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04-100904 (2) COMMUNITY DEVELOPMEM'SERVICES 33530 FIRST WAY SOUTH•PO BOX 9718 RECEIVED CITY OF�/ FEDERAL WAY,WA 98063-9718 Federal VOIWi 1 6 2004 PERMIT APPLICATION 2 -V6I�/15•ede 253-66 14 1 2 9 t1naw-cityntjedernitany.corn CITi Y OF FEDERAL /'� 1 FerOts«u$ DINGIREP1e Number: �L `-( - lap The ollowin• is re•uired in ormation-an inco •fete a..iication will not be acce•ted. Please •rint le•ibl (in ink)or . ■ PROPERTY INFORMATION SITE ADDRESS: 7OO SO' iW ?5 R D 57 SUITE/APT# ASSESSOR'S TAX/PARCEL#: 1 6 5- Q 0 - 01.1,-1 V SQUARE FOOTAGE OF LOT: LEGAL DESCRIPTION(e.g.:Acme Estates,Lot 1) (Attach separate page for lengthy legal description) ! ■ PROJECT INFORMATION • TYPE OF PERMIT(This application): 0 BUILDING 0 PLUMBING 0 MECHANICAL 0 DEMOLITION 0 ELECTRICAL ) NGINEERING 0 FIRE PREVENTION SYSTEM PROJECT DESCRIPTION(Provide detailed description of work included on this permit only): 0,01QSigvc. /4- 5 T- l.i✓trE POI lc 1 N f,- L; PoK._ II- E ej e(n/ C Cr( 1 -,9-t c.._ PROJECT NAME(Name of Business/Owner Last Name): , H-111-(,L pal k' t iv C- Z.or- , • • PEOPLE INFORMATION PROPERTY NAME: c / ��'/� ^ PRIMARY PHONE: / ///�,, OWNER: (., I 1.-. D f'�pi ernC- �1TY (253) 66 ( YC.(N MAILING ADDRESS(STREET ADDRESS;): CITY,STATE ZIP P-0 , 30)c '1 —I/ ) F el E4 wily/ l,✓/. I 06 3 CONTRACTOR: NAME COMPANY OFFICE PHONE: ( MAILING ADDRESS(STREET ADDRESS;): •CITY,STATE,ZIP CELL PHONE: ( ) - CITY OF FEDERAL WAY BUSINF.SS LICENSE NUMBER: EXPIRATION DATE: FAX NUMBER: - - - / / ( ) - CONTRACTORS REGISTRATION NUMBER: EXPIRATION DATE: (copy of card required with each application) / / LENDER: NAME: DAYTIME PHONE: (If Proposed Values$5,000) ( ) - MAILING ADDRESS(STREET ADDRESS;): CITY,STATE,ZIP APPLICANT: NAME: COMPANY OFFICE PHONE: i(1}-N C 140tA C( IX yr 1-E D (41/1-ic' 0.c3) 661 - q w MAILING ADDRESS(STREET ADDRESS): CITY,STATE,ZIP EVENING PHONE: P.O. 3oY. 17 g (E P wx1Y, ki 48063 ( ) - - RELATIONSHIP TO PROJECT: / FAX NUMBER: ❑ Architect ❑Tenant ❑ Other(Describe): (26-3) 66/ -9 /.21 CONTACT PERSON FOR THIS PROJECT: 0 Property Owner 0 Contractor X.Applicant E-MAIL ADDRESS: 1 bryaW. Cho IA eciTioP ■ DETAILED BUILDING INFORMATION EXISTING USE: PROPOSED USE: • EXISTING ASSESSED/APPRAISED VALUE $ VALUE OF PROPOSED WORK: $ SPRINKLERED BUILDING? ❑ YES ❑ NO FIRE SUPPRESSION SYSTEM PROPOSED/REQUIRED?: ❑ YES O NO WATER SERVICE PROVIDER ❑ LAKEHAVEN ❑ HIGHLINE ❑ TACOMA ❑ PRIVATE(WELL) SEWER SERVICE PROVIDER ❑ LAKEHAVEN ❑ HIGHLINE o PRIVATE(SEPTIC) ■ PROJECT FLOOR AREAS AREA DESCRIPTION EXISTING SQ. FT. PROPOSED SQ. FT. TOTAL BASEMENT FIRST SECOND THIRD FOURTH ADDITIONAL FLOORS(DESCRIBE) DECK(COVERED?) GARAGE/CARPORT HOW MANY FLOORS? TOTAL EXISTING TOTAL PROPOSED TOTAL EXISTING AND PROPOSED **NEW HOMES ONLY NUMBER OF BEDROOMS: ESTIMATED SELLING PRICE: $ ■ FIXTURES Indicate number of each type of fixture that is to be installed or relocated as part of this project. Do not include existing fixtures to remain. MECHANICAL Value of Mechanical Work $ --AIR HANDLING UNITS EVAPORATIVE COOLERS GAS LOGS REFRIG.SYSTEMS BBQS FANS HOODS]comm�ai) WOODSTOVES BOILERS FIREPLACE INSERTS RANGES _ MISC(Describe) COMPRESSORS FURNACES GAS WATER HEATERS DUCTS GAS PIPE OUTLETS PLUMBING BATHTUBS(or Tub/Shower Combo( SHOWERS WATER CLOSETS(rokt) MISC(Describe) DISHWASHERS SINKS DRINKING FOUNTAINS GAS PIPE OUTLET SUMPS RAINWATER SYS WASHING MACHINES URINALS HOSE BIBBS LAVS]Bathroom Sink VACUUM BREAKERS ELECTRIC WATER HEATERS ■ DISCLAIMER/SIGNATURE BLOCK I certify under penalty of perjury that the information furnished by me is true and correct to the best of my knowledge,and further, that I am authorized by the owner of the above premises to perform the work for which the permit application is made. I further agree to hold harmless the City of Federal Way as to any claim(including costs,expenses, and attorneys'fees incurred in the investigation and defense of such claim), which may be made by any person, including the undersigned,and filed against the City of Federal Way, but only where such claim arises out of the reliance of the city, including its officers and employees,upon the accuracy of the information supplied to the city as a part of this application. NAME/TITLE: ! DATE: 3// /o/ (Si ure) (Title) RELATIONSHIP TO PRO ❑ Property Owner Applicant ❑ Contractor ❑ Architect ❑ FOR OFFICE;USE ONLY o NEW o ADDITION o ALTERATION o REPAIR ❑TENANT IMPROVEMENT BUILDING SHELL ONLY? o YES o NO BASIC PLAN? - o YES a NO ZONING DESIGNATION: CHANGE OF USE? ❑YES o NO NEW ADDRESS REQUIRED? o-YES o NO UP/SEPA/SU? o YES ❑NO PLATTED LOT? o YES o NO DEMO PERMIT REQUIRED? ❑YES ❑NO f u _cii;I r:it ; ,, ;- Page 2 TECHNICAL INFORMATION REPORT CITY OF FEDERAL WAY PARKING FACILITY RECEIVED Location: MAR 1 6 2004 South 333 St. FEDERAL WAY,WA CITY OF FEDERAL WAY BUILDING DEPT. December 3,2003 Revised March 15,2004 By Sound Consultants,LLC Seattle,Washington 98136 SC Job No.2003012 City Project No. Ott- !(.0-(C( ! 0 . .•000000�.. i to gr ::.7 4„-.4., , , & ') e I� o�j ..Ti00L0090�rs�'V'��/�111 ®6%0 491VAI SI' Q Yr EXPiaES it />1 os TABLE OF CONTENTS A. Core and Special Requirements Analysis 4 B. Technical Information Report 7 I. Project Overview 7 II. Preliminary Conditions Summary 7 III. Off-site Analysis W. Proposed Drainage Improvements 3 V. Conveyance Systems Analysis and Design - Z.(A VI. Basin and Community Planning Areas '�3 VIII Other Permits 3 3 IX. Erosion/Sedimentation Control Design 3 I X. Bond Quantities Work Sheet,Retention/Detention Facility, 3 b, Summary Sheet and Sketch,and Declaration of Covenant XI. Maintenance and Operation Manual XII. Appendix King County Department of Development and.Environmental Services TECHNICAL INFORMATION REPORT(nR) WORKSHEET Pan I PRD4ECT:owN8RAND ';'RtfitSifoliCVECTIQQATION.ANEV • P .'01GlAtEEK: Project Owner 1-9 or. FeDETAL \vAlt ProAct Name CHI OF•FEDErthainvi PARitutt6 FALIUTh Address Location xi14 9'8003 RTtwittship 4 WA Phone 2,cs- -40.00 T-Fierle N sw Section Project Engineer 14 AL 14Pkbemv.oN Company SO‘Np C614 Address/Phone C;100 'Ptirea'"TYPE' • PERM, 1 Subdivison DFW HPA Shoreline Management Short Subdivision COE 404 Rockery Grading DOE Dam Safety Structural Vaults Commercial FEMA Floodplain Other Other twYn-Aat V,Y.1U(.4 COE Wetlands "•- • PartsAgat****:**.bliASAOZEPSOk.,. ..-: Community Drainage Basin LG w3 , - 41440--ttit-TpHARAdm-ritspesir River Floodplain Wetlands A DITA.cE krr Stream "nos Critical Stream Reach High Groundwater Table DepressionsfSwales Groundwater Recharge Lake Other Steep Slopes (- Soil Type Slopes Erosion Potential Erosive Velootes ___P-VE,Miza_vg..._. 2.-30 7b lioDE.:.:Itgre . .........•••••••••••... ........mme = Additional Sheets Attached Pert 8--:,ileve._..rime.mtatuiTAInotts .. ,.. REFERENCE LIMITATIMSITE CONSTRAiNT C .4-D_2Wnstrearn Analysis 60 7o iMPeitv. oDuEitite.e' MAX• I .. , Additional Sheets Attached §,5404$ 41 $TO...-.;,,;,--4x-:. -1.-,'.. '1,-.,:-_::::- -:.-,,,:- '. -,,,...,•e:-,,:: _.• MINIMUM ESC REQUIREMENTS MINIMUM ESC REQUIREMENTS DURING CONSTRUCTION AFTER CONSTRUCTION / Sedimentstiori Faces /Stabilize Exposed Surface / Stabilized Construction Entrance V Remove and Restore Temporary ESC Facilities Perimeter Runoff Control 1/Clean and Remove Ali Silt and Debris Clearing and Gating RestrictIons 1/Ensure Operation of Permanent Facilities V Cover Practices Flag Limits of SAO and open space pra V Construction Sequence esenttk:fn areas Mier Other 1............---........._........................................, "Part 410 ,SURFACE WATER SYSTEM Grass Lined Tank infiltration Method of Analysis Channel c.kis Vault Depression Pipe System Oorripensation/Mitigati Energy Dissapator Row Dispersal ' on of Eliminated Site Open Channel Wetland Waiver Storage Dry Pond Nfi1/4 Stream Regional Wet Pond Detention Brief Description of System Operation RE6iu4a4, FFSITE TETEt-ITI tgq. ONSrrt-viitust 01.)ALrt14 Si!STEP&. Facility Related Site Limitations Reference Facility laynitation Pari4An''':"--STRUQWflk';VMLYSIS-', ' Cast in Place Vault Drainage Easement Retaining Wall Access Easement 1 Rockery 4'High Native Growth Protection Easement • Structural on Steep Slope Tract Other Other _ . Parr;10-'SIPNATtlfg0- .87014144StPriqtrf 71-;" - or a civil engineer under my supervision my supervision have visited the site. Actual site conditions as observed were incorporated into this worksheet and the attachments, To the best of my knowledge the information provided hem is accurate. Akiktg. /40delful-17-4 Pt. iale)og stin.cllave • A. CORE AND SPECIAL REQU 1 EMENTS ANALYSIS This section of the 1'llt is intended to meet agency specific requirements for a report addressing all Core and Special Requirements of the 1998 King County Surface Water Manual. Core Requirement 1. Discharge at the Natural Location The site is split into 2 separate sub-basins which discharge independently to the S 3331d Street storm drain. These two separate onsite basins combine within less than 200 feet downstream from the S.W. parcel corner. Consequently, there is no basin diversion per the definitions of the KCSWM manual. These discharge points will be maintained. Core Requirement 2. Offsite Analysis A level II offsite analysis is required and is provided in section III of the Technical Information Report('fIR), together with supplements in the appendix. Core Requirement 3: Flow Control The project scope consists of a proposed parking with paved surfaces, with grading to achieve the desired surface. The site is located in the Hylebos Basin. It is also located in a portion of West Campus where regional detention facilities are in place and maintained by the City. Specifically,this site drains through West Campus Retention Lake#3,and then on to West Campus Retention Lake#1. Detail design and analysis of the Regional Detention system, including conveyance analysis, is made in the Technical Information Report for West Campus Retention Lake#1,Bush,Roed&Hitchings,Revised April 4, 1994. A level 1 downstream analysis was also prepared by ESM,Inc. for the Paragon Trade Brands project located across 333m street from the site. Excerpts of both reports are included in the appendix. See Section IV of the HR for details. Core Requirement 4: Conveyance System Detailed conveyance analysis is provided for internal site piping in Section V of the TIR. Conveyance analysis for the offsite storm drain system is discussed in the Level II off site analysis In Section III of this HR. Core Requirement 5: Erosion and Sedimentation Control Erosion Control Systems are recommended in Section IX of the 111t. A separate ESP Plan has been prepared for the Final Construction Document Phase. Elements include traps,silt fences, construction entrance and catch basin protection. Core Requirement 7 :Financial Guarantees and Liability The proposed project drainage system consists of new conveyance piping, catch basins, Stormgate Stormfilter and Compost Filter Vault Therefore,per paragraph 1 of KCSWM 1.2.7, financial guarantees are required and Bond Quantity Worksheets are supplied in Section X of this Tlit. Core Requirement 8: Water Quality More than 5,000 square feet of PGIS will be added per"new impervious surface"definition on page 1-4 of the KCSWM and standard W.Q. exemptions are not applicable. Therefore, Water Quality Treatment is required for this project. The site lies within a designated Sole Source Aquifer Recharge Area. The site also lies within the Hylebos Basin and consequently is required to meet the Stream Resource Protection Standards of the KCSWM. A Sormgate Stormfilter and subsequent Compost Filter Vault are proposed to meet the requirements. A copy of e-mail correspondence is included in the TIR which documents that the system meets City Standards for the water quality treatment train. Special Requirement#1: Other adopted area-specific requirements. A review of on-line City information indicates that the site is within the Hylebos Basin. Special Requirement#2: Floodplain/Floodway delineation The project does not contain nor is adjacent to a stream, lake, or closed depression. However,the site is adjacent to a large wetland (assumed class 2). The project is exempt from the normally required Minor Floodplain Study,since the proposed improvements shall be at least 2 feet above the natural overflow overland flow route(per page 4-69,KCSWM). This overland flow route has been confirmed with City provide GIS topo(See wetland floodplain exhibit in Section III of this TIR. Special Requirement#3: Flood Protection Facilities The project contains no streams nor flood protection facilities. Therefore, this requirement does not apply to the site. Special Requirement#4: Source Controls The site is a commercial parking lot project. Given the simplicity of the parking lot function, there are no Source Controls Required. Special Requirement#5: Oil-Control The site is a commercial commercial parking lot project, but it is not subject to an expected average daily traffic(ADT)equal to or greater than 100 vehicles per 1,000 square fee of gross building area(given that the site performs as an auxiliary parking lot for the City Facilities Building located immediately across 333w Street). Additionally, it is not a petroleum storage and transfer site handling in excess of 1,500 gallons per year. As such, the site is not required to meet the Nigh Use menu standards. 7 I. PROJECT OVERVIEW The Proposed Development consists grading and paving approximately 80% of the existing un- developed 2.57 acre site for use as a parking lot accessory to the proposed New City Hall,located at the site of the existing Paragon Trade Brands Building. The site is located South 333'd St, approximately 400 feet west of the intersection with 8th Ave South, in the City of Federal Way, Washington. The proposed development does not require Frontage Road Improvements,but it does require drainage improvements in compliance with the County storm drainage Code. Site design criteria are based on the 1998 King County Storm DrainageManual. IL PRELIMINARY CONDITIONS SUMMARY The property is currently un- developed. A central ridge exists in the middle of the property and existing grades slope down towards the NW and SE from this ridge. Drainage from the site is discharged to the S 333th storm drain system either directly, or through the adjacent wetland. Site slopes vary between 2 and 30 percent. A Geotechnical Report has been prepared by Klienfelder Inc.,cover letter dated March 25,2003 and a second report has been prepared by Landau Associates, footnote dated October 31, 2003. Site soils are classified as Everett Series per SCS mapping, consisting of highly permeable alluvial silty sand, gravel and cobbles. III. OFF-SITE ANALYSIS (LEVEL ONE DOWNSTREAM DRAINAGE ANALYSIS) Upstream from the easterly boundary of the project,there are approximately 0.25 acres of tributary drainage area on the adjacent lot that discharge in a pipe system to the site from a parking lot and landscaped area. The upstream area is currently developed on alluvial soils,Everett,SCS class A. There was no evidence of prior erosion or flooding at this location. An upstream bypass system is proposed to intercept the upstream conveyance pipe and discharge it to the existing piped discharge point which lies about 30 feet away. Downstream drainage is as follows. Onsite drainage patterns from the easterly sub-basin drain into an existing onsite storm drain,thence into the S 333'h 24"storm drain.Onsite drainage patterns from the westerly sub-basin drain into an adjacent wetland,thence into the wetland outlet 48"diameter pipe,thence into the S 333'h 48"storm drain. Drainage is conveyed in the City Storm Drain system to Lake 3 and thence Lake 1,well beyond%mile downstream of the site. City GIS topographic and aerial mapping have been reviewed,and images reveal that there are two designated wetland areas onsite,although mapped wetlands shown on the project survey show only a single wetland adjacent to the Northwest corner. Visual reconnaissance of the downstream system reveled no indications of scour,flooding,plugged culverts,overtopping or general drainage problems. Mr.Paul Bucich and Mr.Fei Tang of the City Public Works Department Surface Water unit were interviewed by phone on December 4, 2003 specifically with regards to the storm event that occurred in late October of 2003 (estimated at slightly more than a 100 year event) and they reported no noticeable or recorded flooding of the Lake#3 and Lake#1 systems during that event. County Staff has reported to us no other drainage complaints or problems for the downstream area. An offsite Analysis Drainage System Table(98 KCSWM ref 8.B)is included herein summarizing findings. Conveyance analysis for the offsite storm drain system lying between the site and Lake 3 was considered in the Paragon Trade Brands Inc,Level 1-Downstream Analysis,prepared by ESM Inc.,May 1993. Further,a Level II drainage conveyance analysis between the site and Lake 1 was considered in the Technical Information Report for West Campus Retention Lake#1, prepared by Bush,Roed and Hitchings,Revised April 4, 1994. Relevant excerpts from these documents are included in the Appendix. The BRH report analyzed downstream systems assuming 80%development of the subject site(Pg. 24), as well as development of several nearby sites. A backwater analysis on the existing conveyance system is included in the report for the 25 year and 100 year events, using SBUH hydrogaphic input. Both reports concluded that the downstream systems including lake levels are acceptable,with the exception of the storm drain system lying in 1st Ave South between Lake#3 and Lake#1. The 1st Ave system was shown to be flooded in the BRH analysis(pg. 65&68A), but concluded that catch basin overtopping for the 25 year and 100 year events would remain in the gutter until reaching a sag point in l st Ave S.,thence flowing overland to Lake#1, without severe flooding impact to nearby properties. This performance was concluded to be an acceptable occurrence and within the requirements of the drainage code. Conversations with Mr. Fei Tang, City of Federal Way SWM Engineer, indicate that a recent development near Lake#1 has included replacement of portions of the Storm Drain between 1st Ave S. and Lake#1 since the time of the above referenced reports. These improvements have served to reduce the backwater effects on 1s1 Ave S. storm drains lying upstream. 11: 11 • •• • w� •>� , v.ii: 6:5 III 0 .:*).it z'' ,- 44 0.1 ec T. i!F411 F YYY_eee , .(j S . itll.