.f'orc:sll:dpla:nt~lbatcmci.ktablhc Corm of a dry psi:rie ar a \W:t Jftide (/11/l. duc:rtpno,u bl WDFW Pl1S tiq,on p. 161). _J'.mtft:aa: 1be cmnbl.,..,., of p.ysiml. lriological. 811d daemical ~ Cid coaditirm · 1bd ialcnd lo prom lmcticml life biltory ~ for inshlm fi1ll and 11111dlife """"""'- -Neanbate: Rolltivdy um!iltarW nombcn hahitllla. 11'c$o inclDclo Coutal Nembcn, Opm: Oout Ncmbcn. ml Paaat Soand NembDre. (foll duo g. rr of ltabtt«. and CM dr/bdtttllr of relotl"* fltfllulrulMda,w ta WTJFW,epart: pp. 16?-169 and ,toaa,yln ~,I). _Caffe A mbnllyoccanias cmty,,-. 'void. or system ofiutatcoanoctcd pusap akr the tml. in 8011', n:ict. Do ar olhcl' poloSiaal fanmtiom lmd i, llr»= enaugh ID c:aitllin a -· _aua: Grala' thin 7.6 m (lS ft) high sod oa:unmg belaw sooo ft. _T~~~~~=::=·~-~~!&!!:). bilmp.Moybe __ _ ---Lop: n----lflboy ... deod«~---... decay c:llmcteristics 1D cmddo ~ mwdoclU1Ci by wUdlla:. Nmtl:y 1111181 hllvo 1. dimnets ttbrcat. bciaflt of> 51 cm (20 i:ta) in westm1: Wacingtoa. md ~> 2 bl (6.5 ft) in hagbt Pri«ity lop aro > 30 cm (l:Z iD) in &mc:ur attbe brgeamd, and> 6 m.(20 ft) ,_ lt......,.1-3 Gl'mOl'9 priuitymtritltl • 4 pollllb lf .......... priodly ....... -·-Ifwodmd"ba& t piari!y habitat• I paint No hahitdl • 0 poiat, Notr. .All~ wtkrntb aN J,y tl,fbtltlon. o ""°""' /tabitat bat ..-. 1tot lnt:bul.d in rhi, list. J![_url,y~Jan4Janoddr.uedtn~~H_2.~ Wc:tla41latingF«m----Waluap,n Id ,-ioo 2 UpdlW widl_... WDFW &i6aidi:o <kl lOOI -- -- --------- Wlltllad U111C1 armaabs ~ C, H 2.4 Wertmd J:IIHber {chaos. 1Jw ..... ~af"" ~ ttro,md ,,. wctlani th"' b,,tftt,) """ U) Thent uc at k:ut 3 olhtz ¥IICtlmds wi1biD 'Ai mile. IOll llo ,UCDCdiad bohwm 1bc:m aro rclativay undistwbecl (ligb1 graziDa bctweal 'MIIClladl OK:. as ii lab me '1lifl 9ClllC _ ....... tt11=-..0NOl'bolri"""'"'"""'_,.llD,&dd•~ ~-t --Tbe 'Mllm4 UI J..akD.friDgo c:n • lab wt$ tilde~ .md dtcn are 3 dtxr Md.aids within ~ mile pofntl -' TbclrG ua at lout 3 c6:I" ~ witia. % mile, BUT llte oonnectians betWffll 1bam are ---· Tho \Wtlaml ii t..ab-6mgc ca a lam-.tfb ~ ad there ce 3 Olhcr llto-ftmae Mllm4 wt4llD ~mdo poinm-3 Tborc ii at '=st I "1Cl!md within % mile. poitl.11-2 Then .re DO wctlmds wilhfn % mile. poin1s • 0 _5 __ U 2. lOTAL -• appo,turrity fbr ptV¥idill& babi1at I I Ad,ldM-, "-HZ.1,Hl'-HZ.3, HZ.4 _ll_. I TOTAL forHlmm-14 _J, ---Total ..... llorlla--_ _,.lbopaltlUfa,Hl,H2ondn,conltbelOIU!toa I Z.. •. I w.dmla.tiaa;Pona-wodlnW....... 17 wa1oD 2 q.dmd ~-'WDFW dcl'mitkimo.:t. lDOI -- --------- Wttkadaamoarmmbcr 3 cyn;GQRIU'QQN BASJD QN Wlf'AL CHARACTERISTICS Pkau4-m/nt!ift/,ewt!tltmd-d,edlilndad,,.,,;J,elbdowllllllclrded,e •PJR¥• wt, IIIISWtff and Cal,wo,y. SC LO &iimrlne...-(>«p. 1$ Doe,: the \VCtlaod unit mcc:t 1hc following critaia for Eltu:arlne wetlands? -Tbo ---rqimo is tidal. -v.....,.i.m1 -Withasalioitygratertban0.5 ppt. YES• Oo.,SC 1.1 NO SC I.I Ill lbo.....uml unit wilhin a National Wilcllill, R,f-Natioml Pmt. NatioalJ EatuaryJ!acrve,Naua! Arcal'mlotve, Stn,PmtorEducatiooal, F.mromnc::mal, m Scientific Raervc dcaignalod under WAC 332.3()..1511 YES -Ca!l::gory I NO go to $_C 1.2 SC t.2 11 Ibo wetland unit at least 1 acre in me and mect1 at least two oftbc following-ooadition,7 YES• Qobogory I NO• Catcgn,y ll -Tbc 'Mltland. is rdatiw:ly undisturbed (has no diking. ditcbiag. fil6.ng. cultivation. sraziog. and ba less thau 10%oow:rofaoa-natiYC plant apeoioa. UtbD DOD-MSivo Sp:v#no app. an tho only apceiies that oovcr ame than 10% oftho 'fllland, 1hon tbo'ftdad lhoulct be giwn.a dual nding (llll). n,, ""' or Spu1ina W<Mt!d be ....s a C.f"Bory n while tho rdativdy umlisturbcd upper marsh wi2b mti'YO lpCCiG, lMJUld be a Category I. Donot. bo'Wl'Cl'.excludoebeareaofSpmtinain doeormi.nioa Cho IAZII thnlbold oCl ma. -At lcut% oflbo landward odgc of tbo-..i bu a 100 ft bullio-of shrub, fotcst,. or un-grued or un-lPCJWm grualand. -Tbo....rland lmatl,at 2ofthe fullowinglatu= tidal channclt, depn:uiom with open Mfl:r.or c:odiguDm fmimwtcrwdlanda. Wcdao4RadqFarm-...... W..biagtoa 11 ,.._ 2 Updaal ,rllll .. WDIIW' da&aitioa Ott. 2008 -- !Ji c..i Cat.I C•tll Dul ntlDg 1/D - ------- Wdlmd lllmeCII mmiba' A- WBTLAND RA'ffl!G FORM-WESTBRl'I WASHINGTON Vcnloo 2-Updaledluly ZD06tu mcrasoec;caacy md ~---uam Opdda:I Oct 3JOl ,ridl -DCW" WDP'W dcfudlicim fbr priarityballitm - Namcofwedaal(ifknown): W,,L.