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HomeMy WebLinkAboutPermit D99-0053 - Family Fun Center - Golf Driving- , D99-0053 • .73:OOJHj Center Way Family Fun Center Golf Driving City of Tukwila:: Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 Print Nam WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 242304 -9063 Address: 7300 FUN CENTER WY Suite No: Location: Category: NOT Type: DEVPERM Zoning: Const Type: V -N Gas/Elec.: Units: Setbacks: Water: Wetlands: 001 North: TUKWILA, . .__... Permit Center Authorized Signature: DEVELOPMENT PERMIT South: .0 East: .0 West: Sewer: TUKWILA lopes: N This per F shall become null and void 180 days from the date of issuance, or for a period of 180 days from the last Contractor License ,No;:. SDDEA CW108NT OCCUPANT FAMILY - GOLF DRIVING 7300, WY, TUKWILA'WA 98188 OWNER HUISH.FAMILY FUN CENTERS :Phone: 503 682 -9744 291 11'` SW TOWN CENTER LOOP W, WILSONVILLE OR 97070 ;: CONTACT .;'CHANDLER STEVER Phone: 425- 822 -0444 'MUL•VANNY PARTNERHIP, 11820 NORTHUP WY, #E-300, BELLEVUE WA 98005 CONTRACTOR`''' S D' CORP -OF WASHINGTON Phone: ';425- 454 -5038 P 0 '; BOX 3070, BELLEVUE WA 98009 * k********* k ****** k********** * * * *•k * * * * * * **•k *•k *•k * * *kk Permit Description: CONSTRUCTION OF- A NEW 1,884 SQ FT GOLF DRIVING RANGE ** * * * * * * * * *kk * ki(kyt'i� * * *** ** i* * ** ** * * ** * * *k * **k * **k *** ***** * ** * *•k *•k *k•k * * **** * * * * *•k *k4 Construc $ 28,260.00 PUBLIC WORKSPERMI,TS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut` /access /Sidewalk /CSS . N „' F i r'e Loop Hydrant: N lood`:,Control Zone: N Hauling: N Start Time End Tinier ;',• Land Altering: N Cut: Fill: Landscape Irrigation: N Moving-Oversized Load: Load: N Start Time:_. End Time: Sanitary Side Sewer: N No Sewer.Main Extension: N Private,: N Public : Storm Drainage: N : Street Use: N Water Main Extension: N .;Private: N Public: N ********* k********* ******** •k* * ** * * * * * * * * * *•k* * ** * ** * ** k*•F TOTAL DEVELOPMENT PERMIT FEES $ 716.72 * ** * * ** k * * * * * * * * * * * * * ** k****** 'k * * ** * ** * * * * * * ** * * * * * * * ** k k ** * * **** k * * * * k ** * * ** kA Occupancy: UBC: Fire Protection: Permit No: Status: Issued: Expires: Streams: Date: Signature:_ _ Date :Sh:/_' (206) 4313670 D99 -0053 ISSUED 05/06/1999 11/02/1999 PRIVATE GARAGE 1997 NONE .0 Size(in): .00 I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. if the work is not commenced within if the work is suspended or abandoned inspection. Addr e' s 7?(70 FUN :ENT R WY Perini t,' No: D99 -00 Su.1 Tenant Status ISSUED Tvpe . DEi/PERM Applied 02/1.64/1999 1X799 .: .,arcel..# 2423304 906 ' Issued: `05/06/1999 'k•k'kl k,* *'kk *k.*k *•k; *k'k * *'•kkk'k * *�h* 4 k*• kikk,*kk•***. k*• k*• k 'k�k **k * *•k*:*•kkkkkk.kkkk *''k* i. Per'rnit . ponditions' • 1 ; T emporrar y erosion control measures .shat l be.. implemented: as the first 'err der of business t.0 pr event sedimentation off site into e i stin q., torn`# dr'ailrage_.4,,fab;it11t`1.es he,. site s l 1 e pernlanerVt lieroFti,4n coat rt�•1;; ril e�, ures . 