•h! ` jRQ fti kSt ;F o f ....3 42 ::s'"-*:"-"L ,::, ILI ! :::::.,::*xi:•••.;:,....,:gi: i • erpZ. ,.2";3 S . iti a.: :.ti t: .w+.;• : t >• V 14.1 CZ s_ W Tsr: .tii h tts.o ri Ca tom ^.ti�Llit: .,,RM nkr:W ' "' • it c Kam: . ' 14k." . • ....., o.,, ,.„, .„,..,,,,,,..„.„:„.„,...„,,,.,..„:„..„.. 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PROPOSED DRAINAGED IMPROVEMENTS The project scope consists of creating a parking lot with paved surfaces,with grading to achieve the desired surface. The site is served by a Regional Detention facility. Hence, no on-site detention is required, but water quality treatment is required since the site is located in a stream resource protection area and creates more than 5000 s.£ of PGIS. A Stormgate Stonmfilter and Compost Filter treatment train are proposed to meet these requirements. 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E . 20 (NORTH) --- -- C Ur/ OF f W. f I,or 5�� 2oo3a3 8-45-63 Sri grinnici exfs7742& Sim Ake4, 2. 5-7A6 iftopos D 5 A2EA 0_»» aaaoao W��t�ww 1MPER-V 7421a/i6 t J,92 Ac. -wmw3s WW NWW N,Y,M2 L1410. 4PE Wz4lj 0,Cs-,4c. ogEb24,11 rg5s N=N62 ��888�e m 1CG fL73 Mapaa- z `_4 sciat rp ci _ sr t, .SCs Sm..) 7zf1OE- V ETf- FWG - 9 roofs 416 - OgirW A5/t m pt &// f 5cioo303 Maw ovt p -6Lia, 2 yR Q OEV_ 1.6,2 cl) ie1 ,etKCRTS „ r :';,�� d 'ing aunty no f ease ies - .gran _ Version 4.42a -� 1A11 files will be read/written in the (larking Directory Working Directory:C:\kc-svds\outpnt KCR1S Command CREATE a now Time Series Production of Runoff Tine Series Project Location : Sea Tac Computing Series : sc200303dev.tsf ;'Regional Scale Factor : 1.00 Vr Data Type : Reduced Creating 15-mints Time Series File Loading Tine Series File:C:\KC SVDM\KC DATA"STOG15R.rnf B Outwash Grass 0.65 acres Scaling Yr: B Landing Time Series File:C:\KC S(lDWJG DATk\STEI1SB.raf 9 3Ispervious 1.92 acres Mr 'aiding Yr: 9 Total Area : 2.57 acres ;Peak Discharge: 2.31 CFS at 6:30 an.Jan 9 in Year B Storing Tine Series File:sc200303dev.tat 8 Time Series Competed KCRTS Command Enter the Analysis TOOLS Nodule -+--- ----- Analysis Tools Command Compute PEAKS and Flow Frequencies a Loading Stage/Discharge curve:sc200303dev.tsf Floe Frequency Analysis Time Series File:sc200303dev.tsf a Project Location:Sea Tac o Frequencies &Peaks saved to File:ac200302 pks 04 Flow Frequency Analysis Time Series File:200316-15predev.tsf Project Location:Sea-Lac ---Annual Peak Flow Rates--- Flow Frequency Analysis Flow Rate Rank Time of Peak - - Peaks - - Rank Return Prob (CFS) (CFS) Period 1.62 6 2/09/01 12:30 6.74 1 100.00 0.990 1.26 7 1/05/02 15:00 4.13 2 25.00 0.960 4.13 2 12/08/02 17:15 3.18 3 10.00 0.900 1.22 8 8/26/04 0:45 2.20 4 5.00 0.800 3.18 3 11/17/04 5:00 2.05 5 3.00 0.667 2.05 5 10/27/05 10:45 1.62 6 2.00 0.500 2.20 4 10/25/06 22:45 1.26 7 1.30 0.231 6.74 1 1/09/08 6:30 1.22 8 1.10 0.091 Computed Peaks 5.87 50.00 0.980 Gm� oF fc-veturavoi P4ivar, Zoo3e)2_ I /2- 5-o 20 were //Es/6k /oo tpt. Q= ( 74-CFs_ G.SwM- WRISIL 90E)r rr, „fin = l75°%o = 0•19,At I•(92- : 8.91z ciic5. WE V O Track NI W i- /O1 NHSNHSc. CA,P4 # - /, o . > 0.97z -ol� 00 /�€a ��&ww 5o /7 Stra Phu d C/vuL d fr-aw 4. aco?a k0ricc,p;ems - 207-$5-C493o. Nwww�� op, Vic, S &&�,9M se/itsz tn- -�ro.�, sEor�, firem- , ===ww �ssss c4eed�e1 se, SforMwit .miti.a/fi i cn#lit,, Cot, t( IMt A4 MR[./I/owsk,c'q lfz- SS t fe4c Sau4 ( Fii i r J✓46 141/010= q{remt 4LIA O,972 ( 41(4)- 30 c„ebtrizoczEi. Qcroto-p n,k4k+' ' ?w/rA(itc S- vie (DX 12 on, Sx/(. Pr v4Uc.T UJti ebxi0 r 't( 44 t( h kocoj(U1 r luts too") 21 M 4-4 -o• o c 5 s.. o ..... $ '.0 O o a°i '" ea I i 11 a' 5 a- ;-.5 r �Ch � ° caa) a) o o r, cn -or a) a.) 4- 0 0 = .F. t� N 0 a.) I -to 4-4 .� ai 2 ..' .1 at 0 . ) � U b p .. a 3 o S g o 4 o i. I IH !0 dl p co -cs U O O q p � �. � � a tn �, = O 0 t .a '' a A �, C7 au c A 'S co U 0 v°i I\ o cl a) C.) ^ a) U .�. M = II o O ell N E UIN b o to 1-: a' ° ,.a A a�CI) ft �i ,, ,. c� �, chi 0 0 p cd ..-, . cv o a� apQ, • u �t @) s. 2 cat N ,co NrJ to" Q, Gir, N \�"✓ a" cv N N met CAN , O 0 8 ad b5A O C $ c9 • Q $ c ra c� a) .O cci ° oc C al , .iOa > x a> = tr_, A Vo flU ' E _ > ' bA O a, "" 0 0 .§ 1 p 2-05 fl Z u v CU UI I > csc�ss p "3 v, S co i _ 0_ E �% •°1 LL E (5t S 5 $ >' ° cog '� a u o Y o x 0 ° n � nto = <_ U. � Qo .o ° o ",cd `L2 1-4 o ; 4it on CO a I Ei ,M 12 > v 2 i...V t o 8f a 41) a,: 3 cto.sc i r IT as I-, > c 4 to +a'g 11 = ov fi i V 'r ZED E g...s .4... t Cr 3:3 .n3 rn 2 1 € 221 t �J 'V G r _ `� C °' 0 a 6. E '. '0 01 o t 3 L @ o, � E n o E �, 3 7 a lc, 4. cQ CIC C R - ,p�' z E 1 CTa m M N z ( 6 � a) to v oE c u C _ � m om � ''? °' -o � - rsCon 12) .m _ U by Z vY 8 to e1 h C MI El a.+ CAR, �"8 a fo E - w �� Gn El o ,' c6 213 z � N a E (A L Cfl CO h. m o Li c z`S o I gr, o v,� 3 c.) `L3 i ! u 5"3� 1't r q 1 N a L'' s, 'i"''S$"v` x n A �?i'r<(1) ,�,..: :,t S z h fp`e =r �{ < �t x Fl S`A w E A 1 :' sa s j s h -dk' {.,�FL,tL.a fF ''�rn�..r,��,r:� r+a ,.$.f„ ,z.,[i"k .i,.a,n` City ofFederal Way Parkinit■ acility-StormFilterSizing&Cosl Est. Federal Way,Washington Information provided by engineer: • Water Quality Flow=0.97 cfs Assumptions; • CSF Leaf media cartridges • 2.3'of drop available from inlet to outlet Sizing and cost estimates: The StormFilter is a flow-based system,and therefore,is sized by calculating the peak water quality flow rate associated with the design storm. The water quality flow rate was calculated and provided by the Engineer. ,StormFIIterSystem The StormFilter for this site was sized based on a water quality flow rate of 0.97 cfs. To accommodate this flow rate,Stormwater Management recommends using an 8-foot wide by 16-foot long(inside dimension)precast StormFilter with 30 cartridges,please se attached detail The estimated cost for this size of system is$40.100. This estimate assumes that the vault is less than 10-feet deep. The final system cost will depend on the actual depth of the units and whether extras like doors rather than castings arespecified. The contractor is responsible for setting the StormFilter vault and all external plumbing. Based on anticipated peak flows,we recommend placing a high-flow bypass upstream of the StormFilter system. StormGate Separator System We propose to size the StormGate Separator unit for the project site to treat the same water quality flow rate of 0.97 cfs. To-accommodatethis flow rate,Stormwater Management recommends using an SGS 2000(see attached detail). The estimated cost of this system is $11.500,FOB plant(freight charges not included). This estimate assumes that the vault is less than 10-feet deep. The contractor is responsible for off-loading and setting the StormGate Separator vault,installing internal baffle walls and appurtenances,and all external plumbing. The specifications of the recommended StormGate Separator are in the table below. No drop between the inlet and outlet pipe is required for the StormGate Separator,however Stormwater Management recommends 0.1-feet of drop be used. StotinGate Separator Sgecificatians Vault Capacity Storage Sediment She Oil Depth Capacity ity Storage Below SGS Dimensions (US GAL.) (US GAL) Capacity Inlet Pipe Model (ftx fit} (IS GAL) al SGS 2000 6 x 12 2,013 180 184 5.5 SMl ENGR:SLG 12/9j03 24 I COME RAIN, WE FONE:" (),STORMWATER MANACEMENr t-NC.1 TO: FROM: Hal Hagenson,PE Blake Gage COMPANY: PAGES: Hagenson Consultants, LLC 2 CC: DATE Michael Macnoskey,SMI Regional Mgr. December 10,2003 RE: TIME: City of Federal Way Parking Facility 11:15 AM Size-St Cost Estimate 0-FOR APPROVAL 0 FOR REVIEW AND COMMENT Er FOR YOUR USE la AS REQUESTED COMMENTS: in accordance with your request for information,we are pleased to submit the following size and cost estimate for the proposed stormwater treatment system for the City of Federal Way Parr Facility project in Federal Way,Washington; The Stormwater Management StormFilter®is a passive siphon-actuated,flow- through,stormwater filtration system consisting of a structure that houses rechargeable, media-filled-filter cartridges. The-Storm-Filter works by passing stormwater through the media-filled cartridges,which trap particulates and adsorb pollutants such as dissolved metals, nutrients, and hydrocarbons. The StormGateSeparatorn4 is a settling vault utilized in conjunction with the StormGate high-flow bypass. The StormGate Separator removes sediment,oils,and floatables based on residence time and gravity separation. Heavier solids settle-to the bottom and floatables,free oil and grease rise to the top. While low flows are directed to the sedimentation tank by the adjustable StormGate weir, high flows are routed over the weir, bypassing the tank and preventing re-suspension of pollutants. T esize-and cost estimate is based on-information provided by Hagenson Consultants, LLC and is not a formal quote. Aformal quote can be provided once final plans have been provided. Thank you for the opportunity'ba provideyou with this information. Please let us know if there is any additional information or design support we can provide. We look forward to working with you on this project. Sincerely; STORMWATER MANAGEMENT, INC • 12021-B NE AIRPORT WAY. PORTLAND, OR 97220 PHONE: 800/548-4667 • FAX: 800/561-1271 • STORMWATERINC.COM G OF fv W417 P11.b l or I 52oo3 on_ I 12-g-03 1-irg 1ZItN SpLi V 1io•IU t3 a,L,Plii ,o 5W,u:R14T w 146,6 /b( pupil- ID APP11104+- 3 . Fir 3 orc .&? cuve 17. ?7cis 13�w � . � gagn wwwwww 15 -et 32M1 cv/ l uc. r G ig�/2G-21 "2 O Cie ,10¢'6/w N /K1�NitliN fs �}d4At l2`� aaaaa »»» Poe 3 0.17 CF,5_ 000aao jfuC,4„w� ao AS.svM` 2 I !¢ D L053 /u IL£ T u: Oft �sss 15_5110-1047-E,, Nato )44,st,Lor. ce- = 28,1 + - 3 27 1 23 t7 (257/L �v cu tcx'y ir7, 4" 0 oruo,-c— A-, o,6073 "Pilo 3ziPas3 wkic -aK' h - .-.2-.)4 x 1 _ 0.97 )Z X i _ 4. Ra \\ad ('4 4 \O.62 x 0.02)73 41" �t T I2' 0 ol161.-E. Q. 0.n h - 0. a7 Z 1 _ b, 06,3 . . .t:2x 0.7a &ef.1 5-P.l h Q 1' 4 ca,PA, oV r t,u CR, 4 x L 0.7 7 : 0.ta2 X A X1p4,I O.9? ;'6.1'7 a SF 0.o.acit.4� 1T rr Z D r = 2. 98 1 1E3VIXI ,Lj u.5c, L? c328.11 fp,b9 -t l _ 1j l '(t I 0u&r'toM) y V. CONVEYANCE SYSTEMS ANALYSIS AND DESIGN ?of_ .5 . 2oa3a17._ I /2-s-�3 ef�rr G u 141-16e G -4- 17-0704 t, /1 a• i2o,op-p cit6r7.woo- /, ga 4c. P40/1. 0-9 wwww ek,„= (1.9z., o,q)+ CA4c x b,2c) - b,/3 IBM 267 ( ' horn w -nv Nww w� / �� n mv�, NN� UU �� i/AI -e to/ to = 3D4i Lf h =2' anL S, :/. 5,0 You) osss a t4 V= 20 o.o/s = 2.4 fps an.,( m$ Tt _ L/Ga, = 3yo/(/�0 2,4) - ut�r 2.7� f4s _o0�eo 25N2 = Rrcyp = 3. S,A, ar= 2,G4 br =O.bs -4 C dr - O. r Lr= 611, xfc. _ 2.6 .3 bx � , = o,$a A-gea- '&ahn AthafDD 6yprc44 `28 4c.- t. = C4"E x Of73x D,Sx /. Zs = 0,75 cis 4onh 1/ofhoy Flph : /2a Cf1P(h=8.02g,) 2 81,0 cfs oL. ✓ Y�= l r-61.1 bk. G°e f z -fa F'SID Ex/fr Amp : /.2s f4/.Z4 = 2, s7 Q2s = 0.73 x O. Sx 2.5? = /• s"efs 056 /2 "cliP OIL z3 eo. 0. (0. 4f1.4 C 4/PAe V�� - 7. 2, 1 - P PL f 02 5q S -Oivt 3 S.E CO/Ale/,, c0LiQE(4- Exit//1 L0fl7f //,CMS ofS4fE oL £/1c 3L Giza/ MA at. 4110 SI-Dee 3.2 I RATIONAL METHOD Genera/Land Covers Single Family Residential Areas. Land Cover C Land Cover Density C Dense forest 0.10 0.20 ar?U/GA(1 unit per ac.) 0.17 • Light forest 0.15 0.40 DU/GA(1 unit per 2.5 ac.) 0.20 Pasture 0.20 0.80 DU/GA(1 unit per 1.25 ae.) 0.27 Lawns 0.25 1.00 DU/GA Playgrounds 0.30 0.30 1.50 DU/GA 0.33 3 Gravel areas 0.80 2.00 DU/GA Pavement and roofs 0.90 0•39 2.50 DU/GA Open water(pond, 1.00 3.00 DU/GA 0.39 lakes,wetlands) 0.42 3.50 DU/GA 0.45 4.00 DU/GA 0.48 4.50 DU/GA 0.51 5.00 DU/GA 0.54 5.50 DU/GA 0.57 6.00 DttfGA 0.60 • Based on average 2,500 square feet per lot of impervious coverage. For combinations of land covers listed above,an area-weighted"Ccx A,"sum should be computed based on the equation Cc x At=(C,x A,)+(C2 x A2)+...+(CA x A„),where At=(A, +A2+...+A„),the total drainage basin area_ - rr 1KC iM �du4?`-..` }1�Srl -' �ti"i('N.s -t-,m-q.'rs er 4t3:' ' sV t1 3 ty 00.. ib n, f rrfa f ti.- f : ti i4U is r ? sa 4e'�`1 .%7 ' '�}s' to• t r t ts +u,. .:,.' �.:s h, ��,,n-nr`y 400...,ray Design Storm Return Frequency bg 2 years 1.55 r 0.56 5 years 5 years 2.33 0.63 10 2.44 0.54 25 years 2.86 50 yearsfl.65 2.75 0,65 100 years 2.61 0.63 s�t,P,*yy� �y aye y��T c is `f 11 rt,k f N T Pi Ct S;i i 7`}S-,'Jr :i 7 of r rt�>i r �I-3r�� 7� t t Y 2 .,ua�3� �s �.��€')��.tlitAwJ z;fY r4.�, �2 ��' Fr_. i hE .rA ut �a-,t''�E '! 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OTHER PERMITS (N.A.) _ _ KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL STORM WATER FACILITY SUM:M.ARY SHERT Develop FEDERAL I f AVJ h FACALr114 Doe I L-i..03 _ 5W '/4 .5 IT, '-TIN, r7 4E Location ENGINEER , DEVELOPER Name I-I Rc-cHsou Name C.nits OF FEren4. u,Fipn o No t.oat Sd:., UT-S LL(-• Firm 171)6+.iG Wo Io5D9 WE 17.n' �'c.'' 3 0-Z i.Vk 5 ILLetVND Wtk €v3� _ 1 Den,A,t- 011'11UTA cleo4.3 Phone (47-5) 70r- pro,3 Phone 2.5 3-66,1- 4000 Developed Site: Acres 2 57 Number of lots 2 Number of detention facilities on site: Number of infiltration facilities on site: ponds Note ponds tvOkte vaults vaults tangy tanks Flow control provided in regional facility(give location) L AILE'3 Ll1u c I-WEST CAN Po S No flow control required Dus(ie Exemption=mbar Downstream Drainage Basins Immediate Ma'or Basin Basin A LA1GE d 3 1 LI l.E'605- Basin B Basin iC .._... 1 Basin D Number 8.type of water quality facilities on site: biofltration Swale(reguterfwet!or _____sands (basic or large?) continuous inflow?) sand filter,linear(basic or large?) • combined detention/WQ pond sand filter vault(basic or large?) (WQ portion basic or large?) combined detenticnfwetvault stormwater wetland compost filter (basic or large?) -- filter snip wetvault flow dispersion farm management plan landscape manasentorg plan oil/water separator(baffle or coalescing plate?) etch basin its:Manufacturer • pre-settling pond pie-settling structure:Mangy V o2'i`tit flow splitter catelibasin DESIGN INFORMATION INDIVIDUAL.BASIN A B C I� Water Quality design flow a,Tr7 cfs_ _Water Quality treated volume or wetpond Yr 1998 SurfaceWater I3ugn Manual911 /93 KING COUNTY, WASHINGTON, SURFACE WATER DESIGN MANUAL DESIGN TOTAL i OR. S:rION,c t`d INDIVIDUAL BASIN Drainage has-kW 1111111111111111111111111ENIE B Ong area Waite area . ' T.PeofS +�: e.F•:.«" 1 i hire Store:e Volume _ EG-iaacic Predevelo.-4 �� ate 30- ea �I�IIIIII11f 11��a�II �1111g111■IIII � "- -er T e of rsbrictor /V bR/C Size of ' trjR No. Nall 1.1111111.11111111111111111111111111. IWW CONTROL&WATER QUALITY FACILITY suivnway SHEET SKETCH All detention,infiltration and water quality facilities must include a sketch per the following criteria: 1. Heading for the drawings should be located at the tap of die sketch(top right-hand corner). T .heading should • North arrow up or w left) D9# • Plat name or short plat number •Address(nearest) • Date drawn(or updated) •Thomas Broom page grid number 2. Label CBs and:ems with the plan and profile designation. Label the control structure in writing or abbreviate with C.S. Indicate which structures prvvide spill control 3. Pipes--indicate: Pipe size Pipe length Flow direction Use s single heavyweight line 4. Tanks—use a double,heavyweight line and indicate size(diameter) 5. Access roads • Outline the limits of the road • FIB the outline with dots if the road is gravel Label in writing if another surface. 6. Other Standard Symbols: • Bollards:• N•* • ■ i • Rip rap t?Qt3 Fences• ._x---x---x,.X.� ---x--- Ditches 7. Label trash racks in writing S. Label all streets with the actual street sign designation. If you don't know the actual street name,consult the plat map. 9. Include emits and lot lines or tract limits when possible. 10. Arrange all the labeling or writing to read from left to right or from bottom to top reference to a properly oriented heading. with 1 I. Indicate driveways or features that may impact access,nmintenance or replacement. Sf1I98 2 1998 Surface Water Design Manual IX. EROSION/SEDIMENTATION CONTROL DESIGN Erosion Control BMP's shall consist of a rock construction entrance,silt fencing and temporary silt traps and/or sedimentation ponds. c(i oF re€t •LoPi P(L L- _S p f K �1 c-v VE,.srflx.( 2-L1 .5,0off PEAL PLOW Ole-VC-up,ue)= I.(91 Cr3 LeMA = z.S 4u16..) z. .? 43 4„ :, pW &GC.S Witt 449(5:-twDl)' (>, p!s P-ic- 3G1z J/Ol4-. tllc,ic� /� I--u-ua $4 = S z/VS ) CPL = 1-(oZGP l!J cti lid:I: : y 5 .: D.0ODSt,f-fce, 5e -qm') N r, GIDGt 62.41ni CIu> n CD n F'o Z- Cq-rert. 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N jr O U Q »v v. - N '-' t . *� 2 .. ,0 U m U U d ° j v - ° Y U r Q Q N ' - . E • Y n »' L in aZ w,_ H N . r Cl d After Recording return to: DECLARATION OF COVENANT IN CONSIDERATIONof the approved King County ._._._ permit for application No. relating to real property described as follows: The undersigned as moo(s), declares that the above described property is hereby subject to an easement .for a natural or constructedconveyance system and hereby dedicates, covenants and agrees as follows: 1. King County shall have the right to ingress and egress over those portions not contained in Exhibit"A"to access such easement area for inspection of and to reasonably monitor the performance, operational flows, or deers in accordance with and [as presented in King County Code Section 9.04.1:201 2. If King County determines that maintenance or repair work is required to be done to the system, the Manager of the Water and Land Resources Division of the King County Department of Natural Resources shall give notice of the specific maintenance and/or repair work required pursuant to KC.0 9.04.034 The M ger shall also t a reasonable time in which such work is to be completed by the Grantor(s), its heirs or assigns.�. If the above required maintenance I or repair is not completed with the time set by the Manager, the County may perform the required maintenance or repair. Written notice will be sent to the Grantor(s)stating the County's intention to perform such maintenance. Maintenance work will not ice until at least seven(7) days Y after such notice is mailed. r within the sole discretion of the Water and Land Resources Division Manager, there exists an imminent or present danger, said seven (7) day notice period will be waived and maintenance and/or repair work will begin immediately. 3. If at any time Xing County reasonably determines that any existing retention/detention system creates any of the conditions listed in K.C.C. 9.04.030 and herein incorporated by reference, the Water and Land Resources Division Manager may take measures specified therein. 