+1-.l A _____ Datcoflitcvilit - l!ffldby TnincdbyEcoloSY'I Ycs_No_ Daloofmm'•usinsL-_ SEC: _ TWNSHP: _RNOF.: _ la Sff/R in AppcndixD? Yea_ No_ Mapat-un1t;Flgu1e __ Esllm-slze __ -: SUMMARY OF RATING Calego,y baled oa FONCllONS p,ovided by wetland I_ II_ m_ IV_./_ '"-\ . --.... "'-l ... ,,,,(t i--r--" ~ I-Snoro >-'JO ~ll-S<oroSl-69 Catcpy m -Soo1e 30,50 ~!V-Seon,<30 s...n,w,W-QualilyF-;...j f., Soolemr~Fm>nlinu e,. ScoRI Cor Habitlt FunctiOIHI ; L, TOTALKOfflbr-3 I, - Calego,y based on SPECIAL OIARA~Ol of wdlaud I_ II_ DocsnHAi>Pi,_.,/_ Final Category c-. .... ·ldp,sl"......,.""'" -., ~ None oflhc abcMt WcdaDd Ra&FDrm-Wodm:a Wahmp:,a \IIISIQDll 2 To bD med 1fhll Bco1ao MBaalim. 04-06-025' "'~--Tidal Chocl: If unit has multiple ~--- I -------- ----,4 Doa tlu, wdland unit being rated.-any of the crhma bdow! Uyou answer YES to any of the questions below you will need to prolr.d tm wetland aonnidms., the ,qpdri°"' n,p,ding Ibo ,pc,c,iol cbanoolaillioa fhund in tho- SPJ. Hu ,,_-w:lkmd rmil 6-J ,kcuueadt.tl a., 12 lidiiltllfor '*'9'F~ fi.detJ ~ a, Fn& .gaed almtd or pltllll ,pc:ks (TIB 8pttlU)? F« Ibo purpa,al of this ratin& ,ystem, "da,uoncnt<d" ...... tbo"'"'1ml ill on tbo '-~ -mtm or fcdend da&abac. SP2. Ho:t,,_ Wfkmd,adJ-b,a ~m/tabUolfo, any~ lu#d T1rmlffletl a, E..du.:ga J,mlm,d~ FOi" the purposc1 oftbil rating l)'1h:m,. "~" means tho watland is OD lbc appropriate ltPC databue. Nott,: Wetlands with StatD tided plant spc,cica are _,__ _ _. ~ Catcaory I Natuml Heritap V(~_ (llel! p, 19 of data foQD: SP3. 1Jacllo,,..t1an4.,.,,_""""""'1,ojl'rlarlly--/,ydw WDFW'for,,,. ...,.? SP4. Doc,,,. ---• ,-lig,dJkonoa .. -.... ., ltffim<tio,uf For~ Cho wcdsnd. ha been identified in 1bc Sboralino M'aamr Program, tho Ctftioa1 Atcu Ordinamo, or in a looa1 tlllDlgCD1lmt plan u hniDa """'1 significm,o. To oomplete the MX!pgrt of the data mt wn, will ngd to ddmnine tire Hw/n?ffQfflOQ1hic Class eftb, wellandkfng mte4 - Tbc bydroscomo(pbio olaaification 8fOUPS ~tlands itdo tho9CI that fundioa. ia llimilar ways. This ,implifios Ibo qaostio,>o ....ted ID"""""" bow well tho -and --Tho Hydrognomo,pbio Cius ofa \'llldlmd can boddcrmined Wlingtbe by bdow. Seep. 24 for monidetailod imta.x.tioui OQ cluailying ww:dmdL Wcmd MmaForm-.._ W..tiiapa 2 ,.... l \1plel:d wilbDN Wl»'W ~ Oct llJOI -- - --------- Wedaad --« IIIIIIIM' __ Omsilication ofWedand Um in Weslent Waldagtooa L Ate tbe-1...J., m tho mtito uni! u""11y """""1cd by tides r,.c. =cpt dwiog floods)? NO-BO to 2 YES -tbe wdland claa is Tidal J'riaao If ya. it the aalimty of the -clurina p,riods of annual low flow below 0.5 ppt (part, per tbo,mml)? YES---TldalJlrlaF NO-SallwatuTldalfriaaeC--) Qyo,,r wuland cm1 I# dcustfialas o Jt'rmlnrotirr ndal Frlnp ,a., tlajon,a:,for ~ •dlands. QitUSa/twall!t' T"rdal~ ttllrat«ltUanDbulriutHtland. Wetlands that \\la"C caUcd cstuminc in tho flnl and IDCOlld oditiom ofdlC ntiDg syllk:m ue called S81t W-Tidal Frinp in tbe H)d..-wwwpm Cluaifindicn ElllllriDo-.,"""' -= .....-iy in the earlier cdi-and 1bis acpmtioo is baiog bpi in 1bis revision. To maimain QODSistmoy bctwoca. ~tiom. tho term "Estuaiue" wedaod is bpt. Pl--.-. lllattbe-aCIUi&ticalllatdefincCalopny lllldlle,ti,arl,,o --....... (-P. ). 1 The cn~'Mlda.nd anitis fbdlndp,cipitation ii tbeonly 10tUOe (>90%)ofwaticrto it Omundwatcr and~ water nmoff"arc NOT aourccs of wdcr to the u:nit. NO-go to 3 VZS-lbc "Netland clasl ii nats If)Qlltwedandcim be claslificd u a "'Flatt"wdland, a. 1h11 form for Depnakmal -1 Daathcalfirc wdlmd unitmeetbolhoftheCollowingc,mr:riaT _Tbc_lOd partofthc wdlmd is ontbe "'°""'ofa l,odyof pam,,x,,<opcn- (-my ..g,,utioa an the onmoo) at lcut 20...., (8 ba) in size; _Atlcut~oftl,c O()CQ-""" b dccpcr thm 6.611(2 m)? NO-BOlD4 YIS-Tbc ........i clua;,, Lolle-!Hnp ~ J'JIJ9) 4. Docs tho catiJc 'M:ltlaDd unit meet aD oftbc follawins criteria? _Tho wetland i, on a elope (#DfH eon lliltnry s,"""'11), _tbc--•tbroushtbowe11111dla--(-)anl mmlly comes from. accps. h may flow subtudaco, u thcctDow. or la a SHl.c wi1hoat --_The water laws tho wcd.abd wtthcnd being JmpoUndecl? NOlEc s-,_ ___ pond.,,,_,_of_tl,md,_~ .. ...,.