1`a as c ' possfib1ie �atike,r fiin i.l •gr.Q'din0 hi ; b een c om pleted . aifd,pr io to he:�F;inal Inspecti 0 5 '�,� :i No changes w 11 {1 h'e k nmade to ti� e plans' , §f'approved Olio �, T +.o :'3� � k� s, * , r Gr�' 1 `Z "fj ngirieer and the Tukwi •Bu #lding Di.vision � t ∎ - :1 'Con s.t ucti :-,to b e: done:: '1nfr don formance. -with' a`pp'rove ,pl;an. tfa,,d ,requ•l.:rem nts ,of, the`'Un'l form Bui Code ,.,U i 99,7 Edion) as amended, lin i o rn t' Mecli' ri,i ca 1 Code (11,997s l.t i or' ti and Washington •Mate Energy \,Code (11997 Edi Lion) - e^ , ;. , M,uti :it i� "r.;,i .B`uilding Diulsion.pr for to k I . ‘ p1aci g anvvt;concr ete s :p This .'roce d ure is. in add ition,Xto' a r.equ ` renren,ts far special inp.ection� x , ��• _,, A,i.1! ermi`t's, : inspeCtKion ";records, ar dj a'pproved plans., ' avafilab1e at the' job ito- pr;1 Op, ;tb ,i t.he s.,ta`t,of.•arty!,.con strri{ctiOh' 'Thane .d:ocurnen0.0E 'to be : n iaintai ned aril a;vai ab Th le unti l. pf . inacl inspection 'appruvatl,' is granted . { ' ,4 Pe a i`rfspect,orso ' fa l l '.,ys4ubmi.t� a finals :s i g ned report r • • s t ti.ng • whether the wa r y :, ; Yeq u .ir r i ng , slie�.,i >al inspection 3 was;, o •,tie be: of; • the - ri st'knpwledge`, .in con for manee . wity •p lans and specifiCa;tions.: -•and 'tli.e a0plica e . workn arish;i p° pricy i s i ons of the UBL r . :.� •, When'. peoia.1 is requ `r�ed"'ei;the~r, the owner 4 `'' archite'ct. or engineer sha11 not.i`fy' Bit ltiing• Divis'i':on. of appointment of the / i.nspecition', agen prior .;the first,buil'dtng 'inspection C. >opies' "of`a1;1''spec_ia1 i nspect'0,1*.: r epprts' sha l be submi tted to . the Bu i l;d i ng. Di.vision`1 } ; a timely manner:.., .Reports. sha11 contain addre s, project na'iiie number and type of inspection b:eTng performed '''' r ., 9. Validity ot. Permit. . The is�.uance of°- ''a,permit or approval of • `p'lans,, spec ificat :. and 'co'mputa:tVoris sha.l.l�.::n.4�.t be con- strued to be a per'iirit fur,. ar an appr oval of, °any violation °.. c Of any of the prov i s i one Qt.:, the •�k►u•i -1.'�1.1n.g ode or y other ordinance of the juri .. "' : No permit p of . an resunii.ng to give authority to violate or cancel the provisions of this code' shall be valid.• Projec Name/Tenant: h4i14. /,i) 6./If &. (L — GQLF c wZi t t't)C' AeltvL Value of Consyuction: W' '2Co / 0 e Site Address: / City State /Zip: �13eb ro J G i m i M WA Tax Pam el Number; 2'z23a`l - 1oco' / �/'cdilA / Property Owner: fA?' - 4l L 1 k l / n ) cer'U T e I- P h (�JO 3) eo $ 5 - • Street Address: City State /Zip: PM/ 9,14•'. y tl tooP 64, 5)✓/ccE a2 ?We Fax (ciD3� Lees — 47647 / Wli - Contractor: ` b, D:5ACort) Phon / "' , . // Z5 ts`1' — `--03e3 (d `• Street A dress: • // f 7* A. S, : -17./) 8a City State /Zip: ✓vF /c% ' if3c c99• ,#1, Fax ( 454 - I/ z i s A / Phone:- / (' - eZZ — d` /4 /44u Gt/r hJ7 !'Y� ' 7 Ch 5 Street Address: l 570 ..416 ,..27 •v ,-' - 'b/ City State /Zip: (J. 4)A- 7 GU eo Fax (L/z -51 0 Z'-- 27 Phone. ( * 7 -- /Coo Engineer: 4i / 4 C� 6 /thv,,JL /.�.., INC. � Street Address: � `7 z/ • - 1 ( p f 3 T ir z J t . Ale, ,11):44o.�)l City State /Zip: 1 4 , 4 - °t AO S2 Fax # (4 27 5/63 Contact Person: L?/ �r�c�r� s7 �,�Q Phone:, 2 S •£3?