4. The Grantor(s) shall assume all responsibility for the cost of any maintenance and for repairs to the system. Such responsibility shall include reimbursement to the County within thirty (30) days of the receipt of the invoice for any such work performed. Overdue a p ymetnts will require payment of interest at the=me legal rate as liquidated damages. If legal action ensues, the prevailing party is entitled to costs or fees 5. The Grantor(s)is(are)hereby required to obtain written approval from the Water and Land Resources Division Manager of the Ring County Department of Natural Resources prior to filling, piping, cutting, or removing vegetation(except in routine landscape maintenance) in open vegetated drainage facilities (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the drainage facilities contained within said drainage easement. Any notice or consent required to be given or otherwise provided for by the provisions of this Agreement shall be effective upon personal delivery, or three (3) days after mailing by Certified Mail, return receipt requested. 2 6. This agreement constitutes the entire agreement between the parties, and supercedes all prior discussions,negotiations,and all agreenwins whatsoever whether oral or written. This covenant is intended to protect the value and desirability of the real property described above, and shall ire to the benefit of all the citizens of lung County, and shall be binding on all heirs, successors and assigns. OWNER. OWNER, STATE OF WASHINGTON) COUNTY OP KING )ss. Gn this day personally appeared before me: described in and who executed the withinand to me known to be the individual(s) . foregoes instalme t and acknowledged that they signed the same as their free and voluntary act and deed,for the uses and purposes therein stated. Given under my hand and official seal this day of t . NOTARY PUBLIC in and for the State of Washington,residing at My Commission Expires: 3 After Recording return to: DRAINAGE EASEMENT For a valuable consideration, receipt of which is hereby acknowledged,the GRANTOR(s), the owner(s)in fee of that certain parcel of land,descnIed as follows: hereby grant and convey a(an) ) easement(attached and inc orporated as Exhibit"A")to ring County,a pole subdivision of the State of Washington, (GRANTEE)for the purpose of conveying, storing, manning and facilitating storm and surface water per an engineering plan approved by King County for the project known as: together with the rightfor ring County to reasonably ingress and egress to) enter said drainage easement for the purpose of inspecting, operating, maintaining. repairing and improving the i drainage facilities contained herein. Note that except for fealties which have been formally accepted for maintenance by King County, maintenance of drainer facilities on private property is the responsibility of the property owner. The GRANTOR® of said parcel is (are) required to obtain prior written approval from the Water and Land Resources Division of the 'King County Department of Natural Resources prior to filling, piping cutting or removing vegetation (except for routine landscape maintenance such as lawn mowing) in open vegetated drainage:ties (such as swales, channels, ditches, ponds, etc.), or performing any alterations or modifications to the drainage facilities, cowed within said drainage easement. This easement is intended to facilitate reasonable access to the drainage facilities. It is binding upon the GRA.NTOR(s), its heirs, successors and ate. GRANTOR GRANTOR 2 STATE OF WASHINGTON) COUNTY OF ICING )ss. On this day personally appeared before me: to me known to be the individual(s) described in and who executed the within and foregoing instrument and acknowledged that they ( signed the same as their free and voluntary act and deed for the uses and purposes therein stated. Given under my hand and official seal this day of 199 . ---- NOTARY PUBLIC in and for the State of Washington,residing at My Commission Expires: 3 XL MAINTENANCE AND OPERATIONS MANUAL 1 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.5-CATCH BASINS Maintenance Defect Conditions When Maintenance is Needed Component Results Expected When Maintenance is performed General Trash&Debris Trash or debris of more than 1/2 cubic foot which is No Trash or debris located (Includes Sediment) located immediately in front of the catch basin Immediately in front of catch opening or is blocking capacity of the basin by basin opening. more than 10% Trash or debris(in the basin)that exceeds 1/3 the No trash or debris In the catch depth from the bottom of basin to invert the lowest basin. pipe into or out of the basin. Trash or debris In any inlet or outlet pipe blocking Inlet and outlet pipes free of more than 1/3 of its height trash or debris. Dead animals or vegetation that could generate No dead animals or vegetation odors that could cause complaints or dangerous present within the catch basin. gases(e.g.,methane). Deposits of garbage exceeding f cubic foot in No condition present which volume would attract or support the breeding of Insects or rodents. Structure Damage to Corner of frame extends more than 3/4 inch past Frame is even with curb. Frame and/or Top Slab curb face into the street Of applicable). Top slab has holes larger than 2 square inches or Top slab is free of holes and cracks wider than 1/4 inch(intent Is to make sure cracks. all material is naming into basin). Frame not sitting flush on top slab,i.e.,separation Frame is sitting flush on top of more than 3/4 inch Other frame from the top slab. slab. Cracks in Basin Walls/ Cracks wider than 1/2 inch and longer than 3 feet, Basin replaced or repaired to Bottom any evidence of soil particles entering catch basin design standards. through cracks,or maintenance person judges that structure Is unsound. Cracks wider than 1/2 inch and longer than 1 foot No cracks more than 1/4 inch at the joint of any inlet/outlet pipe or any evidence wide at the joint of inlet/outlet of soil particles entering catch basin through pipe. cracks. Sediment/ Basin has settled more than 1 Inch or has rotated Basin replaced or repaired to Misalignment more than 2 inches out of alignment design standards. 1998 Surface Water Design Manual 9/1/98 A-S APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.5-CATCH BASINS(CONTINUED) Maintenance Defect Conditions When Maintenance is Needed Component Results Expected When Maintenance is performed Fire Hazard Presence of chemicals such as natural gas,oil and No flammable chemicals gasoline, present. Vegetation Vegetation growing across and blocking more than tNove on blocking opening 10%of the basin opening. o basin. Vegetation growing in inlet/outlet pipe joints that is No vegetation or root growth more than six inches tall and less than six inches present. apart. Pollution Nonflammable chemicals of more than 1/2 cubic foot No pollution present other than per three feet of basin length. surface film. Catch Basin Cover Cover Not in Place' Cover is missing or only partially in place.Any open Catch basin cover is dosed catch basin requires maintenance. Locking Mechanism Mechanism cannot be opened by on maintenance Mechanism opens with proper Not Working person with proper tools.Bolts Into frame have less tools. than 1/2 inch of thread. Cover Difficult to One maintenance person cannot remove lid after Cover can be removed by one Remove applying Bo its,of left:Intent is keep cover from maintenance person. sealing off access to maintenance. Ladder Ladder Rungs Ladder is unsafe due to missing rungs,misalignment, Ladder meets design standards Unsafe rust,cracks,or sharp edges. and allows maintenance person Metal Grates safe access. M(If Applicable) Grate with opening wider than 7/8 inch. Grate opening meets design standards. Trash and Debris Trash and debris that is blocking more than 20%of Grate free of trash and debris. grate surface. DamagedMor Grate missing or broken member(s)of the grate. Grate is In place and meets design standards. NO.6 DEBRIS BARRIERS(E.G.,TRASH RACKS) Maintenance Defect Condition When Maintenance is Needed Results Expected When. Components Maintenance is Performed. General Trash and Debris Trash or debris that is plugging more than 20%of Barrier dear to receive capacity the openings in the barrier. tow. • Metal Damaged/Missing Bars are bent out of shape more than 3 inches. Bars In place with no bends more Bars. than 3/4 inch. Bars are missing or entire barrier missing. Bars in place according to design. Bars are loose and rust Is causing 50%deterioration Repair or replace barrier to• to any part of barrier. design standards. 9/I/98 1998 Surface Water Design Manual A-6 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO. 10-CONVEYANCE SYSTEMS(PIPES&DITCHES) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance Is Performed Pipes Sediment&Debris Accumulated sediment that exceeds 20%of the Pipe cleaned of all sediment diameter of the pipe. and debris. Vegetation Vegetation that reduces free movement of water All vegetation removed so water through Pipes- flows freely through pipes. Damaged Protective coating is damaged;rust is causing Pipe repaired or replaced. more than 50%deterioration to any part of pipe. My dent that decreases the cross section area of Pipe repaired or replaced. Ace by more than 20%. Open Ditches Trash&Debris Trash and debris exceeds 1 cubic foot per 1,000 Trash and debris cleared from square feet of ditch and slopes ditches. Sediment Accumulated sediment that exceeds 20%of the Ditch cleaned/flushed of all design depth. sediment and debris so that it matches design. Vegetation Vegetation that reduces free movement of water Water flows freely through through ditches, ditches. Erosion Damage to See"Ponds"Standard No. 1 See"Ponds'Standard No.1 Slopes Rock Lining Out of Maintenance person can see native soil beneath Replace rocks to design Place or Missing(If the rock lining, standards. Applicable). Catch Basins See"Catch Basins:Standard No.5 See"Catch Basins°Standard No 5 Debris Barriers See"Debris Barriers"Standard No.6 See"Debris Barriers'Standard (e.g.,Trash Rack) No.6 NO.11 -GROUNDS(LANDSCAPING) Maintenance Defect Conditions When Maintenance is Needed Results Expected When Component Maintenance is Performed General Weeds Weeds growing in more than 20%of the landscaped Weeds present in less than 5% (Nonpoisonous) area(trees and shrubs only), of the landscaped Safety Hazard Any presence of poison ivy or other poisonous No poisonous vegetation vegetation. present in landscaped area. Trash or Litter Paper,cans,bottles,totaling more than 1 cubic foot Area clear of litter. • within a landscaped'area(trees and shrubs only)of 1,000 square feet Trees and Shrubs Damaged Limbs or parts of trees or shrubs that are spilt or Trees and shrubs with less than broken which affect more than 25%of the total 5%of total foliage with split or foliage of the tree or shrub. broken limbs. Trees or shrubs that have been blown down or Tree or shrub in place free of knocked over, injury. Trees or shrubs which are not adequately supported Tree or shrub in place and or are leaning over,causing exposure of the roots. adequately supported;remove any dead or diseased trees. 1998 Surface Water Design Manual 9/1/98 A-9 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NCO. 13-WATER QUALITY FACILITIES(CONTINUED, F.)Leaf Compost Filters Maintenance Defect . Conditions When Maintenance Is Needed Results Expected When Component Maintenance is Performed Above Ground Sediment Sediment depth exceeds 0.25-inches. No sediment deposits on fabric Open Swale accumulation on Geo- layer which would impede Textile/media permeability of the fabric. Trash and debris Trash and debris accumulated an compost filter Trash and debris removed from accumulations bed. rorripostfitter bed. Sediment/debris in When the yard drain CB's and clean-outs become Remove the accumulated drain/yard drains! full of sediment and/or debris. material from the facility. • clean-outs. Vegetation Vegetation impending flow through section,or Vegetation Is mowed or encroaching into compost media. eradicated such that flow is no longer Impeded. Leaf Compost Media Drawdown of waterthrough the leaf compost, Replace media with new to fakes longer than 12-hours,andf or flow through design specifications,in addition the overflow pipes occurs fre4venyY• to replacing fabric. Short-Circuiting When Channeled flow occurs over the leaf media; Flow is uniform over the entire and where flow perks through the media at the width of the media section,and battles. concentrated percolation does not occur at the baffle walls. Media needs to be graded and reset at the baffles to form a seal.Weir plate may need to be adjusted in addition. Erosion Damage to Eroded damage over 2-inches deep where cause Slopes should be stabilized by Slopes of damage is prevalent or potential for continued is prevalent. using g proper erosion controlmeasursts. Damaged Geo-Textile When fabric is tom,deteriorated,raveled,etc. Fabric replaced as necessary. Fabric. Rock Pad Missing or Soil beneath the pad Is visible. Replace or rebuild the rock pad out of place to design standards. Damaged Pipes Any part of the pipe system that is crushed, Pipe repaired or replaced. damage due to corrosion,and/or settlement V-Notch Weir Flow is not being uniformly spread over filter Clean,repair or replace the weir Assemblies media. systems. Below Ground Sediment Sediment depth exceeds 0.25-Inches. No sediment deposits on fabric Vault Accumulation on Geo- layer which would impede Textile/Media. permeability of the fabric and compost media. Sediment Sediment depth exceeds 6-inches in first chamber. No sediment deposits in vault Accumulation in Vault bottom of first chamber. • Trash/Debris Trash and debris accumulated on compost fitter Trash and debris removed from Accumulation bed. the compost fitter bed. • Sediment in Drain When drain pipes,clean-outs,yard drains become Remove the accumulated Pipes!Yard Drains/ full with sediment and/or debris. material from the facilities. Clean-Outs 9/1/98 1998 Surface Water Design Manual A16_ +� w 3 APPENDIX A MAINTENANCE STANDARDS FOR PRIVATELY MAINTAINED DRAINAGE FACILITIES NO.13-WATER QUALITY FACILITIES(CONTiFNUED) F.)Leaf Compost Filter(Continued) Maintenance Defect Condition When Maintenance is Needed Results Expected When Component Maintenance is Performed • Below Ground Leaf Compost Media Drawdown of water through the leaf compost,takes Replace media with new longer than 12-hours,and/or overflow occurs compost to specifications,in frequently. addition to replacing fabric. Short Circuiting When seepage occurs along the vault wall and Percolation of water occurs corners occur. along the walls and corners and not through the media section. Media needs to be re-set along the vault waif and corners to form a semi-seat. Plugged/Damaged Flow tends to backup unusually high in the first Clean out the elbow fittings and/ Elbows chamber of the vault or replace if damaged. Damaged Geo-Textile Fabric is torn,deteriorated,raveled,etc. Fabric replaced as necessary. Fabric • Rock Pad Missing or Soil beneath the pad is visible. Replace or rebuild the rock pad Out of Place to design standards. Damaged Pipes Any part of the pipes that are crushed,damaged Pipe repaired and/or replaced. due to corrosion and/or settlement. Access Cover Cover cannot be opened,one person Cannot open Cover repaired to proper Damaged/Not the cover,corrosion/deformation of cover. working specifications or Working replaced. V-Notch Weir Flow does not spread uniformly over filter media by Clean,repair and/or replace the Assemblies weir section. - weir plate section,or adjust height Vault Structure Cracks wider than 1/2-inch and any evidence of soil Vault replaced or repaired to Includes Cracks in particles entering the structure through the cracks, design specifications. Wall,Bottom, or maintenance/inspection personnel determines Damage to Frame that the vault Is not structurally sound. and/or Top Slab Baffles Baffles corroding,cracking warping,and/or showing Repair or replace baffles to signs of failure as determined by maintenance/ specification. inspection person. Access Ladder Ladder is corroded or deteriorated,not functioning Ladder replaced or repaired and Damaged property,missing rungs,cracks,and misaligned. meets specifications,and is • safe to use as determined by Inspection personnel. Cracks wider than 1/2-inch at the joint of any No cracks more than 1/4-inch inletroutlet pipe or any evidence of soil pardcles wide at the joint of the inlet/ entering the vault through the walls. outlet pipe. 1998 Surface Water Design Manual 9/1/98 • A-17 XII APPENDIX III { EXHIBIT PAGE OF PARAGON TRADE BRANDS INC. LEVEL 1 - DOWNSTREAM ANALYSTS Prepared For: QUADRANT • Prepared By: ESM Inc. 34004 9th Avenue South Federal Way, WA 98003 Project No. 191-13-921-001 May 1993 • PARAGON TRADE BRANDS INC. LEVEL 1 - DOWNSTREAM ANALYSIS Existing.Conditions: The Paragon project site contains 5.8 acres and is located in the West Campus region of Federal Way. The site lies between.South 333rd Street and South 334th Street and to the west of 8tir Avenue South_ The existing.5.8 acres are forested with light ground cover. Site topography ranges from a high elevation of 352 to a low elevation of 326 in the southwest corner of the project. This parcel does not have upstream tributary.drainage areas. The roadways surrounding the project site intercept stormwater runoff with a closed drainage system to West Campus Retention Lake#3. Proposed Conditions: The developed Paragon site will consists of approximately 2.15 acres of landscape area and 3.65 acres of building and parking area. A closed drainage system will be designed for the developed site. The site drainage system will connect into the existing stormwater system located in South 334th Street. Lake#3 serves as a retention/detention system for this area of West Campus. A biofiltration swale will be provided on site to treat the runoff from a 2 year/24 hour storm event. In March 1991,Bush, Roed&Hutchings, Inc. (BRH)completed a Technical Information Report for West Campus Retention Lake#1. -Retention/detention Lakes#3 and#2 flow into Lake#1. As we understand it, this report has been accepted by the City of Federal Way and will be referenced in this report. Any portions of the report that we reference will be copied in the Appendix for reviewing purposes. For our analysis, we will provide data to indicate that the development of the Paragon project will not adversely impact Lake#3. The Paragon site was considered part of the Lake#3 Drainage Basin according to the BRH report In our calculations,Lake#3 Basin was reduced to 220.3 acres(226.1 - 5.8)with the same time of concentration and CN values as originally calculated. The stormwater runoff was calculated for the existing conditions on the Paragon site. The existing site runoffwas combined with the Lake#3 Basin and then routed through the lake. Please refer to the Drainage Summary Table. The stormwater runoff was also calculated for the developed Paragon site conditions. The developed site runoff was then combined with the Lake#3 basin and routed through the lake. Please refer to the Drainage Summary Table and the following sections for more. detail data. Summary • It is our understanding that the improvements proposed to Lake.