-11...i,ho//awtlq,mo,var6dlind,.,..,,..,, ("'-"""'" ....0, <Jft "'-... and /u, ,,,., l foot d«p). NO -go to S YES-The wc:dmd chm it Slope Wl:dmd. Jtatma Porm-Wemftl Wlllmp,a 1 -.ioa 2 q,,ddDdl with mw WDFW daf!mtiam Os. lDOI -- -------- Wdlad mmo « aam!,cr __ s. Docs the entire WCll:and umr meet all of tho foll~ criteria? _ The unit is in • valley, or ltream chamel. where it gets inundated by overbaot floodins rmm 1hat atrcam or rlwr The overbaak flooding occun at least mce every two ycm. - NOTE: TIii' riwrim tllfit can COlfbdn tlqm:aiotu that art1 filhrl 'lfttlr water wtlffl dw riHr U ""'.f/ot>,6#& NO· BO to 6 YBS-Tbc'\lldlmd dus is Rhaine 6. & tbo entire wetlan:t unit in• topographic dcprasion in \'Auch ...tel" poodl. or lll sctmaled to the our&,,e, ....... limcdurins .... __ --"""--ifpn-.. ,..,.., ,,..,th< inarlor qf tJ. ""tland. NO-p to 7 YES-The~ cl111 ii Depn..toul 1. & tho catire 'Mflaml unit 1ooated in a very flat arta with no obriDul deprcaian and no ovetbank flooding. Th: uuit docs act pood amflce water men them a row inches. The unit 11CC1D11 to be maimainod by hish"""""""' in the ..... Tho'Mlland may l,c ditchod, but bas .. ---NO-goto 8 YES-Tba-cluab~aal 8. your vndand. unit 1CCm1 to be diffic:ul.t to classify and probably contaim ICVfflll diff'c:rcnt HGM claKa. For cumple, seeps at tho base rL a llope may grade into a rivaino floodplain. or a. mllll ...... wilhiuclopmaml -Im aJ.0110o!ftoodiogalansi11 lidc< OOBACKAND IDENTIFY WHICH OF nm HYDROLOOlC REOIMJ!S Dl!SCRIBl!D INQ{JESTlONll l-7 APPLY TO DIFFF.RENT AREAS INnlE UNIT (mab a roui,J, -to bdp you d=dc). U,c 1hc foUowiag table to identify tho appropriati: ;lass to USC for the n:ting s}*m if )'OU ha.Ye 8lmnl HOMclmea pmcutwi.tbin your wetland.. NOTE.:~ elm tableoaly iftbe daa that ii 100:.UIIDCbdcd in 1ho IOOOlid ciolumnrepraentl 10%orrmof1hctotal mraofthewdand llmt bans n.tm. Iflbe lfflloftlledaa liltlod incohmm.2 i, lcm than 10%ofthe Dl1i1; dusifytbo wetland using the dm 1bd fqlftl!ICDb DXR 1han 90% of fbti tucaJ ata. s1-+1mmne Rmrino s-• ·oaa1 +Lab-. Lab-. +Rivaim ma..rD within +• ..... Salt wacr rtdal PD.nae and anyoChcr class oCfreabwuer Trcal u :ES1UARINE under --...i,wi1hopocial ch111actesisti.e11 If )IOU aro unable ldill to determine which ofb llbove criteria apply to your ~ or ii you bavc mmc1ban 2 HOMdoac, wilbioa wctland-.ia,y,cluaifythc wdland., 0...-»ul ................ Wwdad Ratiqfmn--=a,. Waahiapla 4 'llftl= 2 l.lpl,ml .,,id,;.-WDFW dcfmitiGIII Oct. lD08 -- - I I I I I I I I I I I I I I I I I I I -1:: (_ ctl i • I I -0 -o' I 1.,. . " ...... .. " ... .. I I t I I"' .J- i ~ "' T "ll -a i } I I I I I I I I I I I I I I I I I I I <tJ i ~ I i i } I I I I I I I I I I I I I I- I I I I I '\:. L ·- -11 i } ---------- Wetluid 11a11111 aruadN:1-_h 1.-! H 2.4 W,0-,d I I /draox w Ofl&!.' dJat;rtptlon q,i. ~ aro,uw:ltl. _,,,_ thd butfl~I ,-,_ UJ 11xre aro atbst 3 Olhcr WD1lancu 1ri1hia \ii milo. l:Dd: f,c: --... n:lativdy undistulbed {ligbt gm;iag betweea ~ OK,. as ii lab lhont aitl .mo boalillg. but vanrdPtl ahJuld NOT bo bilcdcd by pawd roads. 81L fiddt, cr !CR -~ Tbo Mllmd is ~ oa a lab wilh litde dillarbmce md 1hta1I ant 3 dbm' llb-ftinp wcdmb ,i,ojlflm % tllilc:i --· 1hn a:ro at ltlsst 3 oda Ml1mds \W1hill % mile. BUT Ibo ------3 'Ibo l\edaQd. is Lako-&itip m a lake with dhSurbanco and 1h«e • 3 oCha' ~ --.. ---3 There is d leat 1 wdlm:I wi1hin % m:De.. pain1,•2 There are oo wallmdl wJlhin ~ ailla. --· '5" H2.10TALScoce· opporbmilytbtprovidiuababimt -----. Add,,____,~-H1.1.H1• HU.B14 I 1 ----TOTAL f«Hllimn,-gcl4 C, -----Total Score (GIi' Habitat l'lmcdom -add the piints fer H I. H 2 IIDd n:cont lhc rmdt oo '1 n. l Wcdmlbt.a:Porm -'"*'m W..Jmaam 17 _._ 2 Updm:d wbb ... 'WDPW ddiaifioa, O::t. DI -- ') q 7 -lk -------- Wcdnd 1111m •ll:IIUG' A- fcUF69BllfflON BASEP ON SPECJAL CHARACTQIS11Q Pkau f • :al.uiftlu!