_ z -ev/d/ Street Address: / //�Z1v27i,4 GSJ4zi . f 3c'o P C o .� City State /Zip: Itij- a/4- gbseo 5 Fax #•_ (/2. 5 .- g. - / Z ? Description of work to be done: ' 6. o � - 7 v,.) a �lJee -z) 3 cc. ,e.ra /y.Jc. )2...4vt./ E, Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office in School /College /University Other ,.L O r—/ ( - Will there be a change of use? El yes 53 no If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm jg none ❑ other (specify) i1 Building Square Feet: /t- existing /13b7 new Area of Construction: Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes no quantities & Material Safety Data Sheets CITY OF TIJWILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. NCPERMIT.DOC 1 /29/97 Project.Num Iv i:J,J : PermIt ±Numbi#: APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) ❑ Channelization /Striping ❑ Curb cut /Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. Moving an Oversized Load: Start Time: Sanitary Side Sewer #: Storm Drainage ❑ Street Use Water Meter /Exempt #: Size(s): Water Meter /Permanent # Size(s): Water Meter Temp it Size(s): End Time: ❑ Sewer Main Extension 0 Private 0 Public ❑ Water Main Extension 0 Private 0 Public 0 Deduct 0 Water Only Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. 'Date application accepted: 2 /(o - `�9 Date application expires: Applicat' n taken by: (Initials) PLEASE SIGN BACK OF APPLICATION FORM • BUILDING OW ER OR AUTHORIZED AGENT: Signature: y7, ;; ) Date: ,� . 7 Print name: Cr/.� t7 �'rr�/ Ft�. Pho d: \ �Z? _ d r ,/ • l�'l7 ) ��`� City/ tate /Zip: l E t i vJ F a x / Z e �7Z� - ' /2 z � y °f' C . l vVa 9 E�Jo 5 Address: / ALL NEW COMMERC/AUADDITION /MU • ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER D ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN D BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Copy of recorded Legal Description from King County ❑ in Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433-0179 for servicing district. El ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ ❑ Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ ❑ Vicinity Map showing location of site ❑ Cl Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ ❑ Mechanical Drawings ❑ ❑ Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ ❑ Architectural drawings ❑ ❑ Specifications (if separate document) ❑ ' ❑ Structural Calculations ❑ ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ ❑ Height Analysis ❑ ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer Cl ❑ Topographical and Boundary Survey ❑ ❑ Tree Coverage Analysis (Multifamily only ) ❑ ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ❑ in Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent if the applicant Is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT / HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCPERMIT.DOC 1 /29/97 FAMILY PERMIT APPLICATIONS MU SUBMITTED WITH THE FOLLOWING: . . . . . .. . • . , • . , . , • " . . - • , ' . . . . . , .. • • .. , ,..:::„.: ,.... . . . . :, ...,. , . • ..—::,..' •'. :•::'' , . .. , .. , ... • • • „ • " . , .. . .... . ... . ... .. .. - ••:. . . ' . , , - . . " - .... .... . - . . . . .. . ,... , .. • . . • . . • • • * ** ;ot:4 *4,4 ,•,t;i ;A ic4c **A*.k**.