#1 are for the:purpose of allowing.development of properties upstream without additional on site detention: Therefore; our analysis focuses on the impact to Lake#3 assuming.Paragon at full development Lake#3 staged.0.03' and 0.13'higher under developed conditions for the Paragon site for the-2 and 100 year storms respectively. Discharge flow from Lake#3 increases 1.14 cis. and 0.33 c.£s. for the 2 and 100 year storms respectively. These.numbers indicate a rnini*na1 impact on the existing West Campus drainage system from the Paragon development ESM did preliminary survey work in the area south of Lake#3. Our information is based on data provided by BRH for the invert of the discharge pipe at Lake#3 of 299.93 feet. The catch basin grate at the lowest point of the parking lot was at elevation 307.6. The lowest structure was a mechanical room in the real estate office building at an elevation of 308.2 feet. Our calculations indicate that Lake#3 will stage to 306.34 feet during a 100 year/24 hour storm event with the.Paragon site developed. In summary, we do not feel the development of the 5.8 acres for Paragon will have a negative impact on Lake#3 nor structures surrounding the lake.. A quarter mile downstream analysis takes us approximately to 1st Way South and South 336th Street. Both the 30" and 36" pipe below Lake#3 are flowing above capacity at stated in the.BRH report BRH has addressed the issue of the existing conveyance system on pages 65 and 69 of their report These pages are included in the Appendix for you. reference: The drainage reports from both BRH and ESM were calculated using the WaterWorks hydrology computer program. I I Prepared by ESM Inc. Project No. 191-13-921 3-17-93 I DRAINAGE SUMMARY TABLE Paragon Paragon Lake#3 Pre-Developed Developed Drainage Basin Basin - Basin (c£s.) (220.3 Ac) (cis.)(5.8 Ac) (cis.) (5.8 Ac) 2 yr/24 hr 39.19- 0.14 2.03 10 yr/24 hr 62.03 0.41 3.14 100 yr/24 hr 95.01 1.13 4.72. Lake#3 Basin& Lake#3 Basin& Pre-Dev. Paragon Developed Paragon (c.fs.) (226.1 Ac) . (cis.) (226.1 Ac) Increase• 2 yr/24 hr 39.25 40.68 3.6 10 yr/24 hr 62.44 64.46 3.2 100 yr/24 hr 96.15 98.87 2.8 Pre-Dev. Dev. Routed Routed Through Through Lake Stage Lake Stage Increase (c.£s.) (elev.) (cis.) (elev.) (feet) 2 yr/24 hr 23.64 302.36 24.78 302.39 0.03 10 yr/24 hr 29.65 303.65 29.93 303.74 0.09 100 yr/24 hr 36.99 306.21 37.32 306.34 0.13 TECHNICAL INFORMATION REPORT • • FOR • WEST CAMPUS' RETENTION LAKE NO. 1 LOCATED AT 9TH AVENUE SOUTH FEDERAL WAY, WASHINGTON FOR QUADRANT CORPORATION BY BUSH, ROED & HITCHINGS, INC. 2009 MINOR AVENUE EAST SEATTLE, WA 98102 (206) 323-4144 MARCH 1, 1991 BRH JOB NO. 90363 .01 ENG 34A • ReviSe d Nov.Swr 2111.1 REvts t,,, •25, t'I I I ©cc.. HA n£;:,LlQ �, Age_uts‘a d Angus-} 30, igg3 • ® eaceNza3 `' . 2r5 6,d L9 A, A; -• <➢ ®�®bC�a ✓ k u \` LL PROJECT OVERVIEW THIS PROJECT INVOLVES THE UPGRADING AND IMPROVEMENTS OF RETENTION LAKE NO. 1 WHICH IS SITUATED WITHIN WEST CAMPUS BUSINESS PARK BETWEEN SOUTH 336TH STREET AND SOUTH 344TH STREET, AND BETWEEN FIRST AVENUE SOUTH AND NINTH AVENUE SOUTH. FORMERLY LOCATED WITHIN KING COUNTY, THE SITE IS NOW LOCATED IN THE CITY OF FEDERAL WAY. THE ORIGINAL MASTER DRAINAGE STUDY FOR THE WEST CAMPUS PROJECT WAS DONE IN 1972 BY STEPAN AND ASSOCIATES (SEE APPENDIX) . THIS STUDY ACCOUNTED FOR A 500+ ACRE DRAINAGE BASIN WHICH FLOWS TO RETENTION LAKE NO. 1. UPON FIELD INVESTIGATIONS THIS BASIN HAS BEEN INCREASED TO INCLUDE ADDITIONAL AREA?AND 20% OF AN OVERFLOW CONDITION FROM aANOTHER BASIN, RESULTING IN A TOTAL AREA OF APPROXIMATELY 600 ACRES. THIS AREA, APPROXIMATELY ONE-HALF OF WHICH IS UPSTREAM TO THE WEST CAMPUS PROJECT, IS CONVEYED THROUGH THREE OTHER LAKES BEFORE REACHING RETENTION LAKE NO. 1 (SEE EXISTING CONDITIONS AND TRIBUTARY AREA MAP) . THE MASTER DRAINAGE STUDY, OBVIOUSLY, WAS PREPARED BASED ON THE SITE CONDITIONS AND GOVERNMENT REGULATIONS OF THAT TIME. SEVERAL CHANGES HAVE TAKEN PLACE TO THIS AREA SINCE 1972. ROADS, INCLUDING SOUTH 320TH STREET, AS WELL AS RESIDENTIAL AND COMMERCIAL DEVELOPMENT, HAVE CHANGED THE HYDRAULIC CHARACTERISTICS AND DRAINAGE PATTERNS. EQUALLY AS IMPORTANT IS THAT THE SITE NOW LIES WITHIN THE CITY OF FEDERAL WAY. THE CITY HAS ADOPTED THE 1990 SURFACE WATER DESIGN MANUAL OF KING COUNTY FOR DESIGN PURPOSES OF STORM WATER REGULATIONS. IN LIEU OF UPGRADING THE ENTIRE DRAINAGE BASIN TO THESE NEW STANDARDS, IT WAS RESOLVED TO ANALYZE THE DEVELOPMENT OF WEST CAMPUS, ITSELF, WITH CONSIDERATION TO THE UPSTREAM DRAINAGE. THIS WAS DONE BY COMPARING THE PRE-EXISTING CONDITION OF WEST CAMPUS, AS IF IT WERE FULLY WOODED AND THERE WERE NO DEVELOPMENT, VERSUS THE FULLY DEVELOPED CONDITION, AS IF ALL PARCELS WITHIN WEST CAMPUS HAD BEEN DEVELOPED. THE UPSTREAM OFF-SITE AREA WOULD BE ANALYZED AS IT IS TODAY. IN OTHER WORDS, ALL EXISTING AND FUTURE DEVELOPMENT WITHIN WEST CAMPUS, INCLUDING THE SCHOOL DISTRICT PROPERTY (CAMPUS GLEN) , WHICH FLOWS TO RETENTION LAKE NO. 1 IS ACCOUNTED FOR IN THE RETROFIT LAKE, AND ALL UNDEVELOPED PARCELS LYING OUTSIDE OF WEST CAMPUS, BUT WITHIN LAKE #1 BASIN, WILL REQUIRE ITS OWN DETENTION SYSTEM (SEE EXHIBIT MAP) . MORE SPECIFICALLY, THE CHARACTERISTICS OF RETENTION LAKE NO. 1 WILL BE MODIFIED TO REFLECT THE ABOVE CONDITIONS. THE MAXIMUM WATER SURFACE WILL RISE CREATING THE NEED FOR A STRUCTURAL WALL ALONG THE Q EAST SIDE OF THE LAKE. IMPACTS TO ALL ADJACENT BUILDINGS HAVE BEEN CHECKED FOR POTENTIAL FLOODING. ALSO A RESTRICTOR VAULT WILL BE PLACED AT THE OUTLET FROM THE LAKE TO REGULATE THE WATER SURFACE AND THE RATE OF FLOW LEAVING THE LAKE. FINALLY, A BACKWATER ANALYSIS HAS DETERMINED THAT THE CONVEYANCE SYSTEM FROM THE ROADS TO THE PONDS WILL NOT SIGNIFICANTLY IMPACT THE DRAINAGE CHARACTERISTICS DUE TO THE INCREASE IN WATER LEVEL. Sea-Tac Village , 3 320TH STREET Q D 0 x s . ElSea-Tac Mall > Century Metro = \\00Q • Square ❑ Parka Ride ^a 1 Office Park A ' I Granville Court Federal Way District Court © Forest Park G\� ....)._/ O Westhill Court 7 O Cascadlan 900 NORTH / 0 Tenth Place Bldg. Weyerhaeuser . 7 ABAM Bldg. 0 Technology i�r. I o 0 Paashington rk Center Education Association \"' Center Park Center II 40 s. m United Pacific Insurance Z N W ® The WRECO Bidg. O7......r-'' F ® E.F.Hutton Bldg. 2 ID 33530 First Way South Bldg. r - = 0 -Campus Square m to The Wail Street Journal Office Par m Olympic Center = �� ' 'D Agency Center e 's 0 —Crestmark 350 •� North "� m n 2 Northmark Bldg. a Leke ' a Westside Center /\ 0 " I Virginia Mason South d /Q474 '- Curtin Matheson . :4 Windermere Real Estate ;,,,_ ,�A„ e, Quad Professional 1 ,; tig fn.t. -*- Medical Bldg. Ca■■lea Q- 0—Weyerhaeuser-Tacoma f 2 11.�s. Credit Union / ttt k, -a' --it , i .\,,,____} 1111'© ' . Business Park ( o • ` us:, 0 All Services Bldg. f O� a Business c The aF hae '1 (\l c Weyerhaeuser R&D rum �''��'��. L Park 0 Ninth Avenue Center �� --- 0 Pioneer Business Forms m _ niI f Campus Park W 0 Deluxe Check _ I■ Elk's State Association � W HDB Bldg. rr O I 0 Rhodes& Fullaway e0■ : i :er erhaeuer1dquartrs�� 0 W/ P_ /' IP w Q S k``f © First interstate Bank _ moo. / W ©% yti Bellevue .1 a 4 ilium._ 4,3A �i Seattle No.m i!Va ea Metro \ /A Renton / Park a Ride .�eMr�iort L EXHIBIT MAP_ e, �Federal... Kent RETENTION LAKE NO. 1_ ,, C :LOPED PARCEL AS OF 7/1/91 SUB—CATCHMENT Auburn ♦ We • .3 Tac.•a Puyallup VICINITY MAP•.--• SW 320TH STREET '40iiii a=,;.' *littoo; ,„,- 11,a4lial 11(.4- • L...1 in _ z. .94M7b!irdlert t I I)11 i I. -- c2,1 , , , * M-Ad ra'.:0„;;;,....,-, 1 imii-mi la*02. :1..=\rim maw aro , • A. i �.� `p.IN ':: C ��C''- r(-5��1 � <,• !/ .r n >i . lq'j:: _I a . ,.,E l�,- «.! Group Health• • '�.. r,El �•,+'1! m a••� t� �, �� tr / Medical Center Is t IT*�. i•z `'4r1 _�♦Iy��1igZ• I Iki Ir—� c.mpa.l Green ! .r o f , , • iiiew < Hallmark Manor 1.11 it s �I� ••i3:;•y,Z'• • Bchool "l`- !• *abridge Learning Ctr �a �i �•• �.. is •; . -WI! /�+'1 .g53•:vs.BZ District ' „• g, CampMS W•O•S e. - �t�two r ribLIIM ..i�.�.`}S'?a . is :■�:,� •.111.4a. .ot 2 (EN L i t e I!�` / School 4j_ ;� �o ,�:.h� :�.W,y.. '��, �, t�■■, -0- 11„11 i.., - 4A �•a N .'Jr', Oulet Forest * v„t,-:.:-; / 19 y, �� • gip6 lam.s ? f 1 i,1 i'; `3 ' '.:_ �. .i fir" 1 a'.i, lift,�,,..0 / qg ��/ �` in Itqt`tiu!14inrt r • estridg- s: ';��-� �/��.■.. his'• ~'�t 3 I / I\ ,Aytiitlq�I1{�1u�untngt! - y.', ,i • , •.. 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Westboro r _n I�lthlnN `;(hyY" F 1 4,'.f 3 P.,I,T .x.. 11 +t6 iIP ♦ S'v a} �gen'. hr y,a.s,? / � f11� lay] Lit. ♦ e � , / School , . r,s -, / `� ►\`Mies* w,r 'h / District N e P.X�i Y',�' i♦/ "I •`,:1 :.� • �a, 1 n e lish Gardens 3, si i':t .. =t e•: \\.c,_,,,, ° �Y+* l ` '.... t e;.. r �• Ott,)i i 3, �`'#4 Sly %►♦`�1�♦��♦s >' - r�� ., • -, c `j 4:, lf, j°{, • • / Multi-tem11Y r va :N '11 lift; r'• w `t'!u+r §�,q.Munhfamlly <. 9a P=*0,I� ,�■�11,ap¢ ��'�i,, ,,5..? f''�-gI�♦.�� -a: D• ., / YMCA ••' �a• 5•f` -- 111 •• ��f • ''�' Ar �1v9 1` a Coss West•s ' '( �'Emerald- ` Fe.., '•,O e I.• J� �syti • / /� � �� 'is.-. I M fin,,Q,7;w■13 wI♦< a,y -M KN�..«p R. M BerCla -•PI=Ce � � �,�:2;�. t T • ' �''e. in A ,ii il*4 �.�.vsi School V�� u ,,�`� + t" Multi-fam11Y MM. District i♦ •r 4 a S � ik 1 r� "- _ ` • \ ■ t ,?• "dS - 1•t ♦ D i5t�`i5��it"a n,,° 1 ;—Off cclm _ :. �/ i♦ The Ridge ,J 3,- .f S` , $Te ♦ m b'-,t qrr .�J t �' s 4,-- •,, .Carus asws 1.I . 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'9 St.Francis V WEST CAMPUS s ♦♦. a . . l' ��►� �) • Elem.School , ` C School ♦ ,� �• r Ot'a,�• / Community Hospita S� A Planned Community ' District ♦♦•♦j SNIPE .'a 1� :NZ P,,g Proposed + / ♦ /■■ .t om 1,„ . !,) .+'eS,,t Shopping ° , *Rau�n -• e .' co t., Center e , fJ VOW 44k Cam•u Hi, lands ,464 a ii I� A DEVELOPMENT OF - e'—•••� • ► j,. < L A QUADRANT /�t■� ilj��5 1..�� ►4•/� 'a n 1I2m1,•„•n u.,q,m, �.simic• s. ssl ,a;i''3 THIS PLAN `'"y` •:• la.IVO T tliY • S 346TH STREET IS CONCEPTUAL IN NATURE,AND WHILE IT *c-.F. a MOM l ■P* SCOWSPE ONS USES, DOES NOTESHOW THE EXACT r \��' „' SCOPE OF CONSTRUCTION TO-TAKE PLACE ON ANY '4;• .I ► =�,, �~ PORTION OF THE PROPERTY.THE BUILDINGS,PARKING, -I.' . _ �� AND SITE PLANS MAY BE AMENDED AT ANY TIME BY THE n=1:.��i '_Ille -' DEVELOPER. • IIIII . 41 Ast��• ® DENOTES UNI , Open Space.. •` CN C0.1ck,a oti1 S geS td_QA 0e)49-- oFvw e cL =89 aL u Kv-e 50 t)/o k rvk?cac 4 t ov 5 ("5 5 DI, / �44) . 5 (9b) 5(.60 = 89 Co (r„c"es -D•ye.1e �� — 9 y' CA�aC�tVr � Co+\cbtwrn+n10rnS, 190,SIrteSS2.Sf Ins uS a 9acV--S, _Inurdr) o� SS v rr.e. Gj"�40 rv\terV ttALS LU V ___ emu- c_t-7 `1 1 , 0 Y4�.�UmZyt, Hsu me .z-1) z (c)k S q = a 1, 39/ File Basin Hydrograph Storage Discharge Level pool Bush , 2MMMMMMMMMMMMMMMMMMMMMMB 3 3 3Rectangular vault 3 3Trapezoidal basin 3 3Underground pipe 3 3Sto list 3 3Custom file 3 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM 3 CUSTOM STG-STO LIST 3 STORAGE STRUCTURE ID: 3 3NAME: LAKE £3 3INCREMENT: 0. 10 3 3 STAGE STORAGE STAGE STORAGE 31 : 300.00 0.00 6: 307.50 810000 32: 301 .00 60000 7: 310.00 1120000 33: 302.00 175000 8: 0.00 0.00 34: 302.50 213000 9: 0.00 0.00 35: 305.00 525000 10: 0.00 0.00 3 - 3PGUP PGDN F2: VOL F3: GET F6: Delete F10: Exit 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> Available Memory remaining: 114536 bytes Current Data Set Name: D:\WORKS\PRJ2\WCMPF1 (.Lf,PN File Basin Hydrograph Storage Discharge Level pool 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMB 3 INLET CONTROL CULVERT 3 3 DISCHARGE STRUCTURE ID:3 3 3 3 3Name: 30 INCH OUTLET FROM LAKE £3 3 3Diameter ( ft ). : 2.50 Entrance Type 3 3 3Length ( ft ). . . : 220.00 Invert El . ( ft ) • 300.00 3 3Slope ( ft/ft ). : 0.010 Number of Culverts: 1 3 3Mannings n- . . . : 0.0240 Max Ponding Elev. . : 335.00 3 3Tail Water El. : 297.80 Stg-Dis Increment . : 0. 10 3 3 Typical Entrance Types 3 3 1 .CMP - Projecting Edge Ke=.9 3 3 2.CMP/Conc - End Section Ke=.5 3 3 3.CMP Beveled Edge in Headwall Ke=.2 3 3 4.Conc - Sq edge in Headwall Ke=.5 3 3 S.Conc - Projecting Socket Edge Ke=.2 3 3 6.Conc - Socket Edge in Headwall Ke=.2 3 3 7.CMP - Mitered To Slope Ke=.7 3 3 8.CMP - in Headwall Ke=.S 3 3 9.Conc - Projecting Square Edge Ke=.5 3 310.Conc - Beveled Edge in Headwall Ke=.2 3 3F3: Get F6: Delete F10: Exit 3 Avai1TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> Current Data Set Name: D:\WORKS\PRJ2\WCMPFI s t File Basin Hydrograph Storage Discharge Level pool Bush, Roed & Hitchings, Inc 2MMMMMMMMMMMMMMMMMB 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM 3 ROUTING COMPARISON TABLE 3 MATCH INFLOW STO DIS PEAK PEAK OUT 3 DESCRIPTION PEAK PEAK No. No. STG -OUT HYD 3=_=====a =x==xa___a_ca=xa====...aa..=__==cxs = =cssx=cx= 1,fficgr�. 3LAKE WS DEV 100YR 107.30 107.30 4 4 325.96 67.29 7 �J, 5 3LAKE 3 DEV 100YR 79.57 79.57 3 3 308.26 41 .96 9 iboL1ri. • 3LA1E2 DEV 100YR 44.80 44.80 2 2 320.23 20.98 10 3LAKE 1 DEV 100YR 188.56 188.56 1 1 280.34 79.73 15 3 3 3 3 3 3 3 ..i 3 ====______=__=====>Done< =__=_ ____= Press any key to exit TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> Available Memory remaining: 137008 bytes Current Data Set Name: D:\WORKS\PRJ2\WCMPF1 1_©n .t c o 3-e.(o p tt File Basin Hydrograph Storage Discharge Level pool 2MMMMMMMMMMMMMMMMB & Hitchings , Inc 3 31ease 2.0 3Add/subt hydro 3 3Divert flow 3 4MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMB 3 LIST OF HYDROGRAPH VALUES 3 3HYD PEAK PEAK TOTAL HYD PEAK PEAK TOTAL 3 3N0. RATE TIME VOLUME NO. RATE TIME VOLUME 3 3 3 1 107.30 490 63.95 11 88. 13 480 95.51 3 3 2 47.11 470 12.14 12 62.84 480 42.60 3 3 3 44.80 490 26.49 13 150.97 480 138. 11 3 3 4 61 .61 480 20.23 14 188.56 480 151 .09 3 3 5 49. 19 480 16. 12 15 79.73 1010 149.65 3 3 6 37.59 480 12.98 16 3 3 7 67.29 S70 63.47 17 3 3 8 79.57 470 75.60 18 3 3 9 41 .96 920 75.28 19 3 3 10 20.98 670 26.49 20 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> • Available Memory remaining: 137008 bytes Current Data Set Name: D:\WORKS\PRJ2\WCMPF1 I 4..8 File Basin Hydrograph Storage Discharge Level pool 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID E-3 SBUH HYDROGRAPH 3 3DESCRIPTION : ,LAKE 3 100YR DEVELOP 3 3AREA (acres ) 41 .500 RAINFALL CHOICES 3 3RAIN PRECIP ( in) 4. 10 1 . TYPE IA 3 3TIME INTERVAL(min): 10.00 2. TYPE I 3 3TIME OF CONC (min): 1 .50 3. TYPE II 3 3RAINFALL SELECTION: 6 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 5. TYPE 3 3 3BASE FLOW (cfs ) 0.000 G. USER 1 3 3STORM DUR (hrs ) 24.000 7. KC 7 DAY 3 3 8. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 8.500 acres AREA: 33.000 acres 3 3CN : 80.00 CN : 98.00 3 3 3 3 SUMMARY DATA 3 3PEAK HYDROGRAPH TIME: 7.83 hrs 3 3PEAK HYDROGRAPH FLOW: ,47. 1137 cfs 3 3TOTAL HYDROGRAPH VOL: 12.1377 ac-ft 3 3 HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete 3 3 Pgup Pgdn PG:Compute F7: Fe:Method F9:Template F10:Exit 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> File Basin Hydrograph Storage Discharge Level pool 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID E-31 SBUH HYDROGRAPH 3 3DESCRIPTION : LAKE 3/1 100YR DEVELOP 3 3AREA (acres ) 72.000 RAINFALL CHOICES 3 3RAIN PRECIP ( in) : 4. 10 1 . TYPE IA 3 3TIME INTERVAL(min): 10.00 1-PI41, -to j 2. TYPE I 3 3TIME OF CONC (min): 7.80 3. TYPE II 3 3RAINFALL SELECTION: 6 /Ob y/Z csz 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 5. TYPE 3 3 3BASE FLOW (cfs) 0.000 6. USER 1 3 3STORM DUR (hrs ) 24.000 7. KC 7 DAY 3 3 8. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 3AREA: 20.400 acres AREA: 51 .600 acres 3 3CN : 80.00 CN : 98.00 3 3 3 3 SUMMARY DATA 3 3PEAK HYDROGRAPH TIME: 8.00 hrs 3 3PEAK HYDROGRAPH FLOW: 61 .6051 cfs 3 3TOTAL HYDROGRAPH VOL: 20.2307 ac-ft 3 3 HOME END F1 :Find F2:New F3:Get F4:Tc-Calc FS:Delete 3 3 Pgup Pgdn FS:Compute F7: F8:Method F9:Template F10:Exit 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> FILE L M q \ J ACONVEYANCE PIPE ANALYSIS: THE STORM CONVEYANCE SYSTEMS WHICH CARRY RUNOFF TO LAKE 1 WERE ANALYZED SEPARATELY FOR THE 25—YEAR EVENT AND THE 100—YEAR EVENT. (A FIELD SURVEY WAS PREPARED FOR THE MAJOR TRUNK DRAIN LINES IN ORDER TO BE ACCURATE. ) , THE SYSTEM FROM LAKE 3 TO LAKE 1 WAS INVESTIGATED IN FILE"WST'AND THE SYSTEM FROM THE WELL SITE TO LAKE 3 IN FILE "W1% SIMILARLY THE SYSTEM FROM LAKE 2 TO LAKE 1 WAS CHECKED IN FILE*EST; AND FROM THE 42" INTAKE TO LAKE 2 IN FILE"E]. AS STATED EARLIER, THERE IS AN ADDITIONAL AREA NORTH OF SOUTH 320TH STREET WHICH FLOWS INTO THE LAKE AT THE WELL SITE IN AN OVERFLOW CONDITION (SEE PROJECT OVERVIEW) . THIS 72 ACRE AREA OVERFLOWS BY 20% IN THE 100—YEAR EVENT,PER THE CITY OF FEDERAL WAY. FOR THE 25— YEAR EVENT, IT IS ASSUMED THAT THERE IS NO OVERFLOW SO THAT THE 14.4 ACRES (72 X 0.2) IS OMITTED FROM THE CONVEYANCE CALCULATIONS. FOR SIMPLICITY, THIS WAS DONE FOR CONVEYANCE/BACKWATER CALCULATIONS ONLY. NOTE THAT NEW "CN" NUMBERS HAVE BEEN CREATED FOR THIS RUN ALSO. THE RESULTS OF THIS ANALYSIS SHOW THAT THE SYSTEM FROM LAKE 3 TO mom LAKE 1 IS GREATLY UNDER CAPACITY FOR THE 25—YEAR STORM EVENT; 0,1QR HOWEVER, IT IS ALSO GREATLY UNDER CAPACITY IN ITS CURRENT CONDITION — BEFORE ANY FURTHER DEVELOPMENT. THE IMPACT OF THE REMAINING DEVELOPMENTS, WHICH CONTRIBUTE TO THIS SYSTEM, ARE APPROXIMATELY 3 L, CFS. THE PIPE NETWORK, AS IT SITS TODAY, CAN HANDLE APPROXIMATELY 17 CFS, BEFORE OVER—TOPPING, BUT HAS 32 CFS CONTRIBUTING TO IT. 4-1 ', THE SYSTEM LIKELY SPILLS OUT OF THE CATCH BASINS AND FLOW WITHIN THE GUTTER TO THE NEXT CATCH BASIN, SPILLS OUT TO THE NEXT CATCH. BASIN AND CONTINUES UNTIL THE LOW PART OF 1ST WAY SOUTH. THIS LOW POINT IS LOCATED AT THE JUNCTION OF THE SYSTEM THAT TURNS OUT OF } THE ROADWAY AND DISCHARGES TO LAKE 1. (SEE ATTACHED TOPOGRAPHIC MAP ON FOLLOWING SHEET. ) AT THIS POINT WATER OVERLAPS THE CURB AND FLOWS OVER LAND TO LAKE 1 BY WAY OF THE CONVEYANCE SYSTEM ROUTE. THE SYSTEM UPSTREAM OF LAKE 3 IS ADEQUATELY SIZED FOR 25—YEAR STORM AND THE 100—YEAR STORM, SUCH THAT ALL FLOWS ARE CONTAINED WITHIN THE CONVEYANCE SYSTEM. SIMILARLY, THE CONVEYANCE SYSTEM, WHICH DRAINS TO LAKE 1 FROM THE EAST SIDE VIA LAKE 2, CAN CONVEY ALL 25— YEAR FLOWS WITHIN ITS SYSTEM WITHOUT OVERLAPPING. ONLY ONE CATCH BASIN OVERLAPS IN THE 100—YEAR STORM, BUT THE FLOW CONTINUES DOWN TO THE NEXT CATCH BASIN WHICH CAN HANDLE THE FLOW. A BACKWATER ANALYSIS WAS DONE FOR THE PIPE NETWORK LEAVING LAKE NO. 1. RESULTS SHOW THAT DOWNSTREAM SYSTEM CAN HANDLE THE RELEASED FLOWS FROM LAKE NO. 1. LAKE NO. 1 OPERATES UNDER A BACKWATER CONDITION FOR ITS HIGHER FLOW CONDITION, BUT THE DOWNSTREAM SYSTEM IS ADEQUATELY SIZED TO HANDLE ALL OF THE PROPOSED OUTFLOWS. BR}!JOB NO.93063.16/ENG43B i 1 1114111:: 41 I : 6 .. i ~ 111M-' ' 4 4/ *k 1:. �.iltf :fit... �* ' loillk, . . . ,. /'3 . . ,.. .. ,, j:z. . ..v. . war, . ;' .'; r k‘il:114 1% ,,, r' ' . e 1 ",• ` ,is t * e ,y ) a. , ) • r. �' �� ► .40 f ) ram' .. • I -•40100,...,0.. .