-.nd_tlu!_,,,_daai/J«lbdowa,,dcl,dath• apprapntlte llllStM'I and Catqary. SCl.0--(lap. 84! Does the wctl:ao:I unit med the following criteria for Estuarine: Wdlands? -Thcdontlmm..-iqimobtidal, -v...,..i.m<1 -Wilhaalinily-tlmD05ppl YES -Oo ID SC l.l NO SC I.I I, lhD-md amt witbia a Nalioaal W'akllillo Rdilg<, Nlllional Pm, Nmoml EsUary-.-.!Area!'n,a,rve,StlloPmtorFAuomonal, Enwonmmtal,..-ScicntifioRc,onc dcsqp,alOd undcrWAC:332-30-151? ~ -Category I NO go 10 SC 1.2 SC 1.2 Is tho vctlml unit at k:at 1 aoroio sizo and moc:ts at lout two of'tbo fi>llawiualh=....ii1iom'I YES·C.....,.I NO•Catogotyll -Thc ,w,dmd i, Rlllli..ty -(hu"" dWD& ditolnDS, fitting. cultivation. grazing, and bn tea than 10% cover of noo-aati,c plant apecieL lithe DOD.-oativcs,.ar,t,,a IPP· • the: only tpeeica lblt cow:r moro 1han 10% of the Wlltlarxt. dten tm wetland ahod:d be given a dual """'8 (I/D). The uea of Spmuna would be ratnd a Cmgo,y II while lhD rdativdy m:liltutbcd upper marab with nati.vo spcaia; \Wl.lld boa Cakgory I. Do oot. ""-• oxdudc lhc.,.. of Sputina in dclennining lhc size thrAbold or 1 acte. -At ICdl % of1bo laodward cxlgic oCthc wc:ctaoc1 bas & 100 ft baflcr of !lbrub, Con:st,, or tm~gnzed or uo-DUJWCd grasslancl. -The \Cland bu at least 2 of the foUD'Wioa fcalu:rcs: tidal chamc:la, dcprc:uianlwttb opco 'Mdcr, or GODtipom ftc:sbWderWdlaadl. I C.LI Cat.I C.Lll Daol ntlng 1111 Wdbndtt.iiagPona ----Wahinpm 11 wuma 2 Updal db new WDFW de&mtiia OIX. lOOI -- - I I APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5-CATCH BASINS AND MANHOLES I Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance Is Performed I Structure Sediment Sediment exceeds 60% of the depth from the Sump of catch basin contains no bottom of the catch basin to the Invert of the sediment. lowest pipe lnto or out of the catch basin or Is within 6 lnches of the invert of the lowest pipe Into or out of the catch basin. I Trash and debris Trash or debris of more than% cubic foot which No Trash or debris blocking or is located Immediately 1n front of the catch basin potentialty blocking entrance to opening or is blocking capacity of the catch basin catch basin. by more than 10%. I Trash or debris In the catch basin that exceeds No trash or debris In the catch basin. 1/3 the depth from the bottom of basin to invert the lowest pipe into or out of the basin. I Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within catch basin. gases (e.g., methane). Deposits of garbage exceeding 1 cubic foot ln No condition present which would I volume. attract or support the breeding of Insects or rodents. Damage to frame Comer of frame extends more than % inch past Frame is even with curb. and/or top slab curb face into the street (If applicable). I Top stab has holes larger than 2 square Inches or Top stab is free of holes and cracks. cracks wider than 1A inch. Frame not sitting flush on top slab, i.e., Frame ls sitting flush on top slab. I separation of more than % inch of the frame from the top slab. Cracks in walls or Cracks wider than Xi inch and longer than 3 feet, Catch basin is sealed and bottom any evidence of soil particles entering catch structurally sound. I basin through cracks, or maintenance person judges that catch basin is unsound. Cracks wider than ~ inch end longer than 1 foot No cracks more than 1/4 inch wide at at the Joint of any lnleVoutlet pipe or any evidence the joint of inleVoutlet pipe. I of soil particles entering catch basin through cracks. SettlemenV Catch basin has settled more than 1 inch or has Basin replaced or repaired to design misalignment rotated more than 2 inches out of alignment. standards. I Damaged pipe joints Cracks wider than %-inch at the joint of the No cracks more than 1A-lnch wide at Inlet/outlet pipes or any evidence of soil entering the joint of inlet/outlet pipes. the catch basin at the Joint of the inlet/outlet pipes. I Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to applicable regulatlons. Source control BMPs Implemented if