**** ;,% • * 1 • *A:* * 14 k •le, ./c 1 :k,-/r :VA. :it ..A TIijtNM1T 1%)" 00 6 t 6 ; 6 799 • 34 • ,CHE doHN HU r 911 • • • •Lhit • • T1. ;. . ;' :;) ‘ 0.) ; N P997005:3, DEY.f,F.11N • . ,DE9E1.0p.N1 Parcel: No: 04, 9063 FON :HY ". ti: !rat■iinerit 436.i' ' ;To . t • ALL Pmt : . Balance:' • ,Is*,.1 (count: Code Depor p,t; i an flmount; 000/322.1 •.. BUILDTN6:: , • 431.65 000/386. : I • STATE 13 un.Dxwq.SURClit)Rek: • 4,50 . " .... 3135 05/07 9717 TOTAL 436.15 • " . • • ' ' • . ..• • • , • ' • • '• - • " . , * 4 C • • , 41P1' ■•• 1.0 41: * V.{ •■•• .6* NM: •••• •■•• 1■•? OW ler Mgr ■■■• ' 01 ' . OM 4 . OF, •■• : DEV PEIt :pELIE TER 14LI Tat al 7.1 7 •••••,•••:' • • • ••,•' •-• mnt • • - 2 4 Q.,'••57-:....'••T. 0t41 • 28 0 57, •• • flcttnc.e ' • 1 .1.3. ion - Amount PLAN' -1.11 260 3? ---- • ,.` , , .." • ,• ' • • " „ I „.• ••• Fitif,'01 • 5 7 ',"0 2 /1.6 ;•,•. • FAMILY : tii ;13114 •• . . •••••••••■••••••••••••• ••• „ . , ,„ • 0624 02/17 9717 • TOTAL 280.57 INSPECTION RECORD Retain a copy with permit INSPECTION NO. Ty :OF.TUKWILA BUILDING DIVISION 300.Southcenter B vd, #100, Tukwila WA 98188 PERMIT NO. (206)431 -3670 P. c. (A-4-47* ;Special instructions: Approved per applicable codes. Typtr Ir�SPe iora,,, Date cal led: Date war 5 2 Phone: orrections required prior to approval. COMMENTS: ,tor At>N ka i&Np, $47.00'itEINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project. gip,,(y ' r,A of Inspectio l Address: / Date called: Special instructions: ,,�� C 1 / i-1G5 �� Date wanted - �.JJ -� p.m. Requester f \T `) 4•. ff /7/t:.( Phone: INSPECTION NO. CITY OF.TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila; WA 98188 Approved per applicable codes. INSPECTION RECORD' Retain a copy with permit (206)431 -3670 Corrections required prior to approval. COMMENTS: 7,5 S 7 ', /)1 rr> r e- ✓20 5' i-- , -f ,,C, 7 L' v fir-f �Z U w Date:5 2 I_ Ei $47.00 REINSPECTION EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: Project: FC, ! GC? . Zr ■w� ∎ I Type of Inspection: r t . I X 10 - Fvv, l Pv�'�PV l,J Ito 0 Date called: O '' — �1— 00 Special instructions: Date wanted: L 2 ��. ` l — 1 P.m Requester;., vyt & 110r'I' Phone: i i)--S — 2- 5GYM C INSPECTION NO. INSPECTION RECORL Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 1Rq -Cos3 PERMIT NO. (206)431 -3670 Ei Approved per applicable codes. fl Corrections required prior to approval. COMMENTS: Inspector: Date: $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: 4 • • �Krazan & A'- � . \oc iat.es, Inc. GEOTECHNICAL ENGINEERING: • EY . '')NMENTAL ENGINEERING � 4 `° CONSTRUCTION TESTING AND INSPL, _.ON DATE: r. 17 /. •/ /990 PROJECT I: /_ 4 lem 7 PROJECT: /;.� ,,/ v r ,., LOCATION: 7 ? / , r,,., ,,.. ,n., ,,, . ., COPIES TO: KRAZAN PROJECT MANAGER: Item(s) inspected: rr/ l.t .o ,.r El NOTES 4231 Foster Ave. Bakersfield, CA 93308 (805) 633 -2200 , 7 f 25418 74th Ave. S Kent, WA 98032 (253) 854 -1330 3 CONTRACTOR: <r) I.O.R.: PRESENT AT SITE: ❑ DISCREPANCIES Q /00 % COMPLETE 7 /F7/7 r' -•r• •7,.•P 7" I 1017tl 't/fr,c , .T A.'I IT , /.r..17 / r 0 Superintendent /Representative: Technician: J r ,. 