„ii' k.,. 1 ' •-, '' •- .. - ', #1 Wig. - { 1 �"A.' af.• f .r F n • £ .; g�5 :3/70 - }� ,, • l / • k . ,r.< " ' � . i fs • 'tP >' N. • • `� ; ,\ , • a N . Pik , li; .l_ r .(I, i1 C7 4 `fin "r . ,- ; IX : F�oou to . Psill.. . Niitetple;10.1104 ``' p� s r9 II t ! t;-7. Cnnv am.1 , S\-err\ t-cttvx-3II 0 1�a1c�e. LINE Qact Ocap HT WID HGDN HGUP DNLN INU DN INU UP (AI}l� �`� (cfs ) (cfs ) ( in) ( in) ( ft ) ( ft ) ( ft ) ( ft ) CFT) MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM; L 1 63.95 35.9 36 36 275.05 289.62 End 272.50 277. 15 : 7-0 N114- il 2 62.3 52.0 36 36 290.89 305. 17 1 277. 15 287.08 : 2eiS. 49 . 3 61 . 1 37.6 36 36 306.37 324.41 2 287.08 293.92 : cr1, b"7 4 47.7 29.8 36 36 325.57 335. 15 3 293.92 297.67 : 1 ,1-7 5 35.0 22.9 30 30 335.85 342. 10 4 297.67 300.00 : Lk1/ • 3 1/ : Calc Option = 1 [ Surcharge [ Box [ Circular . Graphics mode = EGA HMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM< 1 ) Screen 2 ) Printer 3 ) Screen plot [PgUp] [PgDn] [Esc] Menu F 1 L e- 903G3,wST I I A 1 1 I IMMMMMMMMMMMMMMMMMMMMMMMMMMMM5 INITIAL CONDITIONS FMMMMMMMMMMMMMMMMMMMMMMMMMMMM; . 1 . RETURN PERIOD (Yr ) = 25 10. OESIGN ALIGNMENT = 1 0. Match Crowns : 2. STARTING HG ( ft ) = 0 1 . Match Inverts • : 3. DESIGN VEL ift/s ) = 3 11 . INLET N-VALUE = .024. . . . : 4. MIN COVER ( ft ) = 2 12. INLET HEIGHT ( in) = 36 • : 5. MIN PIPE SIZE ( in) = 12 : 6. MAX PIPE SIZE ( in) = 36 : 7. STARTING NAT GROUND ELEV ( ft ) = 272.5. . •• : 8. PIPE SIZE OPTION (0 ,1 ,2 ,3) = 0 0. All 1 . Omit 21 in . 2. Omit 27 in 3. Omit 21 & 27 in : 9. ACCUMULATE KNOWN Q's (Y/N) Y HMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM< Change item number: 0. DY to cont IMMMMMMMMMMMMMMMMMMMMMMMMMMMMM INPUT GRAVITY LINE MMMMMMMMMMMMMMMMMMMMMMMMMMMMM; : 1 . LINE ID = 1 .! 1T 4.4. 11 . INVERT ELEV. DOWN = 272.5. . . : : 2. KNOWN Q (cfs ) = 0 12. SLOPE (% ) optional = .9894. . . : : 3. DRAINAGE AREA (ac ) = 6 13. INVERT ELEV. UP = 277. 149. : : 4. RUNOFF COEFF (C) _ .7 14. LINE HEIGHT ( in) = 36 : 5. INLET TIME (min ) = 0 15. LINE WIDTH ( in) = 36 : 6. INLET LENGTH ( ft ) = 0 16. JUNCTION LOSS COEFF = 1 : 7. GUTTER SL. ( ft/ft ) = 0 17. DOWNSTREAM LINE No. = 0 : 8. CROSS SL. ( ft/ft ) = 0 18. CONFL ANGLE (deg) = 0 • • ' : 9. MANNINGS N VALUE = .024. . 19. NAT GRND ELEV ( ft ) = 284. 15. . : -- : 10. LINE LENGTH ( ft ) = 470. . . •• :Line 1 of 5 Starting HG = 0.00 : HMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM< [PgUp] Upstream [PgDn] Downstream [DY] to edit [M] Macro [Esc] to exit I .6:7'2!)''-''' II IMMMMMMMMMMMMMMMMMMMMMMMMMMMMM INPUT GRAVITY LINE MMMMMMMMMMMMMMMMMMMMMMMMMMMMM; I : 1 . LINE ID = 2 A 4\ 11 . INVERT ELEV. DOWN = 277. 149. . • : 2. KNOWN Q (cfs ) = 0 12. SLOPE (% ) optional = 2.0687. . : 3. DRAINAGE AREA (ac ) = 5.4 13. INVERT ELEV. UP = 287.079. : II4. RUNOFF COEFF (C ) = .7 14. LINE HEIGHT ( in) = 36 5. INLET TIME (min) = 0 15. LINE WIDTH ( in) = 36 . • = = 1 6. INLET LENGTH ( ft ) 0 16. JUNCTION LOSS COEFF I : 7. GUTTER SL. ( ft/ft ) = 0 17. DOWNSTREAM LINE No. = 1 : 8. CROSS SL. ( ft/ft ) = 0 18. CONFL ANGLE (deg ) = 90 ' 1 : 9. MANNINGS N VALUE = .024. . 19. NAT GRND ELEV ( ft ) = 295.98. . : 10. LINE LENGTH ( ft ) = 480. . . :Line 2 of 5 Starting HG = 0.00 : HMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM< [PgUp] Upstream [PgDn] Downstream [DY] to edit [M] Macro [Esc ] to exit IIMMMMMMMMMMMMMMMMMMMMMMMMMMMMM INPUT GRAVITY LINE MMMMMMMMMMMMMMMMMMMMMMMMMMMMM; IIIr : 1 . LINE ID = 3. ..': \ -6 i4X 11 . INVERT ELEV. DOWN = 287.079. : ,/, 2. KNOWN Q (cfs ) = 0 12. SLOPE (% ) optional = 1 .0857. . 3. DRAINAGE AREA (ac ) = 32.3 13. INVERT ELEV. UP = 293.92. . : III : 4. RUNOFF COEFF (C ) = .7 14. LINE HEIGHT ( in) = 36 : : 5. INLET TIME (min ) = 0 15. LINE WIDTH ( in ) = 36 • : G. INLET LENGTH ( ft ) = 0 16. JUNCTION LOSS COEFF = 1 ' • 7. GUTTER SL. ( ft/ft ) = 0 17. DOWNSTREAM LINE No. 2 • 8. CROSS SL. ( ft/ft ) = 0 18. CONFL ANGLE (deg) = -25 . • IIIc 9. MANNINGS N VALUE = .024 19. NAT GRND ELEV ( ft ) = 303.67. . : 10. LINE LENGTH (ft ) = 630 111 • :Line 3 of 5 Starting HG = 0.00 : HMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM< EPgUp] Upstream [PgDn] Downstream MY] to edit [M] Macro [Esc] to exit I... . 6.7 IMMMMMMMMMMMMMMMMMMMMMMMMMMMMM INPUT GRAVITY LINE MMMMMMMMMMMMMMMMMMMMMMMMMMMMM; • : 1 . LINE ID = 4 Ar0,A, 11 . INVERT ELEV. DOWN = 293.92. . : 2. KNOWN Q (cfs ) = 0 12. SLOPE (%) optional = .6818. . . : : 3. DRAINAGE AREA (ac ) = 28.3 13. INVERT ELEV. UP = 297.67. . : : 4. RUNOFF COEFF (C) _ .7 14. LINE HEIGHT ( in) = 36 : S. INLET TIME (min ) = 0 15. LINE WIDTH ( in) = 36 : 6. INLET LENGTH ( ft ) = 0 16. JUNCTION LOSS COEFF = 1 • I/ : 7. GUTTER SL. ( ft/ft ) = 0. . . . . 17. DOWNSTREAM LINE No. = 3 : 8. CROSS SL. ( ft/ft ) = 0 18. CONFL ANGLE (deg) = 90 : 9. MANNINGS N VALUE = .024. . 19. NAT GRND ELEV ( ft ) = 321 .47. . : : 10. LINE LENGTH ( ft ) = 550. . . :Line 4 of 5 Starting HG = 0.00 : HMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM< [PgUp] Upstream [PgDn] Downstream [DY'] to edit [M] Macro [Esc] to exit IMMMMMMMMMMMMMMMMMMMMMMMMMMMMM INPUT GRAVITY LINE MMMMMMMMMMMMMMMMMMMMMMMMMMMMM; ►�\ 1 . LINE ID = 5/.`:�. .° ��'„� 1 1 . INVERT ELEV. DOWN = 297.67. . . : 2. KNOWN Q (cfs ) = 35 12. SLOPE (%) optional = 1 .0591 . . : : 3. DRAINAGE AREA ( ac) = 0 13. INVERT ELEV. UP = 300 : 4. RUNOFF COEFF (C ) = 0 14. LINE HEIGHT ( in) = 30 . : 5. INLET TIME (min) - 56.3 15. LINE WIDTH ( in) = 30 : 6. INLET LENGTH ( ft ) = 0 16. JUNCTION LOSS COEFF = 1 7. GUTTER SL. ( ft/ft ) = 0 17. DOWNSTREAM LINE No. = 4 • : 8. CROSS SL. (ft/ft ) = 0 18. CONFL ANGLE (deg) = 0 • : 9. MANNINGS N VALUE _ .024. . 19. NAT GRND ELEV ( ft ) = 308.3. . . : : 10. LINE LENGTH ( ft ) = 220. . . • :Line 5 of 5 Starting HG = 0.00 : HMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM< [PgUp] Upstream [PgDn] Downstream [DY] to edit [M] Macro [Esc] to exit . . 6-ty File Basin Hydrograph Storage Discharge Level pool Bush, Roed & Hitchings , Inc 2MMMMMMMMMMMMMMMMM8 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8 3 ROUTING COMPARISON TABLE 3 II 3 3 DESCRIPTION MATCH INFLOW STO DIS PEAK PEAK OUT 3 PEAK PEAK No. No. STG OUT HYD 3 3LAKE WS DEV 10YR 70.04 70.04 4 4 325.00 46. 18 7 3 11 3LAKE 3 DEV 10YR 52.27 52.27 3 3 304.54 32.40 9 3 3LAKE 2 DEV 10YR 24.42 24.42 2 2 317.73 15. 16 10 3 3LAKE 1 DEV 10YR 121 .33 121 .33 1 1 279.28 53. 96 15 3 3 3 L. 3LAKE WS DEV 25YR 79.28 79.28 4 4 325.23 51 .33 17 3 3LAKE 3 DEV 25YR 61 . 13 61 . 13 3 3 305.46 35.00 20 3 3 3 II 3 3 3 3 3 3 3 ______________====>Done<====_______________ Press any key to exit 3 I =TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> Available Memory remaining: 137008 bytes Current Data Set Name: D:\WORKS\PRJ2\WCMPEI File Basin Hydrograph Storage Discharge Level pool 2MMMMMMMMMMMMMMMM8 & Hitchings , Inc I 3 3lease 2.0 3Add/subt hydro 3 3Divert flow 3 4MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM8 3 LIST OF HYDROGRAPH VALUES 3 3HYD PEAK PEAK TOTAL HYD PEAK PEAK TOTAL 3 3N0. RATE TIME VOLUME NO. RATE TIME VOLUME 3 3 3 1 70.04 490 42.50 11 56. 18 480 63.79 3 3 2 32.41 470 8.34 12 39. 15 480 - 26.85 3 3 " 3 24.42 - 490 15.80 13 95.33 480 90.64 3 3 4 41 .79 480 13.75 14 121 .33 480 99.58 3 3 5 33.77 480 11 .05 15 53.96 1020 98.48 3 3 6 25.99 480 8.94 16 79.28 490 47.73- 3 II 3 7 46. 18 570 42.03 17 51 .33 570 47.26 2 ' 3 3 8 52.27 470 50.36 18 38. 13 470 9.82 '112 3 3 9 32.40 840 50.04 19 61 . 13 470 57.07 tr '(d..3 3 10 15. 16 580 15.80 20 35.00 870 56.75 joykS3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> Available Memory remaining: 137008 bytes ' Current Data Set Name: D:\WORKS\PRJ2\WCMPE1 Y l' File Basin Hydrograph Storage Discharge Level pool p 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMB \ 3 INPUT, MODIFY OR BROWSE DATA 3 3 BASIN ID E-35 SBUH HYDROGRAPH 3 3DESCRIPTION : lAKE 3 25YR DEVELOP 3 3AREA (acres) 41 .500 RAINFALL CHOICES 3 3RAIN PRECIP ( in) : 3.40 1 . TYPE IA 3 3TIME INTERUAL(min): 10.00 2. TYPE I 3 3TIME OF CONC (min): 1 .50 3. TYPE II 3 3RAINFALL SELECTION: 6 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 5. TYPE 3 3 3BASE FLOW (cfs ) z 0.000 6. USER 1 3 3ST0RM DUR (hrs) 24.000 7. KC 7 DAY 3 3 8. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 11 3AREA: 8.500 acres AREA: 33.000 acres 3 3CN 80.00 CN : 98.00 3 3 3 3 SUMMARY DATA 3 3PEAK HYDROGRAPH TIME: 7.83 hrs 3 3PEAK HYDROGRAPH FLOW: 38. 1301 cfs 3 11 3TOTAL HYDROGRAPH VOL: 9.8154 ac-ft F2:New3 3 HOME END F1 :Find F3:Get F4:Tc-Calc FE:Delete 3 3 Pgup Pgdn F6:Compute F7: F8:Method , FB:Template F10:Exit 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> IIFile Basin Hydrograph Storage Discharge Level pool 3MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMB 1 ,Z - 3 INPUT , MODIFY OR BROWSE DATA 3 3 BASIN ID E-WS5 SBUH HYDROGRAPH 3 3DESCRIPTION : WELL SITE LAKE 25YR DEVELOP 3 II 3AREA (acres ) 231 .900. RAINFALL CHOICES 3 3RAIN PRECIP ( in) 3. 1 . TYPE IA 3 3TIME INTERVAL(min): 10.00 2. TYPE I 3 3TIME OF CONC (min ): 54.80 3. TYPE II 3 111 3RAINFALL SELECTION: 6 4. TYPE IIA 3 3ABSTRACT COEFF 0.20 5. TYPE 3 3 3BASE FLOW (cfs.) - : 0.000 6. USER 1 3 II 3STORM DUR ( hrs ) 24.000 7. KC 7 DAY 3 3 8. CUSTOM 3 3PERVIOUS PARCEL IMPERVIOUS PARCEL 3 II 3AREA: 100.400 acres AREA: 131 .500 acres 3 3CN : 80.00 CN : 98.00 3 3 3 3 SUMMARY DATA 3 P 3PEAK HYDROGRAPH TIME: 8. 17 hrs 79.27753 3PEAK HYDROGRAPH FLOW: cfs 3 3TOTAL HYDROGRAPH VOL: 47.7330 ac-ft 3 I 3 HOME END F1 :Find 3 Pgup Pgdn F6:Compute F F2:New F3:Get F4:Tc-Calc FS:Delete 3 ?: F8:Method F9:Template FIO:Exit 3 TMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM> ill BUSH,ROED& HITCHINGS,INC. JOB O'''')CZA." Q g'°- G3• ! 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I ' . . . ! • , ; : . . , _ .. ... . .. : , ! ... . . , . • ... • I , z • : . . • . :111 : - ,.. . ...: ... :.. ... .: ... . .. : • . . . • .. :._..._. . - II . . . . . . . . • . . . . • : • . : . , . . •: •,..t.. , _.:_.. !I . : .. . . _.. . . : • . I .. . . _ . _ .. . . PlaliCT 2GI'l rsive WO 205-1(Poldedi/-7mMe..Molon.Mass 01471.7o Oulu PHONE TOM FREE1400.74-6X0 L II ODD 1 W ,s(TS )5 AI')b,GeLtr lb ?Up of pat-or 4544) 4,6/ C.>a n\rejtj, r C.c - 6kt-Y. inn t,Oit-A 5,4e.L.a; -t- 4 ._.q -Q:J 24 c� l. SLINE Qact Qcap HT WID HGDN HGUP DNLN INV DN INV UP g EZ t (cfs ) (cfs ) ( in) ( in) (ft ) ( ft ) ( ft ) ( ft ) ( -. I MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM; /�_ 1 70. 1 153.4 48 48 302.49 313.76 End 300.58 311 .85 : 3 2Q•g:� v : 2 63.0 158.2 48 48 315.94 319. 16 1 311 .85 316.81 : - , -7► 3 52.0 185.2 48 48 320.21 320.74 2 316.91 318.61 : ' 3o.8i . 4 51 .3 105.4 4848 321 .65 324.84 3 318.71 321 .83 : Wel15O�1a' . • • : Calc Option = 1 [ Surcharge [ Box [ Circular II : Graphics mode = EGA HMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM< 1 ) Screen 2 ) Printer 3) Screen plot IPgUp] [PgDn] [Esc] Menu IMMMMMMMMMMMMMMMMMMMMMMMMMMMMS INITIAL CONDITIONS FMMMMMMMMMMMMMMMMMMMMMMMMMMMM; II : 1 . RETURN PERIOD (Yr) = 25 10. DESIGN ALIGNMENT = 1 0. Match Crowns : 2. STARTING HG ( ft ) = 0 1 . Match Inverts •• 11 : 3. DESIGN VEL ( ft/s ) = 3 11 . INLET N-VALUE = .024. . . . II : 4. MIN COVER ( ft ) = 2 12. INLET HEIGHT ( in) = 48 5. MIN PIPE SIZE ( in) 12 II : 6. MAX PIPE SIZE ( in) = 48 • • : 7. STARTING NAT GROUND ELEV ( ft ) = 308.3. . II : 8. PIPE SIZE OPTION (0,1 ,2 ,3 ) = 0 •• 0. All 1 . Omit 21 in •• . 2. Omit 27 in 3. Omit 21 & 27 in •• : 9. ACCUMULATE KNOWN Q's (Y/N) Y • . I HMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM< Change item number: 0. DY to cont 11 . F(1 . 9 63G LINE Qact Qcap HT WID HGDN HGUP DNLN INV DN INV UP 21ma1l1 (cfs ) (cfs ) ( in) ( in) ( ft ) ( ft ) ( ft ) (ft ) MMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM; 1 91 .8 153.4 48 48 302.84 314. 11 End 300.58 311 .85 : 3 Z'1'7%'S 1 : 2 82.6 158.2 48 48 316.56 319.50 1 311 .85 316.81 3 68.2 185.2 48 48 320.81 321 .05 2 316.91 318.61 11 330.91 , 4 67.3 105.4 48 48 322. 17 325.36 3 318.71 321 .83 Pb Sly -NICtu)+`t � potok,w4/ I 3 • 11.61Th NI) y� i s b �uf eh 6 %ram s p- 5 '�'1 ' ' ' • titi1,it n StO • : Caic Option = 1 f Surcharge ( Bo: : Graphics mode = EGA HMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMI 1 ) Screen 2 ) Printer 3) Screen plot (PgUp] • 1 ( ) IMMMMMMMMMMMMMMMMMMMMMMMMMMMMS INITIAL CONDITIONS FMMMMMMMMMMMMMMMMMMMMMMMMMMMM; : 1 . RETURN PERIOD (Yr) = 100 . . , 10. DESIGN ALIGNMENT = 1 0. Match Crowns 2. STARTING HG ( ft ) = 0 1 . Match Inverts : 3. DESIGN VEL ( ft/s ) = 3 11 . INLET N-VALUE = .024. . . ) : 4. MIN COVER ( ft ) = 2 12. INLET HEIGHT ( in) = 48 : 5. MIN PIPE SIZE ( in) = 12 : 6, MAX PIPE SIZE ( in) = 48 • : 7, STARTING NAT GROUND ELEV ( ft ) = 308.3. . : 8. PIPE SIZE OPTION (0 ,1 ,2,3) = 0 0. All -1 . Omit 21 in 2. Omit 27 in 3. Omit 21 & 27 in : 9. ACCUMULATE KNOWN Q's (Y/N) Y HMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM< Change item number: 0. DY to cont /05 �h --;',�� Cry; ts.0 �S �1-�r-ilj<3.. IMMMMMMMMMMMMMMMMMMMMMMMMMMMMM INPUT GRAVITY LINE MMMMMMMMMMMMMMMMMMMMMMMMMMMMM; • : 1 . LINE ID = 1 . . i 11 . INVERT ELEV. DOWN = 300.579. : : 2 . KNOWN Q (cfs ) = 0 12. SLOPE (X) optional = 3.8862. . : : 3. DRAINAGE AREA (ac) = 15.8 13. INVERT ELEV. UP = 311 .85. . : : 4. RUNOFF COEFF (C) = .7 14. LINE HEIGHT ( in) = 48 : 5. INLET TIME (min) = 0 15. LINE WIDTH (in) = 48 : 6. INLET LENGTH ( ft ) = 0 16. JUNCTION LOSS COEFF = 1 : 7. GUTTER SL. ( ft/ft ) = 0 17. DOWNSTREAM LINE No. = 0 : 8. CROSS SL. ( ft/ft ) = 0 18. CONFL ANGLE (deg) = 45 : 9. MANNINGS N VALUE = .024. . 19. NAT GRND ELEV ( ft ) = 329.85. . : : 10. LINE LENGTH ( it ) = 290. . . :Line 1 of 4 Starting HG = 0.00 : HMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM< [PgUp] Upstream [PgDn] Downstream MY] to edit [M] Macro [Esc] to exit IMMMMMMMMMMMMMMMMMMMMMMMMMMMMM INPUT GRAVITY LINE MMMMMMMMMMMMMMMMMMMMMMMMMMMMM; • 1 . LINE ID = 2. 4 i .°J \ 11 . INVERT ELEV. DOWN = 311 .85. . : : 2. KNOWN Q (cfs ) = 0 12. SLOPE (%) optional = 4. 1333. . : : 3. DRAINAGE AREA (ac ) = 24.2 13. INVERT ELEV. UP = 316.809. •: : 4. RUNOFF COEFF (C) = .7 14. LINE HEIGHT ( in) = 48 . : 5. INLET TIME (min) = 0 15. LINE WIDTH ( in) = 48 ' : 6. INLET LENGTH ( ft ) = 0 16. JUNCTION LOSS COEFF = 1 : 7. GUTTER SL. ( ft/ft ) = 0 17. DOWNSTREAM LINE No. = 1 : 8. CROSS SL. ( ft/ft ) = 0 18. CONFL ANGLE (deg) = -90 • : 9. MANNINGS N VALUE = .024. . 19. NAT GRND ELEV ( ft ) = 330.71 . . : : 10. LINE LENGTH ( ft ) = 120. . . :Line 2 of 4 Starting H6 = 0.00 : • HMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM< [PgUp] Upstream [PgDn] Downstream [DV] to edit [M] Macro [Esc] to exit I 4SC I/ IMMMMMMMMMMMMMMMMMMMMMMMMMMMMM INPUT GRAVITY LINE MMMMMMMMMMMMMMMMMMMMMMMMMMMMM; • 1 . LINE ID = 3 ,�.. . �. 11 . INVERT ELEV. DOWN = 316.91 . . : 2. KNOWN Q (cfs ) = 0 12. SLOPE (%) optional = 5.6666. . : 3. DRAINAGE AREA (ac ) = 1 .5 13. INVERT ELEV. UP = 318.609. : 4. RUNOFF COEFF (C) = .7 14. LINE HEIGHT ( in) = 48 . : 5. INLET TIME (min) = 0 15. LINE WIDTH ( in) = 48 6. INLET LENGTH ( ft ) = 0 16. JUNCTION LOSS COEFF = 1 7. GUTTER SL. ( ft/ft ) = 0 17. DOWNSTREAM LINE No. = 2. : 8. CROSS SL. ( ft/ft ) = 0 18. CONFL ANGLE (deg) = 0 : 9. MANNINGS N VALUE = .024. . 19. NAT GRND ELEV ( ft ) = 330.81 . . 10. LINE LENGTH ( ft ) = 30. . . . :Line 3 of 4 Starting HG = 0.00 : HMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMMM< [PgUp] Upstream [PgDn] Downstream [DY] to edit [M] Macro [Esc] to exit IMMMMMMMMMMMMMMMMMMMMMMMMMMMMM INPUT GRAVITY LINE MMMMMMMMMMMMMMMMMMMMMMMMMMMMM; 1 . LINE ID = 4 11 . INVERT ELEV. DOWN = 318.709. 2. KNOWN Q (cfs ) = 67.3 12. SLOPE (%) optional = 1 .8353. . : : 3. DRAINAGE AREA (ac ) = 0 13. INVERT ELEV. UP = 321 .829. : : 4. RUNOFF COEFF (C) = 0 14. LINE HEIGHT ( in) = 48 5. INLET TIME (min) = 54.8. . 15. LINE WIDTH ( in) = 48 6. INLET LENGTH ( ft ) = 0 16. JUNCTION LOSS COEFF = 1 7. GUTTER SL. ( ft/ft ) = 0 17. DOWNSTREAM LINE No. = 3 8. CROSS SL. ( ft/ft ) = 0 18. CONFL ANGLE (deg) = 0 • 9. MANNINGS N VALUE = .024. . 19. NAT GRND ELEV ( ft ) = 325.96. . 10. 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J.,•.„.t_-_,-..--4.,i.,.:-..,k.,,,,,,,,?,,,,...„.....-.*:*,,,,. ---,..„,-,-••••• ••,-,...,•-•••:,v.,-K-•,..-'-'--------- ,,,ww-4-74,t.• - -- „.-iAw-,,,oar-.1,--..-14:-,t',.'I-L-,..„--•.;•.4,.-V4*,'ZI::,ii.V.,'-?,,-.•-.. ,: f / f 1 ....„....,. ,,_ _ .._ LANDAU ASSOCIATES 1 Geotechnical Report Federal Way City Hall Proposed Parking Lot Federal Way, Washington • ;rd tier, TABLE OF CONTENTS Page Li INTRODUCTION 1 PROJECT DESCRIPTION 1 1 SCOPE OF SERVICES 1 SITE CONDITIONS 2 General Geologic Conditions 2 Surface Conditions 3 Subsurface Conditions 3 '' Groundwater Conditions 4 CONCLUSIONS AND RECOMMENDATIONS 4 Site Preparation and Earthwork 4 Subgrade Preparation 5 Fill and Compaction 5 Wet Weather Earthwork 7 Planned Cuts and Fills 8 Temporary and Permanent Slopes 8 Asphalt Pavement 9 GEOTECHNICAL CONSULTATION AND CONSTRUCTION MONITORING 10 USE OF THIS REPORT 10 REFERENCES 11 LIST OF FIGURES Figure Title y 1 Vicinity Map • I 2 Site Plan APPENDICES Appendix Title A FIELD EXPLORATIONS AND LABORATORY TESTING KV31103 I:\DATAWPROJECD2381038.0101FW PARKING LOT REPORT.DOC li LANDAU ASSOCIATES I I>.a _ INTRODUCTION This report summarizes the results of design-phase geotechnical engineering services conducted I:_; for the new parking lot and associated site improvements proposed adjacent to the Federal Way City Hall in Federal Way,Washington. The general project location is shown on the Vicinity Map(Figure 1). The L5' general configuration of the proposed improvements and some of the existing site features are shown on the Site Plan (Figure 2). I This report has been prepared based on our discussions with Ken Miller of the City of Federal 11 Way and David A. Clark, Architects, a schematic parking lot layout provided by David A. Clark Architects; data collected during our field exploration and laboratory testing programs; our familiarity with geologic conditions within the vicinity of the site; and our experience on similar projects. PROJECT DESCRIPTION I': � We understand that the City of Federal Way is planning to construct a new parking lot north of . their existing facility located at 33325 8th Avenue South. The parking lot will be about 240 by 465 ft in plan dimensions with about 212 spaces. Cuts and fills of up to about 5 to 7 ft are anticipated. A 11 stormwater bioswale is planned along the west side of the parking lot. The site is currently forested and undeveloped. • 1• ; SCOPE OF SERVICES • The purpose of our services was to provide the City of Federal Way (City) and their design consultants with information related to subsurface conditions and geotechnical engineering design criteria and recommendations for design and construction of the proposed parking lot and associated site improvements. Information obtained from the field exploration and laboratory testing programs, conducted as part of this study,provided the basis for our conclusions and geotechnical recommendations. Our scope of services was outlined in our September 24, 2003 proposal to the City. Written , � authorization to proceed with these services was provided by the City on October 1, 2003. Specifically, 1 the scope of our services included: • Obtaining utility clearances prior to performing field activities. • Excavating a series of test pits within the area of the proposed parking lot and stormwater bioswale. I • Logging each soil unit observed in the test pits and recording pertinent information including Isoil sample depths, stratigraphy, soil engineering characteristics, and groundwater occurrence. 