appropriate. No contaminants I present other than a surface oll film. Inlet/Outlet Pipe Sediment Sediment filling 20% or more of the pipe. 1nlet/outJet pipes clear of sediment. accumulation I Trash and debris Trash and debris accumulated In lnleVoutlet No trash or debris in pipes. pipes (Includes floetables and non-floatables). Damaged Cracks wider than %-inch at the Joint of the No cracks more than ~-inch wide at inlet/outlet pipes or any evidence of sol~enterlng the Joint of the inleVoutlet pipe. I at the joints of the inleVouttet pipes. I 2009 Surface Water Design Manual -Appendix A 1/9/2009 I A-9 I I APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 5-CATCH BASINS AND MANHOLES I Maintenance Defect or Problem Condition Whan Maintenance la Needed Results Expected When Component Maintenance is Performed I Metal Grates Unsafe grate opening Grate with opening wider than 7/8 Inch, Grate opening meets design (Catch Basins) standards. Trash and debris Trash and debris that Is blocking more than 20% Grate free of trash and debris. of grate surface. footnote to guidelines for dlsposal I Damaged or missing Grate missing or broken member(s) of the grate. Grate ls in place and meets design Any open structure requires urgent standards. maintenance. Manhole Cover/Lid Cover/lid not In place Cover/lid is missing or only partially In place. Cover/lid protects opening to I Any open structure requires urgent structure. maintenance. Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. Not Working maintenance person with proper tools. Bolts I cannot be seated. Self-locking cover/lid does not work. Covernld dlfflcult to One maintenance person cannot remove Cover/lid can be removed and Remove cover/lid after applying 80 lbs. of lift. reinstalled by one maintenance I person. I I I I I I I I I I 1/9/2009 2009 Surface Water Design Manual -Appendix A I A-10 r------------------------------- I I APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 6-CONVEYANCE PIPES AND DITCHES I Maintenance Defect or Problem Conditions When Maintenance Is Needed Results Expected When Component Maintenance Is Performed I Pipes Sediment & debris Accumulated sediment or debris that exceeds Water flows freely through pipes. accumulation 20% of the diameter of the pipe. Vegetation/roots Vegetatlonfroots that reduce free movement of Water flows freely through pipes. water through pipes. I Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as all, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs Implemented if appropriate. No contaminants I present other than a surface all film. Damage ta protective Protective coating Is damaged; .rust or corrosion Pipe repaired or replaced. coating or corrosion ls weakening the structural Integrity of any part of pipe. I Damaged Any dent that decreases the cross section area of Pipe repaired or replaced. pipe by more than 20% or ls determined to have weakened structural Integrity of the pipe. I Ditches Trash and debris Trash and debris exceeds 1 cubic foot per 1,000 Trash end debris cleared from square feet of ditch and slopes. ditches. Sediment Accumulated sediment that exceeds 20% of the Ditch cleaned/flushed of all sediment accumulation design depth. and debris so that it matches design. I Noxious weeds Any noxious or nuisance vegetation which may Noxious and nuisance vegetation constitute a hazard to County personnel or the removed according to applicable public. regulations. No danger of noxious vegetation where County personnel I or the public might normally be. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution as oil, gasoline, concrete slurries or paint. according to app1lcable regulations. Source control BMPs implemElnted if I appropriate. No contaminants present other than a surface all film. Vegetation Vegetation that reduces free movement of water Water flows freely through ditches. through ditches. I Erosion damage to Any erosion observed on a ditch slope. Slopes are not eroding. slopes I Rock lining out of One layer or less of rock exists above native soil Replace rocks to design standards. place or missing (If area 5 square feet or more, any exposed native Applicable) soil. I I I I I I 2009 Surface Water Design Manual -Appendix A 1/9/2009 A-11 I I APPENDIX A MAINTENANCE REQUIREMENTS FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 21 -STORMFILTER (CARTRIDGE TYPE) I Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance is Performed Site Trash and debris Any trash or debris which Impairs the function of Trash and debris removed from I the faclllty. facility. Contaminants and Any evidence of contaminants or pollution such Materials removed and disposed of pollution es oils, gasoline, concrete slurries or paint. according to applicable regulations. Source control BMPs Implemented If I appropriate. No contaminants present other than a surface oil film. LWe cycle System has not been Inspected for three years. Faclllty Is re-inspected end any needed maintenance perfonned. I Vault Treatment Sediment on vault Greater than 2 inches of sediment. Vault Is free of sediment. Area floor Sediment on top of Greater than Xi inch of sediment. Vault Is free of sediment. I cartridges Multiple scum lines Thick or multlple scum lines above top of Cause of plugging corrected, above top of cartridges. Probably due to plugged canisters or canisters replaced If necessary. cartridges underdrain manifold. I Vault Structure Damage to wall, Cracks wider then Ya-inch and any evidence of Vault replaced or repaired to design Frame, Bottom, and/or sell particles entering the structure through the speclflcatlons. Top Slab cracks, or qualified inspection personnel I detennines the vault is not structurally sound. Baffles damaged Baffles corroding, cracking warping, and/or Repair or replace baffles to showing signs of failure as determined by specification. maintenance/Inspection person. I Fitter Media Standing water in 9 inches or greater of static water in the vault for No standing water in vault 24 hours vault more than 24 hours following a rain event and/or after a rain event. overflow occurs frequently. Probably due to plugged filter media, underdraln or outlet pipe. I Short clrculUng Flows do not property enter filter cartridges. Flows go through filter media. Underdrains end SedlmenUdebris Underdrains or clean-outs partially plugged or Underdralns and clean-outs free of Clean-Outs filled with sediment and/or debris. sediment and debris. I lnlet/OuUet Pipe Sediment Sediment filling 20% or more of the pipe. Inlet/outlet pipes clear of sediment. accumulation I Trash and debris Trash and debris accumulated In inlet/outlet No trash or debris in pipes. pipes (includes floatables and non•floatablea). Damaged Cracks wider than Xi-inch at the Joint of the No cracks more than Xi-Inch wide at inlet/outlet pipes or any evidence of soil entering the joint of the Inlet/outlet pipe. at the joints or the inlet/outlet pipes. I Access Manhole Cover/lid not in place Cover/lld Is missing or only partially In place. Manhole access covered. Any open manhole requires Immediate maintenance. I Locking mechanism Mechanism cannot be opened by one Mechanism opens with proper tools. not working maintenance person with proper tools. Bolts cannot be seated. Self·locklng cover/lid does not work. I Covernld difficult to One maintenance person cannot remove Cover/lid can be removed and remove cover/lid after applying 60 lbs of 11ft. reinstalled by one maintenance person. Ladder rungs unsafe Missing rungs, misalignment, rust, or cracks. Ladder meets design standards. I Allows maintenance person safe access. Large access Damaged or difficult Large access doors or plates cannot be Replace or repair access door so it dooralplate to open opened/removed using normal equipment. can opened as designed. I l/9/2009 2009 Surface Water Design Manual -Appendix A I A-30 I I I I I I I I I I I I I I I I I I I APPENDIX A MAINTENANCE REQUIREMENTS FOR FLOW CONTROL, CONVEYANCE, AND WQ FACILITIES NO. 21 -STORMFIL TER (CARTRIDGE TYPE) Maintenance Defect or Problem Condition When Maintenance Is Needed Results Expected When Component Maintenance Is Performed Gaps, doesn't cover Large access doors not flat and/or access Doors close flat and cover access completely opening not completely covered. opening completely. Lifting Rings missing, Lifting rings not capable of lifting weight of door Lifting rings sufficient to lift or rusted or plate. remove door or plate. 