215 West Dakota Avenue Clovis, CA 93612 (209) 348 -2200 ATTACH TO TIME SHEET .. - J ... . . . OSHPD No. Permit No. =a Q , rr )S WEATHER: ( C'f'rr». r TEMP: © STRUCTURAL STEEL ❑ IELD / SHOP WELDING a V.T. . ❑ MATERIAL ID ❑ U.T. ❑ M.T. ❑ P.T. / - . ., l' : P10 r'[ '),.i !`r/ %S 1 /r.'e /,L . ) k' 1441/1"l A171- 6 - re• r'nr r• „,,, r,' - ,' ,- , Ape !t,,le.e` 7t) `''i, i) /L,)i{' , /14)5 ) /:",iy r%rAl'F Tfn k')VIFF n /,477 '/ l /)'. - Location: ❑ Welder qualification /certification verified for: ©: Position: LC VERT OR , 0 EV RHEAD a Filler Metal: ' %r/ /F 0 Process: . eic W FCAW GMAW SAW ❑ Other: ❑”' Weld Type: I,ET r C.P. P.P. PLUG ❑ Other: '0 Weld Size: / ''4" 5/16" 'h" ❑ Other: Codes: L "' AISC TITLE 21 TITLE 24 UBC ASME /-[rE 70 EL re To the best of my knowledge, the above :WAS / WAS NOT performed in accordance with the approved plans, specifications, and regulatory requirements. 550 Parrott St. #1 San Jose, CA 95112 (408) 271 -2200 123 Commerce Circle Sacramento, CA 95815 (916) 564 -2200 UMW MITCHELL ENGINEERING INC. SGarlf- (*Alt 6-4" s14 A �- � � �� Gtr �Iv��l� kkig. #. Hi- i� (i"�► WILL 'C�-- �P�Prg . -- lak t/vi;.1.> (1,44 Ni-)=1 .14‘. alAa Cat.. Lk- 97. (5; 4;7 4 4%* 4 4 z;360,LQ.40/--- Io 4 ,c12 6,4-,4 3[ev� �( 33 = 013 3g 12':51 egaL-44,J I ' /l rt — . I 4- / i 'c>f= Al2 (1+ 4 k Ict- - rg' 14'wb A 2.474.4,9Q s.'3n 2 (I -}- 4.a4.-)424.- I 1. s- izv • 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 RECEIVED CITY OF TUKWILA FEB 16 1999 PERMIT CENTER 3)74143(25? 12 Qc7 1 ` ) PREPARED ' Id?" PROJECT �" ` 1 L ( Jt 4 SHEET NO. OF DATE . �� SUBJECT C10LF I7e.i�vI;J� f l4.. JOB NO 9'1 13 �� MITCHELL ENGINEERING INC. 1t.lJ TA PREPARED BY MI DATE Ski PROJECT f N , L, ( I^' �` f � SUBJECT 6101 D'r V11.1.Li µ"la 7821 = 168th Ave. N.E. Redmond, WA 98052 (425) 747 -1500 SHEET NO, cif A - OF JOB NO 6 1 1 g) 3125 ( C MITCHELL ENGINEERING INC. 1.1VI avP 1 N- kJ/ 45 - &olep7 1z41.4 c400.0,41 Lo ;c • ova = AL/240. I .czo . .`"7 .. "rr e 0 • ; —4. 42,2.54 ' 5,4 12-.0)e2-0 • , 4 7 i 17 2 bg+ 2 1,410 4 " = a 67,46 4.0 1 , • • . „.. (A) 1,>,eis 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 " • !' ! • I - I i • ; 141 SHEET NO. 5 OF FROJECTVidlbf SUBJECT - r;l2s0 - /-141 i½ JOB No. c1416°S.. Ix in4 AXIS X•X Se in3 Rx in. 1y in4 AXISYY Sy in3 Rx I in. 1.571 0.72 162. 1.112 0.501 13E3 1.943 0.957 1.613 139I 0.629 1364 4.017 1236 2365 1.112 0.501 1244 4.99 1.639 2.359 1391 0.629 1245 7.897 1.836 3.069 1.112 0.501 1152 9.832 2.424 3.064 1.391 0.629 1153 13.6 3.4 3.049 1.948 0.886 1.134 &763 1.882 3.123 1.773 0.652 1405 11.009 2.433 3.133 2219 0.818 1.406 13.136 3.098 3.125 2.655 0.985 1.408 15236 3209 3.118 3.109 1153 1.408 9.473 1,891 3.144 2.652 0.824 1.662 11.997 2.528 3.166 3318 1.033 1.663 16,876 3.744 3.176 4.657 1668 10.457 2 .075 3.412 1.112 _1.457 0.501 1.112 13.019 2.854 3.406 1391 0.629 I.113 15.541 3.454 3399 167 0.757 1.114 . 18.034 4.007_ 1.948 0.886 13.472 2.293 3.749 1.112 0.501 . 1.115 1.077 16.767 331 3.743 1.391 0.629 1.078 23258 4.652 3.719 1.951 0.688 108 20254 3.339 3.882 3318 1033 137 28.391 5.072 3.883 4.651 1.455 2 1572 26.096 4.026 4.402 1391 (1.629 1.016 36247 6.011 4.3118 19411 0.886 1.017 C & Z STUCTURAL EXTIONS C Section 12 535 1575 Slb AXIS X•X Ix Se Rx in4 in3 in. NOSYY N Sy Rt 1. in4 in3 in. in. 1507 0.692 1.515 0.48'2 0312 Mb 1.057 1.859 091 1.575 0.598 0.453 . 