10/31A/3 I:DATAWROJEC11231W38.11101FW PARKING LOT REPORT.DOC 1 LANDAU ASSOCIATES } I • Conducting limited laboratory testing. i_i • Performing engineering analyses in support of our conclusions and recommendations. :_; • Submitting this written report summarizing our findings, conclusions, and recommendations regarding: I'' - Site preparation and earthwork including clearing, grubbing, and stripping; wet weather construction considerations; fill placement and compaction criteria; reuse of on site soil for fill; import fill requirements; maximum temporary and permanent slopes; and pavement subgrade preparation and design pavement sections for parking and drive areas - Geotechnical monitoring and consultation during construction. I SITE CONDITIONS This section discusses the general surface and subsurface conditions observed at the project site at the time of our field investigation. Interpretations of the site conditions are based on the results of our ri review of available information,site reconnaissance,subsurface explorations,and laboratory testing. i GENERAL GEOLOGIC CONDITIONS The geologic setting of the project area has been largely influenced by advancing and retreating >'A; glacial ice. During the Pleistocene Epoch (early Quaternary),2 million to 10,000 years before the present (ybp), vast continental ice sheets advanced into the Puget Sound region. Evidence indicates that there were at least six advances of the continental ice into the region during the Pleistocene Epoch. The latest glacial advance, referred to as the Vashon Stade of the Fraser Glaciation, occurred between about 22,000 ( and 12,000 ybp and had the greatest effect on the present-day landscape. The last cycle of advance and retreat resulted in the present day topographic expression of the area and much of the near-surface soil _1 deposits. General geologic information for the project site was obtained from the Geology of the Poverty f' Bay Quadrangle, Washington (Waldron 1961), published by the U.S. Geological Survey. According to 1 Waldron,near-surface deposits in the vicinity of the project site consist of glacial till (lodgment till). Soil defined as lodgment till typically consists of a dense to very dense,unsorted mixture of boulders,cobbles, gravel, and sand in a matrix of silt and clay with some lenses of sorted, stratified sand and gravel. This unit typically exhibits low permeability and high shear strength,characteristics resulting from compaction �`` I by the weight of the overlying glacier. Portions of the lodgment till are overlain by a less dense soil of similar composition, termed ablation till. The lower density of the ablation till results from deposition by nearly stagnant ice without being overridden by the weight of an active,advancing glacier. { I0/31J03 I:\DATAIPROJECR238 31.0101EW PARKING LOT REPORT.DOC 2 LANDAU ASSOCIATES SURFACE CONDITIONS The site of the proposed Federal Way City Hall parking lot is undeveloped, with no surface evidence of substantial cut and fill on the site. The site is bounded to the south by South 333`d Street (for the purpose of project descriptions, South 333`d Street is assumed to run east-west), to the east by an existing parking lot, Bonneville Power(BP) right-of-way and to the west by a utility building. The site has about 30 ft of relief, ranging in elevation from about elevation 320 ft in the northwest corner to about elevation 350 ft along a ridge that runs diagonally throughout the site from southwest to northeast. Site vegetation consists of low to medium height grasses, shrubs, vines, and small groups of conifer and deciduous trees ranging from about 6 to 40 inches in diameter. Surface water was not encountered at the site at the time of our field investigation. SUBSURFACE CONDITIONS Subsurface conditions were explored by advancing a total of eight test pits with a tracked excavator on October 10, 2003. Locations of the test pits, identified as LTP-1 through LTP-8, are illustrated on the Site Plan,Figure 2. The following discussion is based on conditions observed in the test pits, the results of laboratory soil testing, and observations of existing site topography. A discussion of the field exploration and test procedures, together with edited exploration logs, is presented in Appendix A. Subsurface conditions observed in the test pits excavated across the site are relatively uniform, consisting of topsoil overlying ablation till and lodgment till. The topsoil generally consists of brown, loose to medium dense, organic, silty sand with variable amounts of gravel, cobble, and roots. Topsoil was observed in the test pits to depths between about 0.5 and 1.0 ft below ground surface(BGS). The ablation till typically consists of medium dense, gravelly,silty sand with variable amounts of cobble. The ablation till is slightly weathered with a red-brown to light brown color, minor amounts of I !! organics, and was observed in the test pits to extend to depths of 2.5 to 3.5 ft BGS. The ablation till is underlain by lodgment till which generally consists of dense to very dense, gravelly, silty sand to silty, sandy gravel with variable amounts of cobble. Exploration LTP-6 encountered a 0.5 ft thick layer of laminated silty sand to sandy silt at about 4 ft BGS. Exploration LTP-7 encountered a 1.5 ft thick layer of clean, sandy gravel at about 4.5 ft BGS. The lodgment till is relatively unweathered with a gray color. The explorations did not extend through the lodgement till into underlying soil units. i ,"I f' € 10131A13 I:IDATAIPROJECI123810311.010\FW PARKING LOT REPORT.DOC 3 LANDAU ASSOCIATES . i 1 1 1 GROUNDWATER CONDITIONS At the time of our subsurface investigation in October 2003, groundwater seepage was not observed within the depths explored in our test pits. Based on our experience in the general project area, • a seasonal perched groundwater table often develops on top of the relatively impervious lodgement till during the winter/spring months. The thickness of the perched water table is dependent on local subsurface conditions,precipitation amounts, and other factors. The groundwater conditions reported on the test pit logs are for the specific locations and date indicated, and therefore may not necessarily be indicative of other locations and/or times. Furthermore, it is anticipated that groundwater conditions will vary depending on local subsurface conditions, the weather, and other factors. CONCLUSIONS AND RECOMMENDATIONS [,i Based on evaluation of the data collected during this investigation, it is our opinion that subsurface conditions at the site are suitable for the proposed construction,provided the recommendations contained herein are incorporated into the project design. Conventional earthwork methods, underground utility installation techniques,and typical pavement sections are considered feasible for this project. pp Most of the site soil is moisture sensitive and susceptible to softening and disturbance by construction equipment when wet. Consequently, site-grading operations should ideally be scheduled for the dry summer and early fall months. However, with careful site preparation and the use of select imported structural fill, site grading operations could be accomplished during other periods of the year. Additional conclusions and specific recommendations regarding site preparation and earthwork, subgrade preparation, fill placement and compaction, wet weather earthwork, imported fill, planned cuts and fills, and paved areas are presented in the following sections. SITE PREPARATION AND EARTHWORK Site preparation will include stripping vegetation and topsoil beneath pavements and walkway areas and preparing subgrades beneath future paved areas. Based on the soil conditions observed in our explorations, we anticipate that the onsite soil can be excavated using conventional construction equipment. However, in deeper excavations, it may be necessary to employ heavy ripping and/or other ., techniques to facilitate excavations that penetrate the unweathered portion of the undisturbed lodgment till. All deleterious material such as trees, grass, roots, organic soil or topsoil, debris, fill, and soft or loose native soil should be stripped from areas to be occupied by pavements or walkways. Stumps should I 10/31103 I:\DATAWROJECT123lIW&0I01FW PARKING LOT REPORT.DOC 4 LANDAU ASSOCIATES 1I l • be overturned with a dozer, or similar piece of equipment, to remove the major portion of the root ball. All incidental excavations made clearing and stripping should be backfilled in accordance with the recommendations below. Portions of the site have a thin topsoil zone extending to a depth on the order of 0.5 to 1 ft below the existing ground surface. Topsoil,organic soil, and debris should be segregated from non-organic soils and disposed of at an approved offsite location. No evidence of previous site improvements, such as existing building foundations, concrete or asphalt rubble, or other man-made debris were encountered during site explorations. If encountered during site excavation efforts,these materials should be removed from the site. SUBGRADE PREPARATION • Following clearing, stripping, excavations to grade, and any required overexcavation, and before placement of any structural fill, the exposed subgrade under all areas to receive fill should be compacted to a dense and unyielding condition and proof rolled or with a loaded dump truck, large self-propelled vibrating roller, or equivalent piece of equipment. The purpose of this effort is to identify possible loose or soft soil deposits and to recompact the soil exposed during site excavation activities. Compaction • should be accomplished with appropriate equipment so that the upper 12 inches of exposed subgrade meet the specifications for structural fill described in this report. Site clearing, proof rolling, and compaction should be observed by a geotechnical representative familiar with site conditions. Areas of loose or soft soil exhibiting significant deflection, pumping, or weaving that cannot be adequately reworked and/or compacted should be overexcavated to firm soil. Overexcavated areas should be backfilled with compacted granular material according to the recommendations in this report. FILL AND COMPACTION Structural fill used to obtain final elevations for pavements and walkways must be properly placed and compacted. In general, the existing native soil may be used for structural fill provided the material is properly moisture conditioned prior to placement and compaction, and the specified degree of compaction is obtained. If the existing onsite soil is to be reused for structural fill, any particles or other material greater than about 6 inches in diameter should be removed. Excavated site material containing 1 'f topsoil, wood,trash,organic material,or construction debris will not be suitable for reuse as structural fill and should be properly disposed offsite at an approved location or placed in nonstructural areas of the site c .! where several inches of post-construction settlement is tolerable. IIU3IN3 I:IDATAWROJECI\238u)38.0t01FW PARKING LOT REPORT.DOC 5 LANDAU ASSOCIATES Structural fill should be placed in loose, horizontal lifts less than 8 to 10 inches in thickness and thoroughly compacted. All structural fill in paved areas should be compacted to at least 95 percent of the maximum dry density, as determined using test method ASTM D 1557. The suitability of onsite soil or imported soil for use as structural fill will depend on the gradation and moisture content of the soil when it is placed. As the amount of fines (that portion passing the U.S. Standard No. 200 sieve) increases, the soil becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. Soil containing more than about 5 percent fines cannot consistently be compacted to a dense, non-yielding condition when the water content is greater than about 2 percent above optimum. Optimum moisture content is defined as the moisture content at which the greatest compacted dry density can be achieved. Most of the onsite soils consist of silty sand with varying amounts of gravel. Based on the fines content of these soils, it is expected that much of the onsite soil will be moisture sensitive. As a result, these materials will be suitable for use as structural fill only if placed and compacted during dry weather I'I when the moisture_content can be maintained near optimum. Natural moisture content determinations and soil moisture-density relationship tests were conducted on representative samples obtained during the field explorations. The purpose of the testing was to determine if the natural moisture content of the site soils would be favorable for soil compaction 11` during fill placement and compaction activities. A summary of the testing is provided in the tables below. The optimum moisture content obtained from the moisture density relationship testing ranged from 7 to 8%. The natural moisture content of the tested samples ranged from about 2 to 10%. According to our evaluation, during the summer to early fall period the onsite soil is near and often below the optimum moisture content for soil compaction, indicating that moisture conditioning could be required to achieve specified relative compaction. The natural moisture content of onsite soils, however, would be expected to increase to percentages possibly well above optimum if the soil is obtained from zones of seepage or if construction is conducted during the wetter months. I: I Moisture-Density Relationship Exploration Number Depth Range(ft) Maximum Dry Density Optimum Moisture (; (pcf) Content(%) LTP-4 1.5—3.5 135 7 LTP-5 2—4 128 8 I:1 IN31f113 1:1DATAIPROJECTU3NV138AIINFW PARKING LOT REPORT.DOC 6 LANDAU ASSOCIATES Natural Moisture Content Exploration Depth(ft) Moisture Exploration Depth(ft). Moisture Number Content(%) Number Content(%) LTP-1 1 7 LTP-5 2 3 LTP-2 3 2 LTP-5 5.5 4 ' LTP-3 1.5 7 LTP-6 1 3 LTP-3 5 4 LTP-6 4 7 LTP-4 1 2 LTP-7 1.5 4 LTP-4 6.5 10 LTP-7 7 10 LTP-5 0.5 9 LTP-8 2 9 i WET WEATHER EARTHWORK I As described above,some of the onsite "soil is considered to be moisture sensitive. As a result,it may be difficult to control the moisture content of this soil during periods of wet weather. If construction 1 is accomplished during wet weather,we recommend that structural fill consist of an imported,clean,well- graded sand, or sand and gravel containing less than 5 percent passing the U.S. Standard No. 200 sieve, based on a wet sieve analysis of that portion passing the 3/4-inch sieve. In addition,if fill is to be placed or earthwork is to be performed in wet weather or under wet conditions, the contractor may reduce soil disturbance by: • Accomplishing earthwork in small sections. ', • Sloping excavated surfaces to promote runoff. • Limiting construction traffic over unprotected soil: • Limiting the size and type of construction equipment used. • Providing gravel "working mats"over areas of prepared subgrade. 1 • Removing wet surficial soil prior to commencing fill placement each day. --"- - • Sealing the exposed ground surface by rolling with a smooth drum compactor or rubber-tired roller at the end of each working day. • Providing upgradient perimeter ditches or low earthen berms and using temporary sumps to collect runoff and prevent water from ponding and damaging exposed subgrades. 