2009 Surface Water Design Manual -Appendix A A-31 1/9/2009 I I I I I I I I I I I I I I I I I I I FloGard® Perk Filter Systems Operations and Maintenance Manual Version WA DOE June 1, 2010 I I I I I I I I I I I I I I I I I I I 2 I P a g e -FloGard® Perk Filter System O & M Manual ___ +___ ++--~-*+ ------- FloGard® Perk Filter Systems-Radial Media Filtration Description / Basic Function The Perk Filter is a stormwater filtration device used to reduce pollutant loading in runoff from urban developments. Impervious surfaces and other urban and suburban landscapes generate a variety of contaminants that can enter stormwater, polluting downstream receiving waters. The Perk Filter captures and retains sediment, oils, metals and other target constituents close to the source and reduces the total discharge load. The Perk Filter cartridge is manufactured from durable polymeric components with a polymer-coated steel support screen and stainless steel hardware. Its base construction allows use with a wide variety of media chosen to address site-specific pollutants of concern. Perk Filters may be installed as a retrofit to suitable existing curb inlet, drop inlet, or combination catch basins, as an integral part of a coated steel-or concrete-housed stormwater inlet system for commercial, residential, and industrial developments, or as centralized modular treatment system installed either on- line or off-line. Prefiltration Systems constructed with a catch basin inlet are equipped with a FloGard®Plus Catch Basin Insert for pre-filtration. This insert captures gross pollutants such as trash, debris, hydrocarbons, and large sediment particles. Gravity Separation Some Perk Filter systems have an inlet bay wherein the initial stormwater flows are received. This is separated from the main treatment chamber by a baffle wall with weir assembly. Medium size sediment particles are retained in the inlet bay. A drain down assembly to eliminate standing water from the inlet bay area between storm events is included in standard configurations. Media Filtration Once the stormwater enters the treatment chamber, it will pass through the filtration cartridges containing the project-specified filter media as the water level rises in the chamber. Very fine pollutant particulates will be retained in the filter cartridges as the water flows through the media to an interior perforated pipe, dropping the treated stormwater into an outlet chamber below a false floor. Peak Flow Bypass Perk Filter systems are designed with a peak flow bypass to ensure the system will not back up and cause upstream flooding during extraordinary storm events. The bypass weir is an integral part of the baffle wall assembly in the inlet bay and allows peak flow stormwater directly to the outlet chamber. KriStar Enterprises, Inc. 360 Sutton Place Santa Rosa, CA 95407 (800) 579-8819 www.kristar.com I I I I I I I I I I I I I I I I I I I 3 I P a g e -FloGard® Perk Filter System O & M Manual -------------······--··-··-····-------·--·-·--·---··--·----·--------- Maintenance Overview for FloGard® Perk Filter Systems State and Local regulations require that stormwater management systems be maintained and serviced on a recurring basis. The purpose of maintaining a clean and obstruction free Perk Filter system is to ensure the system performs the intended function of the primary design. Trash and debris, floatables, gross pollutants and sediment can build up in any stormwater system. This can cause the system to function improperly by impeding flow in and out of the system and reducing the operating efficiency of the media filters. Downstream and upstream, areas could run the risk of flooding and deleterious environmental impact. Recommended Frequency of Service