0 233 1093 3.915 1207 2.332 0.561 0380 0.' 1057 4.856 1585 2.323 0.697 0.474 0130 1.093 7.760 1.806 3.039 0.618 • 0390 1 1.061 9.653 2365 3.039 0.766 0.487 0.833 1.093 1335 3338 3.014 1.065 0.683_ 0251 1.166 8.589 1.950 3.089 0.986 0518 1.047 1.052 10.830 2.568 3.103 1 0.649 1.045 ' 1.093 12.921 3227 3.094 1.470 0.781 1.044 1.13 14.986 3.747__ 3.085_ 1,709 0.912 1.012 1.166 . 9.330 .... 2.032 3.118 1.460 • 0.66 12 1057 12.007 2.678 3.163 1.821 0.827 1= 1 16231 4.084 3.145 2.544 1.166 1 330 1.171 10303 2.047 3383 0.610 0393 0.843 1057 12.820 2.794 3376 0.7% 0.492 0.841 1.00.2 15305 3.401 3367 0.952 0.591 0840 1.13 1105 0.690 0838 I 1.166 UAw u.s90 tuxes I.ubr 0821 0.496 0827 1.093 1.142 0.690 0.838 1.171 1958 0.246 1204 1093 2.731 1.190 1302 1.166 0.863 0.502 0.800 1.093 1.198 0.704 0.796 1.166 17.761 3.947 3.358 1.1.01 .01) 1b 3.144 16549 3249 3.714 22.974 4595 3.697 20240 3.619 3.872 28.100 5.512 3856 25.846 3.967 4.376 35.929 5.968 4360 T 1 �I L D Z Section CEE Section 'mettles Section D x B Gauge Weight fie Ib/lt in2 4x225C 16 2.04 0575 14 235 0.741 6 x 2:'S C 16 2.45 0.695 _ 14 :1.06 0891 8x215C 16 2.86 0.815 14 357 1.041 12 _ 5.00 1.470 - 16 3.06 0.861 14 3.61 1.100 13 459 1.350 12 , 535 1575 8x325C 16 326 0892 14 4.08 1.144 12 5.72 1664 9x2.25C 16 3.06 0.847 14 3.82 1.116 13 459 1.350 10x2254 lb U,aby 14 4.08 1.191 12 5.72 1.681 10 x 325 C 14 459 1288 12 6.43 1271 12 x'225 C 14 459 1274 12 6.43 1890 ZEE Section Properties Section D x B Gauge Weight Ae lb/ft. in2 4 x 225 Z 16 2.04 0.574 14 255 0.74 6x 16 2.45 0.694 I4 3.06 089 8 x 225 Z 16 2.86 0.814 14 3.57 104 12 5.00 1.463 62.75Z 16 3.06 0.837 14 3.82 1.065 13 459 1.309 12 535 1568 23c Z 16 326 0.854 14 4.08 1.109 12 5.72 1.568 9x 16 3.06 0.845 14 382 1.115 13 459 1.345 12 535 1.568 10x225Z 16 326 0.867 14 4.08 1.19 12 5.72 1.673 10 x 325 Z 14 4.59 1231 12 6.43 1.796 12x2252 14 459 1276 12 6.43 1.8241 Sour • Materials ranlmmi to ASTM A453, (Dade SO (PySS kai minimum) with 1(611 galvanized coaling, or ASTM A.5711(radr. S41(Fy. :IS kal minlmuml hue. • Values bawd on the Mnenean Iron and Steel Institute (AISI) "kxcdiculmn Mr the Ormolu id Cu/d•Fbrmrd Sire! .Slructun)l Mrmhwn" (1946 Minim, wilt) 1940 Adekndum). • la•a and Se are nil section progenies used In bending and defection calculattors. • ly.4d Syawful' wrtiun propurnes. • An Is net tlfrdive awe of serum BHP 0) BHP Slnel Building I'rnducta USA Inc. March 111911 l'rinled hi (ISA Revision SM (PS2111) L in. 0.97 0944 0.97 0.944 0.97 1.021 0.944 0.97 0.996 1.021 0.944 0.97 1.023 0.944 097 0.996 1.021 0.944 0.97 1.023 0.97 1.021 0.97 1.021 BHP Stool Building Products USA Inc. IL, • "•. • ; ' ' • - • ; • • ; PREPARED BY DATE • • MITCHELL ENGINEERING INC. i ' • : • ; ; • 1 • •• •-4. • • " • • • t . • , • . 1 r • 1. • . • • . • ! • • . • : • • • •• • • • • 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 • , ; 4 , I rc PROJECT SUBJECT °L.P. 414 12 4411 JOB NO. • • . • •••• . MITCHELL ENGINEERING INC. • • • • • ••" • .