10/31/03 I:\DATA\PROJECI12381038.0111FY PARKING LOT REPORT.DOC 7 LANDAU ASSOCIATES l • • Stabilizing the soil with an additive (such as lime or cement kiln dust) to allow its use in wet weather. Planned Cuts and Fills It is our understanding that site earthwork will be conducted in a manner to balance the cut and fill and create a generally level site. Our test pits extended to depths equal to or greater than the anticipated 5 to 7 ft deep cuts. Dense to very dense lodgement till is expected for any cut greater than about 2.5 to 3 ft. During the summer/early fall, planned cuts are not anticipated to intercept the local groundwater table, though perched groundwater may be present during the winter/spring months. Zones of seepage were not encountered during our explorations. However, seepage near the top of dense, unweathered lodgment till or within the lodgment till could be encountered, especially during wetter periods of the year. We understand that moderate height fills may be placed in the northwest and southeast portions of the site. (Note that we did not have detailed site grading plans at the time of this report so planned fill thicknesses are not known.) The conditions encountered during the field explorations are suitable for • placement and compaction of these moderate fills. Temporary and Permanent Slopes Actual construction slope configurations and maintenance of safe working conditions, including I'`I temporary excavation stability, should be the responsibility of the contractor, who is able to monitor the construction activities and has direct control over the means and methods of construction. All applicable Ilocal, state, and federal safety codes should be followed. All open cuts should be monitored during and after excavation for any evidence of instability. If instability is detected, the contractor should flatten the side slopes or install temporary shoring. Temporary excavations in excess of 4 ft should be shored or sloped in accordance with Safety • Standards for Construction Work Part N, WAC 296-155-657. Temporary, unsupported excavations in dense to very dense glacial till without seepage, would be classified as Type A soil, and may be sloped as L.,l steep as 3AH:1 V. All other soil units and all soil units in the absence of seepage would be classified as Type C soil and should be sloped at 11/2H:1 V or flatter. Flatter slopes or temporary shoring may be L�1 required in areas where groundwater seepage and/or flow is present and unstable conditions develop. We recommend that permanent cut or fill slopes be designed for inclinations of 2H:1 V or flatter. All permanent cut slopes should be vegetated or otherwise protected to limit the potential for erosion as Ir soon as practical after construction. Permanent slopes requiring immediate protection from the effects of IN3IA13 I:IDATA\PROJECT123N43N.1110WW PARKING LOT REPORT.DOC 8 LANDAU ASSOCIATES erosion should be covered with either mulch or erosion control netting/blankets. Areas requiring permanent stabilization should be seeded with an approved grass seed mixture, or hydroseeded with an approved seed-mulch-fertilizer mixture. ASPHALT PAVEMENT The top 12 inches of subgrade soil in cut areas and all fill soil should be compacted to at least 95 percent of the maximum dry density per ASTM D 1557. Following excavation or filling to establish subgrade elevation,but immediately prior to placing the crushed surfacing material,the subgrade surface should be proof-rolled with a loaded dump truck, heavy roller, or equivalent. Soft spots or areas exhibiting excessive movement, pumping, or weaving exposed by this proof-rolling, which cannot be easily stabilized, should be overexcavated and backfilled with granular fill, placed and compacted as previously de scribed. If the subgrade is particularly loose or disturbed by construction equipment during wet weather, a thicker subbase layer or the use of a geotextile in combination with a granular base material may be needed to achieve suitable conditions for the proposed pavement section. It is recommended that proof-rolling be observed by a qualified geotechnical engineer. We understand that site paved areas will be used for car and light truck parking in a parking lot with over 50 spaces. In parking lots and areas limited to automobile and light truck traffic only, we recommend a pavement section of 3 inches of asphalt concrete over 4 inches of crushed rock ase. Alternatively, a flexible pavement section of at least 2 inches of asphalt concrete over 3 inches of ATB .`" could be used. Base-course material should be compacted to a minimum 95 percent of maximum dry density, as determined by test method ASTM D 1557. Prevention of road-base saturation is essential for pavement durability; thus, efforts should be made to limit the amount of water entering the base course. Asphalt concrete should be Class B aggregate material conforming to Section 5-04 of the 2002 WSDOT/APWA Standard Specifications. Our pavement design recommendations are made assuming the pavement subgrade is prepared in accordance with the recommendations contained in this report and based on the vehicle traffic described above. If possible, heavyconstruction equipment imposing loads greater than the loads assumed in pavement design should not be allowed on paved areas. If frequent and heavy construction traffic across paved areas cannot be avoided, a thickened pavement section design should be incorporated into the project plans. If required, Landau Associates can provide recommendations for a heavy-duty pavement section. The thickened pavement areas should be identified as designated equipment routes and heavy construction traffic should be restricted to these designated routes. LANDAU ASSOCIATES 1(Y3IAG IADATAIPROJECIL3N1l13g.0101FW PARKING LOT REPORT.DOC 9 . d iiii i GEOTECHNICAL CONSULTATION AND CONSTRUCTION MONITORING Landau Associates recommends that a geotechnical engineer familiar with the project design review the earthwork portions of the design drawings and specifications. The purpose of the review is to verify that the recommendations presented in this report have been properly interpreted and incorporated in the design and specifications. We recommend that geotechnical construction monitoring services be provided. These services should include observation by geotechnical personnel during fill placement/compaction activities and subgrade preparation operations to verify that design subgrade conditions are obtained beneath the proposed paved areas. We also recommend that periodic field density testing be performed to verify that an appropriate degree of compaction is obtained. The purpose of these services would be to observe compliance with the design concepts, specifications, and recommendations of this,report, and in the event subsurface conditions differ from those anticipated before the start of construction, provide revised recommendations appropriate to the conditions revealed during construction. Landau Associates would be pleased to provide these services for you. USE OF THIS REPORT Landau Associates has prepared this report for the exclusive use of the City of Federal Way and their consultants for specificapplicationdesign to the of the proposed new parking lot and associated improvements at the Federal Way City Hall in Federal Way, Washington. Use of this report by others or for another project is at the user's sole risk. Within the limitations of scope, schedule, and budget, our services have been conducted in accordance with generally accepted practices of the geotechnical engineering profession; no other warranty, express or implied, is made as to the professional advice included in this report. The conclusions and recommendations contained in this report are based in part upon the li subsurface data obtained from the explorations completed for this study. There may be some variation in subsurface soil and groundwater conditions at the site, and the nature and extent of the variations may not ' become evident until construction. Accordingly, a contingency for unanticipated conditions should be included in the construction budget and schedule. If variations in subsurface conditions are encountered during construction, Landau Associates Ushould be notified for review of the recommendations of this report, and revision of such if necessary. If there is a substantial lapse of time between submission of this report and the start of construction, or if ijconditions change due to construction operations at or adjacent to the project site, we recommend that we 0 IIYD1A13 L•\DATAPROJECI123ltU138.011%F1V PARKING LOT REPORT.DOC 10 LANDAU ASSOCIATES U i ___ • review this report to determine the applicability of the conclusions and recommendations contained herein. i We appreciate the opportunity to provide geotechnical services on this project and look forward l to assisting you during the construction phase. If you have any questions or comments regarding the 1 information contained in this report,or if we may be of further service,please call. LANDAU ASSOCIATES,INC. ‹1. - W sue..-, • ,r Sean W.Cool Project Geotechnical Engineer 413,.,:: Edward J.Hea y, tf ; .. C�', Associate `,% z *4�. SWC/ETH/jas `. o 4„ 27805 _�� ,41.4 4 �8 ¢I4T 41, 1' a. I Eso`C-QC1- REFERENCES 1 Waldron, H.H. 1961. Geology of the Poverty Bay Quadrangle, Washington. U.S. Geologic Survey. , Map GQ-158. L;? WSDOT/APWA. 2002. Standard Specifications for Road, Bridge, and Municipal Construction. Washington State Department of Transportation and the American Public Works Association. a rj 0 - U - - --- - - - - -- -- - „ El .3 I0/31/03 I:\DATA\PROIECT1238\038.0I0\FW PARKING LOT REPORT.DOC 1 1 LANDAU ASSOCIATES u 7 .„...........,,_ ---1 1 1,.. rc, s .6. •,1,--1.11AZ' J 322,0 pi. i 1 SEATAC NALL cect 1 F. 1 s r 1 +,...— t I-- ,s211.1_ sT * c§b,,,,.•.. am! I p 1-;,1 1 --- V) DEPT OF ' N —1 5„zr. s j_...-4 s ,.. 8 L ,\,:c. i --- / 31/1 I-. 51 Z (- 1.ICLYSINC , I_ ' 11 CA Ui 1 3, 231E13 ('--- — / • .1' . 1 S 3241W PL -12ilLSAI4 trSi 14 SpeS3'..?"4-----:A . j_‘..47....cs:INGED z FQ Ft 1-h1 Tgi tit,' -Veit 04, 5 0- 32emi i i tz 20)- ;32;;ACI. s -- 5 lietli i 3S2711i ST 44 ora '"(::::84-----114i 1 .---iieg/i„,' ‘P• % 4 e P'. 'Project s I s liiiialr\--- \*. 32.9TH PL 12 4) Location $7 ;i: 1411. ‘r 4./tttattat. OM ,:: u - -.1 C.ELORATION t -o .., c sf") PAU 61< 1ST 1•;. .11 • S 332ND It 11 ST : ! ti\-j s ansi ifi MSf SI ic.- g •..: 34' .4 di re 41- LAI (-7 .1 64- 4, 4n S 333RD sr ST . is,,, 4 ..., ..J a. i I 3' ex. 'I ."-q.' i •-•e'e, '$' i CM c., 0 s ..., (A Is el A-1 0'. 9:.:,* • • -, • S 336TH T., ----- ' 3 .,,cy.:, •w• ,P '' Tif p •.., di ,-.7 •-• • L',5 339TH OR S 33811J1S1 i 20C, •.1 --,---., c, / ‘,.11• q. 4•S' -• , o S 340TH ST i ek ri 3 ) \ S 0) ff• . , Ck. 1,...-- S 343RD ST < I A I— CO 11 ST E:rocs . SAINT FRANCIS al ,.,....-: 7 Ii —• NOSPITAL ,.... e. 1110111011 C ;::)•) %.1 N, \..:. / i • 142Brofr Emmy .., r `c e s . 1. 13 a .K.' = / F. 1) \"if : ti: SI 348TH ST _. ,,,...,. v., i!5 3.17TH PL ab A T -!-- - _ ........ g, Map from DeLorme Street Atlas USA 2002 g ill 2 SpOkane § 0 1200 2400 •Seattle • ✓ Federal Way i= ..•••••• •••••m•••. . Ft - =03 Scale in Feet iacoria • x .z. Project ..._..I Location 6 ... 'E ,...0,0t40,001,000 e , LI' Federal Way City Hall Figure LANDAU Proposed Parking Lot Vicinity Map 1 1 ASSOCIATES Federal Way,Washington 7 j li1 ....,... :..1 ,l / / j 4‘j t . ---....._ , •• •i, • •••, 1 40 1:0 N•:c, * 1;6 N j. ...:3 ..5` ,.. 1%1, (TS 41/Y Tst 10+ 40 1 ',..' -.: . •,,,s. ,, ...„,,,,_ 2 > . . l 1, O el . 2Z"tt,. E- '7,1,/,.....z a LTP-2 • /4 Ks, * ' ,5** /e• 4;4 . i . •%.5... ; 7 '..tit. .. 1.4.' t.., ,,. 6:1. :(1'4,63-1;3766::b."4:As:-). lit • • • • .'" ° .. til ' i 0 4).<4, 0 . ' El 6)//' .0 er • t ijo?,5 4#: s.S> i",c) 0 i,. ( .,:t 1.• '01- 2 ,),,i 1 6 , ,,11.,,- . • 6 4(44.. Bil 1- LTP-4 - reti----. ( II .. • (Typ) , ,,,....,....wiwom,- "a,.."4,4.4 ,01,Ait. !illifi ' i SOUTH 333R • .? at .... N. m 1\ iM \ i I ''' :\‘‘, !-••• 1 I 1 1 . s' g ti ,,• 1 x . z• El 4 0 -, t .. ."1 • . "E 0 • e U.,. 11.!! Sc LANDAU ASSOCIATES . . . . , i.:. , . A ��1��1�1�11�1/1��1�1111��11��1��11��1��.��1�•i•1•11•11111 vil ail.. u A LTP r ► ( ) • 5I LTP-5 ► . j rr y 1 t ! ► 4 ► ?S•• iP JtiX ► {$'T,o A ?,► !F o C ASPHALT 6 le l r—LTP-7 ( ) S"It> / AREA \ ETA S8•• IP 1 1 .1 ts / '•1 11 111 1 •1.1a*iw-t,A!►ret. 1••1i!ii ►•4% 6" CONCRETE CURB ill REET - ASPHALT PAVEMANT s i� Ili ` .F ---------7 rat4•Rrir RAID 1 \ 6" CONCRETE CURB t Legend LTP-1 151 Approximate Test Pit Location and Number Source:Sound Consultants,2002 100 Federal Way City Hall Figure Bet Proposed Parking Lot Site Plan 2 Federal Way,Washington APPENDIX A FIELD EXPLORATIONS AND LABORATORY TESTING Subsurface conditions at the site were explored on October 10, 2003. The exploration program consisted of excavating and sampling eight exploratory test pits (LTP-1 through LTP-8) at the approximate locations illustrated on the Site Plan(Figure 2 of this report). The test pits were excavated to depths ranging from about 71 to 9 ft BGS using a tracked excavator. CEcon Corporation, of Tacoma, Washington excavated the test pits under subcontract to Landau Associates. The explorations were located in the field by hand taping from existing physical features and referenced to an undated site plan provided by David A.Clark Architects. Ground surface elevations at the test pit locations were estimated to the nearest foot from the topographic information provided on the site plan. The field explorations were coordinated and monitored by a geotechnical engineer from our staff who also obtained representative soil samples, maintained a detailed record of observed subsurface soil and groundwater conditions, and described the soil encountered by visual and textural examination. Each representative soil type observed was described using the soil classification system shown on Figure A-1, in general accordance with ASTM D 2488, Standard Recommended Practice for Description of Soils (Visual-Manual Procedure). Logs of the test pit explorations are presented on Figures A-2 through A-5. These logs represent our interpretation of subsurface conditions identified during the field explorations. The stratigraphic contacts shown on the individual test pits logs represent the approximate boundaries • between soil types; actual transitions may be more gradual. Also, the soil and groundwater conditions depicted are only for the specific date and locations reported, and therefore, are not necessarily representative of other locations and times. Representative, disturbed bag samples of the soil encountered in test pit explorations were obtained at selected intervals and taken to our laboratory for further examination and testing. Laboratory tests were performed on representative soil samples to characterize certain physical properties of the site soil. The laboratory testing program was limited to visual inspection to confirm field soil descriptions, determination of natural moisture content,grain size distribution, and maximum dry density and optimum moisture content. The natural moisture contents of selected soil samples were determined in general accordance with ASTM D 2216 test procedures. The results from the moisture determinations are indicated on the summary logs, adjacent to the corresponding samples. Grain size analyses of selected soil samples were conducted in general accordance with ASTM D 422 test procedures. The results are presented in the form of grain size distribution curves on Figure A-6. The maximum dry density and optimum moisture content t _ 10/31fl13 I:DATA\PROJECTV?38N)31UA1[IWW PARKING LOT REPORT.DOC A-I LANDAU ASSOCIATES 1 of two selected soil samples were determined in general accordance with ASTM D1557 test procedures. The results are presented in the form of moisture-density relationship curves on Figures A-7 and A-8. 1 1 I I ,4 j ri 0 U rj i i j 111 41 RIG I/03 1:1DATAWROJEC11238038.010W W PARKING LOT REPORT.DOC A-2 LANDAU ASSOCIATES Soil Classification System 1 uses MAJOR GRAPHIC LETTER TYPICAL DIVISIONS SYMBOL SYMBOL(1) DESCRIPTIONS(43) D o°o°0 GW Well-graded gravel;gravel/sand mixture(s);little or no fines GRAVEL AND CLEAN GRAVEL o E a 8 �, GRAVELLY SOIL (Little or no fines) ;°0 0 0 0 Gp Poorly graded gravel;gravel/sand mixture(s);little or no fines o N t. .i N c w (More than 50%el ? "'.• ' • GM Silty gravel;gravel/sand/silt mixture(s) d > GRAVEL WITH FINES . .. ) W E ku coarse fraction retained _ I 1 tu e.N (Appreciable amount of Clayeygravel; ravel/sand/day mixture(s) on No.4 sieve) �' Z o o fines) `" . GC 9 9 c Z SAND AND CLEAN SAND SW Well-graded sand;gravelly sand;little or no fines SANDY SOIL (Little or no fines) SP Poorly graded sand;gravelly sand;little or no fines c co 2 m " - 0 O g m (More than 50%of ( SM Silty sand;sand/silt mixture(s) coarse fraction passed SAND WITH FINES -) through No.4 sieve) (Appreciable amount of SC Clayey sand;sand/day mixture(s) ML Inorganic silt and very fine sand;rock flour;silty or dayey fine m d SILT AND CLAY sand or clayey silt with slight plasticity o"'.N CL Inorganic claygravelly clay,of low to medium plasticity; ay,sandy W d E N (Liquid limit less than 50) day silty day lean clay r] • `o S OL Organic silt;organic,silty clay of low plasticity � ZeZN a,$) �, • MH Inorganic silt;micaceous or diatomaceous fine sand cc g • SILT AND CLAY CH Inorganic day of high plasticity,fat clay +`, Z 25 E (Liquid limit greater than 50) L LL 2 tn 7 OH Organic clay of medium to high plasticity;organic silt HIGHLY ORGANIC SOIL �.. PT Peat;humus;swamp soil with high organic content • GRAPHIC LETTER OTHER MATERIALS SYMBOL SYMBOL TYPICAL DESCRIPTIONS_ _.__l ," PAVEMENT AC or PC Asphalt concrete pavement or Portland cement pavement I t . ROCK ,'��,� RK Rock(See Rode Classification) itWO WOOD met.~ WI) Wood,lumber,wood chips — DEBRIS 46 A DB Construction debris,garbage • Notes: 1. USCS letter symbols correspond to the symbols used by the Unified Soil Classification System and ASTM classification methods.Dual letter symbols(e.g., SP-SM)for a sand or gravel indicate a soil with an estimated 5-15%fines.Multiple letter symbols(e.g.,ML/CL)indicate borderline or multiple soil classifications. i. 2. Soil descriptions are based on the general approach presented in the Standard Practice for Description and Identification of Soils(Visual-Manual Procedure), I as outlined in ASTM D 2488.Where laboratory index testing has been conducted,soil classifications are based on the Standard Test Method for Classification of Soils for Engineering Purposes,as outlined in ASTM D 2487. 1 r 3. Soil•description terminology is based on visual estimates(in the absence of laboratory test data)of the percentages of each soil type and is defined as follows: w Primary Constituent: >50%-"GRAVEL,""SAND,""SILT,""CLAY,"etc. t y Secondary Constituents: >30%and<50%-"very gravelly,""very sandy,""very silty,"etc. cn >15%and<30%-"gravelly,""sandy,""silty,"etc. • LI ? Additional Constituents: > 5%and<15%-"with sand," trace silt,'etc.,or not noted. th sand,"NiAth silt,"etc. u - N Field and Lab Test Data ` �� Drilling and Sampling Key SAMPLE NUMBER&INTERVAL SAMPLER TYPE Code Description m Code Description c Sample Identification Number a 3.25-inch O.D.,2.42-inch I.D.Split Spoon PP=1.0 Pocket Penetrometer,tsf b 2.00-inch O.D.,1.50-inch I.D.Split Spoon TV=0.5 Torvane,tsf u �i-- Recovery Depth Interval c Shelby Tube PID=100 Photoionization Detector VOC screening,ppm d Grab Sample W=10 Moisture Content,% • 1ik 1 4— Sample Depth Interval e Other-See text if applicable D=120 Dry Density,pcf 0w Portion of Sample Retained 1 300-lb Hammer,30-inch Drop -200=60 Material smaller than No.200 sieve. z _ _ for Archive or Analysis_____2 -140-lb Hammer,30-inch Drop- -- - GS - -Grain Size-See separate figure for data 3 Pushed AL Atterberg Limits-See separate figure for data 1 < 4 Other-See text if applicable GT Other Geotechnical Testing 9 Groundwater CA Chemical Analysis Q Q Approximate water elevation at time of drilling(ATD)or on date noted. Groundwater o ATD levels can fluctuate due to precipitation,seasonal conditions,and other factors. u" Federal Way City Hall Figure '` LANDAU Proposed Parking Lot Soil Classification System and Key A_1 1 IAASSOCIATES Federal Way,Washington U i • LTP-1 SAMPLE DATA ` — r y SOIL PROFILE I GROUNDWATER .n ' m ° Excavation Method: Tracked Excavator E 0 • - ? Z m Ground Elevation(ft): 330 • _ a) e_ N t4 U nY a e r o a �` E m 10 rn p rA ao CO t- C7 a --—0 SM Brown,organic,silty SAND with gravel, - - - • SM numerous roots,and organic debris(loose to Groundwater not encountered. - S-1-r d W=7 \medium dense.moist)(TOPSOIL) Red-brown,silty,gravelly,fine to coarse SAND —2 with cobble(medium dense,damp to moist) (ABLATION TILL) S 2 T d grades to more gray color _ SM Gray,silty,gravelly to very gravelly,fine to —4 coarse SAND with cobble(dense to very dense,, moist)(LODGMENT TILL) 7 —- 6 • S-3T d - - -t —- 8 Test Pit Completed 10/10/03 - Total Depth of Test Pit=8.0 ft. — —10 LTP-2 SAMPLE DATA SOIL PROFILE T GROUNDWATER _— E E o Tracked Excavator E Excavation Method: o ,G m Z m w Ground Elevation(ft): 326 71.9..., o. e a U n E E a o m co O U)its U) I- CD 7 -- 9 —0 .