It is recommended that FloGard® Perk Filter systems be serviced on a regularly occurring basis. Ultimately the frequency depends on the amount of runoff, pollutant loading, and interference from trash, debris and gross pollutants as well as proper maintenance of upstream pretreatment devices. However, it is recommended that each installation be inspected in accordance with the following guidelines: Level 1 Inspection Service -Six (6) months after unit is placed into service, or six (6) months after a Level 2 or Level 3 inspection. Level 2 Inspection Service-Four (4) months after a Level 1 inspection. Media filter cartridges shall be exchanged during this service (10-month intervals). Service Procedures Inlet Bay 1. The inlet manhole cover(s) and or grate(s) shall be removed and placed to one side. 2. For systems with a FloGard Plus Catch Basin Insert, the insert will be cleaned in accordance with the general specifications for mainlenance of those devices. After cleaning the filter shall be removed and set aside. 3. Any debris will be removed from the inlet bay(s) and disposed of in accordance with local regulations. 4. Check and clean the area behind and under the inlet weir/bypass assembly. Remove assembly as necessary to conduct inspection. 5. Check drain down assembly and clean if necessary. 6. Re-install catch basin insert filter. 7. Re-install grate or manhole access cover. Cartridge Bay 1. Remove and place to one side the manhole access covers above the cartridge bay. 2. A Level 1 inspection service shall consist of a visual inspection from the surface level. Observe and note the condition of the cartridge bay and the cartridges, measure sediment level, if any, and note on maintenance record. Physical entry is not required unless the depth prevents the entire cartridge bay area from being observed. 3. A Level 2 inspection service shall consist of a physical, confined-space entry into the cartridge bay. The filter cartridges and filter media shall be inspected for condition and filter media life, the sediment level, if any, measured, and any trash or debris removed and disposed of in accordance with local regulations. All information and recommendations shall be noted on the maintenance record. KriStar Enterprises, Inc. 360 Sutton Place Santa Rosa, CA 95407 (800) 579-8819 www.kristar.com ~-------------------------------------------------- I I I I I I I I I I I I I I I I I I I 4 I P a g e -FloGard® Perk Filter System O & M Manual -------------. . -·---------------------· 4. A Level 3 service shall consist of a physical, confined-space entry into the cartridge bay. The filter cartridges shall be removed and replaced with re-charged exchange filter cartridges. As an option, the filter media may be removed of on-site, the cartridges cleaned, and replacement media be installed into the cartridges. All spent filter media shall be disposed of in accordance with local regulations. 5. Upon completion of inspection/service, re-install the manhole access cover(s). 6. The manhole cover(s) and/or grate(s) shall be replaced. Inspection/ Maintenance Requirements Listed below are some recommendations for equipment and training for personnel to inspect and maintain a FloGard® Perk Filter system. Personnel -OSHA Confined Space Entry Training is a prerequisite for entrance into a system. In the state of California personnel should be CalOSHA certified. Equipment -Record Taking (pen, paper, voice recorder) Proper Clothing (appropriate footwear, gloves, hardhat, safety glasses, etc.) Flashlight Tape Measure Measuring Stick Pry Bar Traffic Control (Flagging, barricades, signage, cones, etc.) First aid materials Debris and Contaminant collectors Debris and Contaminant containers Vacuum Truck Disposal of Gross Pollutants, Hydrocarbons, Sediment, and Filter Media The collected gross pollutants, hydrocarbons, sediment, and filter media shall be disposed of in accordance with local, state and/or federal agency requirements. KriStar Enterprises, Inc. 360 Sutton Place Santa Rosa, CA 95407 (800) 579-8819 www.kristar.com