• • , : :1 ;••••: 4.. • • : 711 -168thAve. N.E. Redmond, WA 98052 (425) 747-1500 ; j • • PROJECT, .rA CL1 J 4 SHEET NO 1 41t-igg- JOB NO. , SUBJECT 61°4' '1 •:'?"."• • . •;;; • • • • MITCHELL ENGINE UN INC. - --' 1 -. •7• -"'" - ! I : •- • I ; • 7821 - 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 • / " 1 /4; .1 44411 :, ' 7 4 '12. . i H • I i ; -I-- , ■ 11.411 .. -- i 1 2 I __ ... i ... , i 1 • • ! : f i .: 1 i i . 1 i , i i 1 : ..,.............. ; • .1.... ..... , , . . . , . .. . i ......,........ ...„ .. . I ;. , . . i i i . • i i . • I ' , . ; • i f 1 ; I, , . ; • ! • i -; ' 4.. i t +. -4 .- - . .• 4--- . PREPARED BY y }' PROJECT , ; . I L FL'i I- 61 )--arr-ig" SHEET NO: / OF 1 DATE 1 5 1 1 SUBJECT C l Pil 1 }gli k•I JOB NO. 9451u35 MITCHELL ENGINEERING INC. PREPARED BY DATE IJ 12$ • "4 7821- 168th Ave. N.E. Redmond, WA 98052 (425) 747-1500 PROJECT SHEET NO. 11 a OF ". • I : SUBJECT JOB NO. 4. itoEn Family Fun Centers 29111 SW Town Center Loop West Wilsonville, Oregon 97070 Attention: John Huish and Scott Huish GeoEngineers. Inc. 8410 15lth Avenue N.E Redmond. WA 98052 Telephone (425) 861.6000 Fax t 425) 861 6050 m w geoengmeers.com November 4, 1998 Geotechnical Engineering Services Addendum to Soils Report Family Fun Center Site Tukwila, Washington File No. 5925 -003-03 Consulting Engineers and Geoscientists Offices in Washington. Oregon. and Alaska INTRODUCTION This letter is an addendum to the geotechnical engineering report for the Family Fun Center project dated June 30, 1997. The proposed Family Fun Center is located in Tukwila, Washington. The site is situated northeast of the intersection between Interurban Avenue South and Southwest Grady Way, south of the Green River and west of the Burlington Northern Railroad. We understand through our conversations with Chandler Stever with Mulvanny Partnership that the City of Tukwila has requested we update the geotechnical recommendations provided in our June 30, 1997 soils report to accommodate any subsequent changes to the proposed structures and site conditions. We understand that the proposed building will be a 2 -story steel framed structure. Through our conversations with Mulvaney Partnership and Enginetrs r:c.rthwest, we understand that the interior column loads are estimated to be 350 kips. We understand that perimeter footings will be subjected to minimal loading. SCOPE OF GEOTECHNICAL SERVICES The purpose of our geotechnical engineering services are to update the recommendations in our June 30, 1997 soils report to accommodate to the proposed structures and site conditions since the report was completed. The specific scope of services provided by GeoEngineers, Inc. consists of: CI1 RECEIVED TUKWIW FEB 1 6 1999 PERMIT CENTER 617-((1,C(5° x-19 -0063 1. Family Fun Centers ( November 4, 1998 Pace 2 1. Review existing subsurface soil and ground water information for the site. 2. Provide revised foundation design recommendations for shallow foundations including allowable soil bearing pressures and settlement estimates. 3. Provide revised recommendations for exterior PCC slab subgrade support, which includes the fire lane, go-kart and miniature golf areas. 