•,SM Brown,organic,silty SAND with gravel, ;, 0- SM \numerous roots,and organic debris(loose to Groundwater not encountered. - medium dense.moist)(TOPSOIL) a- S-1-r d • . • Red-brown,silty,gravelly,fine to medium SAND _ with cobble and minor organic content(medium 0)—2 dense,damp)(ABLATION TILL) 2 • S-2 T d W=2 grades to more gray color = r C- SM Gray,silty,gravelly,fine to medium SAND(very — n —4 dense,damp)(LODGMENT TILL) o o —6 2 -• - -6 Test Pit Completed 10/10/03 cc - Total Depth of Test Pit=7.5 ft. S. a- , —1 — 0 Q E Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. ' 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. i 3. Refer to Soil Classification System and Key figure for explanation of graphics and symbols. N I Federal Way City Hall Figure LANDAU Proposed Parking Lot Log of Test Pits A_2 ASSOCIATES Federal Way, Washington 0 LTP-3 . SAMPLE DATA SOIL PROFILE GROUNDWATER • IT) Tracked Excavator E E Excavation Method: m co 0cn Ground Elevation(ft): 334 a. E_c E 1/1@ p co es co F- 0 : — - - ,SM, Brown,organic,silty SAND with numerous roots - - SM \and organic debris(loose to medium dense,moist)(TOPSOIL) Groundwater not encountered. - • - S-1= d W=7 Red-brown,silty,gravelly,fine to medium SAND — —2 with cobble and minor organic content(medium SM dense,damp to moist)(ABLATION TILL) �arades to more cirav color r _ Gray,silty,very sandy,fine to coarse GRAVEL — —4 • with cobble to silty,gravelly,fine to medium - SAND(very dense,damp)(LODGMENT TILL) - ~ _- S-2T d GS4 j —6 —- 8 Test Pit Completed 10/10/03 Total Depth of Test Pit=8.0 fL —10 LTP-4 • SAMPLE DATA SOIL PROFILE GROUNDWATER 5iTs°' .0 o Tracked Excavator EExcavation Method: E 348 t V C, Cl) Ground Elevation(ft):o z rn iW 6 Ec n a E c E in cc 0 Cl) p v)os u) I-- C) ) -- _ r —0 1-- I SM Brown,organic,silty SAND with numerous roots - `,`r - .�- and organic debris(loose to medium dense, Groundwater not encountered. c� l.: c GW- � o` W=2 �:G-� GM \ mast)(TOPSOIL) - 1- - Si- j d C Red brown to light brown,sandy,fine to coarse — 1-—2 GS d:c i✓: GRAVEL with silt and cobble to silty,very _ .�. :c. gravely,fine to coarse SAND(medium dense, n t SM dry to damp)(ABLATION TILL) Gray,silty,gravelly to very gravelly,fine to _ M —4 • coarse SAND(dense to very dense,moist) - c • (LODGMENT TILL)li o - o rm, —6 el S-2T d W=10 11.1 u. 0 QU _ - 9_ Test Pit Completed 10/10/03 — —10 e . UNotes: 1. Stratigraphic contacts are based on field interpretations and are approximate. ' E 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 8 N 3. Refer to Soil Classification System and Key figure for explanation of graphics and symbols. m 0 Federal Way City Hall Figure ; LANDAU Proposed Parking Lot Log of Test Pits A.-3 IAASSOCIATES Federal Way,Washington LTP-5 1 SAMPLE DATA SOIL PROFILE GROUNDWATER . d a o Tracked Excavator �a E t Excavation Method: T T a" m` d R u rn Ground Elevation(ft): 350 E a), o a co n E c E e - 0co - o Ned v) lm t7 W=9 SM Brown,organic,silty SAND with gravel, - S-1 a- d - numerous roots,and organic debris(loose to Groundwater not encountered. \medium dense.moist)(TOPSOIL) /— 1 - Red-brown,silty,very gravelly,fine to coarse — —2 S-2T d W=3 SAND with cobble and minor organic content GS (medium dense,damp)(ABLATION TILL) - decayed root at edge of test pit extends to-2 ft - SM \BGS — .—q grades to more Oran color - Gray,silty,gravelly to very gravelly,fine to - medium SAND with cobble(very dense,damp) - - (LODGMENT TILL) - _8 S3= d W=4 - — —- 8- Test Pit Completed 10/10/03 Total Depth of Test Pit=8.0 ft. -1 —- 10 LTP-6 SAMPLE DATA SOIL PROFILE GROUNDWATER ts o m a o Tracked Excavator a Excavation Method: v a • �i > d CO Cd o Ground Elevation(ft): 340 E Ti. a 0 E u) m m m a) El CO 0 rA ad u) I- (3 0 —0 SM Brown,organic,silty SAND with numerous roots • SM and organic debris(loose to medium dense, - S 1 T d W=3 • \moist)(TOPSOIL) Groundwater not encountered. Y - Red-brownY. ,silty,fine to coarse SAND with—2 andminor organic — gravel content(medium - - dense,damp)(ABLATION TILL) - - SM Gray,silty,gravelly,fine to medium SAND • • (dense to very dense,damp)(LODGMENT — m—4 sw \TILL) c S2T d W=7 m ,. ML 1 silty,fine to medium SAND to sandy' - o �.? GNU \Gray-tan, SILT;laminated(dense/hard,moist) S - SM (LODGMENT TILL) as 9—s S-3 T d -). Gray,silty,sandy,fine to coarse GRAVEL with - cobble to silty,gravelly,fine to coarse SAND r, y ).3 > (very dense,damp to moist)(LODGMENT TILL) - 2 F - • 3 w_ 3 ) -- 8 - Test Pit Completed 10/10/03 - Total Depth of Test Pit=8.0 ft- - 9 —10 2 0 Notes:- 1. Stratigraphic contacts are based on field interpretations and are approximate. :( m 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. 3 S 3. Refer to Soil Classification System and Key figure for explanation of graphics and symbols. N i] IA Federal Way City Hall Figure LANDAU Proposed Parking Lot Log of Test Pits A 4 ASSOCIATES Federal Way,Washington l v LTP-7 SAMPLE DATA SOIL PROFILE GROUNDWATER } t m a . � Excavation Method: Tracked Excavator rn i✓ Z 1 to Ground Elevation(ft): 337 a► COt to rid a n U a E— E in A - o v) coa) 0 D —0 SM Brown,organic,silty SAND with numerous roots and organic debris(loose to medium dense, - SM \moist)(TOPSOIL) Groundwater not encountered. - - W=4 . . Red-brown to light brown,silty,very gravelly, — —2 S 1 T d GS fine to coarse SAND with minor organic content (medium dense,damp)(ABLATION TILL) - SM �orades to more gray color _ - Gray,silty,gravelly,fine to medium SAND with • —4 S 2 • cobble(dense to very dense,damp) — - T d (LODGMENT TILL) - 0 •0.o p GP Gray,sandy,fine to coarse GRAVEL with - o cobble;slightly imbricated(dense,damp) - —6 °. ° - (LODGMENT TILL) — _ Gray,silty,gravelly,fine to medium SAND with - cobble(dense to very dense,moist) - S 3 Z d W=10 (LODGMENT TILL) • -8 Test Pit Completed 10/10/03 - Total Depth of Test Pit=8.0 ft. _ —10 LTP-8 SAMPLE DATA SOIL PROFILE GROUNDWATER F m a a Excavation Method: Tracked Excavator a m a o " co Ground Elevation(ft): 332 (a co m� m m m C) sa co De co I- 0 D —0 SM Brown,organic,silty SAND with gravel, - - S-1 d numerous roots,and organic debris(loose to o - . SM medium dense.moist)(TOPSOIL) Groundwater not encountered. - r- Gray-brown with some orange staining,silty, —2 S2-r d W=9 •• - gravelly,fine to coarse SAND to gravelly SAND — • k' _ • with silt(medium dense,damp to moist) - - SM --(ABLATION TELL) n.- Gray to dark gray,silty,gravelly,fine to coarse —4 . SAND(dense to very dense,moist) — m_ (LODGMENT TILL) - c o- S-3T d • • m — - P uvi - 0-8 - z_ Test Pit Completed 10/10/03 a - Total Depth of Test Pit=8.0 ft. - -10 — 2 E 0 Notes: 1. Stratigraphic contacts are based on field interpretations and are approximate. ' m 2. Reference to the text of this report is necessary for a proper understanding of subsurface conditions. Al § 3. Refer to Soil Classification System and Key figure for explanation of graphics and symbols. m N Federal Way City Hall Figure 104 LANDAU Proposed Parking Lot Log of Test Pits A_5 ASSOCIATES Federal Way,Washington m t Q I E. 0 O C 29 (2» a) cco U3' C ' ' 7 -Q ,-. 'L CooC.) o `o 5 l' • o = N 0) Cl) 03 L — § , . . . 7 . C o g - O •U N S - N J (L fn g w cn en Q _ ..., O N _-JC c� I Ij to to Z.C N; . . . .. .. . li/ / o E s _ .- a9 w !9 a) m Nd z 5 0) E c_ y 4= 4= > N — y a.. CO T T e..N ,+ U G) N (0in in V) (q a — 7 C W « E E v 0_N O 1 4 . . . U 5N6cc NN.�.. ` sftosYf. .O C Z•f/J IL�� a' N L m A a o o Ln /1/4:„.... SI — _ �� .. N u�5 (7 b c h N O c - r.'--- l4 d N g N Cj EE (� .- N � �3 = m = (A t� (� to i' _ co 0 O w a o z y o ay _ o 433 9 _ XZ J J J J •Q W El O U c h E • B 4 * P s m o M N aU N i46!eM Aq Jagd)(Jaw)ad 1 i i V 1 144^i 1ii 140 Material Source: LTP-4 Sample located at a depth of 2_ .1 ) 136 ft. — Material Description: Light brown,silty,gravelly,SAND 1 132 Test Method: ASTM D 1557C ] 128 1 TEST RESULTS (less than 3/4" material) Maximum Dry Density: 129.5 pcf 124 Optimum Water Content: 8.6% o 1\ Percent Greater Than 3/4"Sieve: 21 t120— oU _ ROCK CORRECTED RESULTS* IL Corrected Maximum Dry Density: 134 pcf a 116— Corrected Optimum Water Content 7% — c 3 112 * Based on the CAA method. c Di 108 ' ik • c CD J L , . 0 104— , 0,w LL Curv00% aio 100. Specesifi of c1 GravityS equalturat on to:f r 0 a 2.60 8 96 2.70 'a ca 2.80 0 92 . 0 s m s m E88 -. O 11\6. 84 o 0 10 20 30 40 s fig Water Content in Percent N Federal Way City Hall I Figure 14 LANDAU Proposed Parking Lot Moisture-Density Relationship A _7 ASSOCIATES Federal Way, Washington f-� [1] r........ ....._....,......a_...,.................... .......: 1 1 144I r \\ \ —t i1 \ \, 140 Material Source: LTP-5 Sample S-2 located at a depth of 2 ft. 136 ..\:\ Material Description: Red-brown,silty,very gravelly,fine to coarse SAND ii 132 Test Method: ASTM D 1557C 128 , . TEST RESULTS (less than 3/4" material) '...-- Maximum Dry Density: 122 pcf 1.1 124 Optimum Water Content 10% lt9- '8 0 Percent Greater Than 3/4"Sieve: 22% It 120 /--, 1 0:Eft (..) ROCK CORRECTED RESULTS* Corrected Maximum Dry Density: 128 pcf 1 116 Corrected Optimum Water Content: 8% 112 • co L -0 , 41\ . Based on the CAA method. 3 . a. f.7 ., ' 4)4 ai 108 0 5 A.) g ci L- a 104 u, re D 9 I! 100 Curves of 100% Saturation for Specific Gravity equal to: 12 ? Y. . 2.60 I a 96 2.70:. CL C5 2.80 g 41\ S if, \ 88 t . Lli 0 CC - 84 ]ab el 12 m .80 . I \. ..._\._ 0 10 20 30 40 6i §) Water Content in Percent ,.., Federal Way City Hall Figure LANDAU Proposed Parking Lot Moisture-Density Relationship A-8 AssoCIATES Federal Way,Washington AtJ r x m 2A TYPE I LANDSCAPE BUFFER MIN. S WIDTH AIn mD i TRAM f' Ar"21 SP VV AND LIMIT BU R OF WORK 23 ROD /--RAL OUG FIR 10 ROD 3 ROD �1 ie rir irlt:►rt�rYry ►�!i _ 2 1 APA 1 1 LANDSCAPE PLANT G PLAN 0 19 29 40' 80' t+ SCALE: 1"=20'-0" NORTH Not PA 6te 07Ais 4 4101� SITE SPECIFIC NOTES (D RETAINING WALL. Per Civil. f JUTE NETTING. Jute net all slopes that exceed ZT height slope. install jute net per manufacturers instructions. Ensure jute net is securely anchored at top and bottom of slope. Jute net to overlap 6" on edges. I O EXISTING TREES AND SHRUBS: Remove existing windfall from existing shrubs and trees. Grub out blackberries and weeds. Remove any dead or broken branches on existing trees, prune for health and safety. Remove debris from site. Preserve and protect per Tree Protection Detail on Tree Retention Plan Sheet L2.1 OGRAVEL PAD. Five foot wide gravel path 5/8" minus compacted crushed rock, min. 4' depth. Secure with PT 2A Header anchored L with lx2 stakes. Slope to drain away from building. _ TYPE LANDSCAPE BUFFER n / 1 OGM 0 PROPOSED FENCE 2 OGM PER ARCHITECT 296 SQ. FT. PHASE I —\ ��'ri � h7 W �IE�ie� I i I AO Aw �HYIlls' �■� .. 32 STM •• 10 • PLANT MATERIAL LEGEND I 2OGM 4 WRR 12LOG ' �- 133 SQ. FT. 12 OG 11 SP r 259 SQ. FT. 2 OGM G H CYCLONE 20GM FENCE 8 WRR 126 SQ. FT. 126 SQ. FT. 10 STM j 133 SQ. FT. 20 STM 2 I ODH 259 SQ. FT. 1 ODi H 14 SB 1 ODH 16OG HYP 223 SQ. FT. RR 126 SQ. FT. 126 SQ. FT. 1201 IOGM , 179 SQ. FT. ' 17 WRR 21 ORR H N C 10 ORR 1 APA 1 APA A P H A LT PAV M A N T, 1 APA 1 APA Indicates Drought Tolerant Plant Material Abrev. Common Name Botanical Name Size * trees CFP Capital Flowering Pear Pyrus caileryana "Capital" 1.5 caIJB&B, Matched - 6' Branch VM Vine Maple Acer circinatum - Nursery Grown 11/2" cal../B&B, 3 Multi -stem trunk APA Autumn Purple Ash Fraxinus americana "Autumn Purple" 1.5" cal./B&B, Matched - 6 Branch �jc OG Dou las 0 t ber Glory Maple Pseja menzies ' er ru rum to r 6' hgtJB&B 1.5" caiJB&B, Matched - 6' Branch Western ed edar huja plicata 6' hgtJB&B �c ODH Oregon Douglas Hawthorn Crataegus douglast 1.5" cal./B SP Shore Pine Pinus contorta 6' hgt./B&B �!t WAC Weeping Alaska Cedar Chamaecyparis nootkatensis "Pendula" 6' hgt./B&B * shrubs: CPJB Crimson Pygmy Jap.Barbeiry Berberis thunbergii'Crimson Pygmy" IT big Cont. * INC Indian Currant Symphoricarpos orbiculatus 24' hgt./oont. �c SNO Snowberry Symphoricarpos albus 18" hgt./cont. �* STM Strawberry Madrone Arbutus unedo "com cta" 24" hgt./cont. * DFV Double File Viburnum Viburnum plicatum plicatum 24' hgt./cunt. * EUON Euonymus Euonymus alata "Compacts" 24" hgt./cont. * OG Oregon Grape Mahonia aquifolium 18" hgt./cont. * ORR Orchid Rack Rose Cistus purpureus 18" hgt./cunt. %k WRR White Rock Rose Cistus hybridus 18" hgt./cont. * ROD Red Oster Dogwood Cornus stolonifera 18' hgt./cunt. 18" hgt./cont. * YOD Yellow Osier Dogwood Corpus f laverimea :k symbols/ground covers at triangular planting: HT-C Cornish Heather Erica vagens 1 gal. cont. at 36" oc at triangular spacing �{c * HT P HT-W Purple Heather White Heather Erica carnea - Purple Erica carnea - White 1 gal. cont. at 36" oc at triangular spacing 1 gal. cont. at 36" oc at triangular spacing * KK Kinnickinnick Arctostyphlos uva-urst I gal. cont. at 36' oc at triangular spacing * HYP Hypericum Hypericum calycinum 1 gal. cont. at 36" oc at triangular spacing * SAL Salal Gaultheria shallon 1 gal. cont. at 36" oc at triangular spacing Jute Netting on 2-.1 slopes Existing Trees and Shrubs: Preserve and Protect "Al LANDSCAPE CONSTRUCTION NOTES BUFFER MA PIPELINE NEW TREE TREE TIES 1/7 RUBBER HOSE W/•12 'o GALV. WIRE (DOUBLE STRAND TWISTED) RMER 1 .0 TE ORARY WATER BASIN xo 3 - 27Z WOODSTAKES 9 LONG 4" B FOR FIRST YEAR EQUALLY SPACED AROUND TREE AFTE STALLATION 3 MINIMUM BELOW GRADE STAKE DEPTH TREE WRAP SECURE W/ CLOTH TAPE 3CbRiENT TAPE UP TO BRANCH STRUCTURE FIN GR SET TREE AT ORIGINAL DEPTH - - — T ABOVE FINWHED GRADE 1 ODH _ R00•rBALL a ORTED ' RIP BURLAP AND TIES BACK RPSNOIIL 1/3 FROM BALL CROWN SUBGRAD RT TOPSOIL PER NOTES EXCAVATE AREA 2 TIMES DIAMETER OF ROOTBALL MINIMUM 17 TOPSOI AROUND ROOTBALL TYPE iII LANDSCAPE BUFFER DETAIL: TREE PLANTING MIN.3 WIDIM NO SCALE (j) zox 12 STM GUY SPACING 1 ODH TREE TIES I/7 RUBBER HOSE W/ 12 GAUGE WIRE (GALV.) POSITION ROOT CROWN TunNsu 17 ABOVE FINISH GRD. l ODH EACH SIDE 7 MULCH LAYER AFTER SETTLEMENT MULCH TYPE 11 STM PER SPEC.) \ \ _FINISH GRADE 911TH7H 1. All work performed shall conform with the City of Federal Way, landscape and irrigation requirements c and specifications. 2. Locate, protect and avoid disruption of all above and below grade utlilities and site features PriO on. Contractor is responsible for any resulting damages during construction. Call before you dig at 1(800) 424-5555. 3. Clean subgrade by removing all undesirable vegetation including grasses, weeds, blackberries, scotch broom d poplar seedlings including roots. Leave subgrade in landscape areas minimum 9" below paving in shrub beds. Remove all debris om site. 4. Provide minimum 6" depth 60-40 mix from Puget Sound Topsoil (253) 833-0374 in all shrub beds. Scarify s rade by rototilling and add topsoil on surface. Add additional topsoil as needed to contour shrub beds including required berms. 5. Provide minimum 2" depth fine blend hem -fir mulch to all planting beds. Mulch from Sawdust Supply, K t, Washington. Fill all planting beds and lawn areas to within I" of top of all curbs and walks. Slope all planting beds and lawn are o drain. 6. Provide one (1) year warranty for all plant materials and workmanship. 7. Verify all quantities shown on the plant list and plans. If discrepancies exist between the graphic repr tation and the numeric totals, the graphic representation shall rule. 8. All plant materials to be specimen quality with full, symmetrical trunk and foliage, unless otherwise ted. Fertilize all plantings with "Osmacote" plant granules. Install 2 cups per tree larger than 3% 1 cup per tree less than 3, 1/2 cup 5 gal., 1/4 per 2 and 1 gal., 1/8 cup per 6" and 4" pots. Place at base of plant after mulch has been installed. 9. insure proper drainage of all planting holes prior to installing plant materials. If planting holes do not rain or if heavy clay soils are evident contact landscape architect. 10, Fill all planting beds and lawn areas to within 1" of top of all curbs and walks. Berm all planting and lawn areas to drain. 11. Remove all construction debris from beds and asphalt to be removed 3" from behind extruded curb fore plant material is installed. _ F rOP THIRD OF ROM BALL 1 SOILMD: BACKFIL BE EXCAVATE 2-1/2 TIMES EXL4TING SUBGRADE r YEA DIAMETER OF ROOT BALL iSC DETAIL: CONIFER PLANTING NO SCALE NEW SHRUB 7 MULCH SAUCER B&B PLANT: REMOVE BURLAP & TIES FROM TOP OF ROOT BALL S01 : JI '" CONTAINER PLANT: SCARIFY :' SIDES OF ROOTBALL • ��COMPACTED SOL MIX SUBGRADE 17 MIN. DETAIL: SHRUB PLANTING NO SCALE E PLANT CENTER O ROW SPACING AS NOTED ON O PLAN (TRIANGULAR) SET PLANTS ® ORIGINAL DEPTH • FINISH GRADE, PRIOR TO SPREAD MULCH. 7 MULCH (TYPE PER SPECS.) FINISH GRADE BACKFIL SOiL MiX (MIX PER SPECS.) EXISTING SUBGRADE DETAIL: GRO COVER PLANTING LANDSCAPE PLAN APPROVAL P ermit ;lumber, 0 y - I00 0 `4 - E /-j Approved By -Tit, IIA ERi l Date: _ ��/pt Comments: • 1<4 r(' [ E DF S� NLtt'can� i^r<e �iP [ccrw��-i-t� hti Cv^^•{� wASHtxGTox LLuchli . Beth�ne Associates, Inc. REGISTERED ■ Landscape Arc tore & Planning, ASLA LAN HITECT P.O.Box 1442 phone: (425) 432-9877 ue I R BerHM Maple Valley,Washington 980 ax: (425) 432-9878 ERIMCATE NO. 462 )AVID A. MIMI City of Federal Way Federal Way, WA PKIS . City of Federal Way Parking Lot Federal Way, WA loam #23204 LJL CFIIiC Sy: LRB DAM 03/15/04 Revised per City of Federal Way Comments. Jim Harris Sr. Planner 03/29/04 LBA 04/06/04 /\ v per re lteM mmenis / 2 \ RA 04/26/04 —'Revism per City of e t�a� Comments David Laderra LBA 02/03/05 Revisedper David 11' rK ro"Mments LBA 02/16/05 aiaii S. z/Zg 1 PLL sa6(J81*V1II VEIL "JAR 0 0 200.5 La -700 S. DY-loagfl Ll �p �laG 5o a C3/ � St�3P TIifB LANDSCAPE PLANTING PLAN sDn�� V = 20'-0" ILE PAGSNIMM �I L1.1 L