4. Provide revised recommendations for seismic design criteria and re- evaluate the liquefaction and lateral spreading potential for the site soils. These recommendations will include information regarding methods to reduce potential damage to the proposed building resulting from the design earthquake. 5. Provide a written addendum to our report presenting our conclusions and recommendations. EXISTING CONDITIONS Existing subsurface conditions are consistent with those described in the June 30, 1997 soils report. No additional geotechnical subsurface explorations have been performed since the June 30, 1997 soils report was released. Grading and fill placement has taken place across Parcels 1, 2 and 3. The site grades have been modified as follows: • Parcel 1 site grades have been raised from Elevation 20 to 22 feet to approximately Elevation 23 to 26 feet. • Parcel 2 site grades have been raised from Elevation 20 to 25 feet to approximately Elevation 24 to 26 feet. • A 7- to 8 -foot high preload fill was placed and has been subsequently removed from the Family Fun Center building pad area. Structural fill is present in the Family Fun Center building pad from approximately Elevation 20 to 21 feet to Elevation 28.5 to 29 feet. • The stockpiles in the Parcel 3 east parking area has been removed and site grades currently range from Elevation 25 to 27 feet. • The Parcel 3 south parking area site grades have been raised from Elevation 20 to 22 feet to approximately Elevation 25 to 27 feet. • The site grades in the Parcel 3 miniature golf course and go -kart track areas were raised from Elevation 20 to 26 feet to approximately Elevation 24 to 29 feet. The compaction criteria presented in our June 30, 1997 soils report was modified by the owner in several locations throughout the site. Mr. Huish established that the compaction criteria for Parcels 1, 2 and the parking areas be 90 percent of the maximum dry density (MDD) per the ASTM D -1557 test procedure. Mr. Huish also established that dry densities of less than 90 percent of the MDD were acceptable in the Parcel 3 miniature golf course and go-kart track areas. Fill placement has been monitored by a representative of GeoEngineers, Inc. The fill placed for the Family Fun Center building and the Parcel 3 maintenance building was generally compacted to dry densities of at least 95 percent of the MDD per the ASTM D -1557 test procedure. O e o E o g i o e e r s File No. 5925 -03 43.1130 Family Fun Centers t November 4, 1998 Page 3 The proposed fire lane coincides with the location of a haul road that has been constructed on the north and west sides of the Family Fun Center Building. This haul road was constructed to provide construction access through Parcel 3. The construction of the haul road generally involved placing a woven geotextile fabric on compacted subgrade. Approximately 6 to 10 inches of imported sand and was placed and compacted on the geotextile. The imported sand was then overlain with 4 to 6 inches of recycled concrete. The northern portion of the east parking area has generally been stripped of wet, loose material to depths of up to 3.5 feet below finished subgrade elevation. Woven geotextile fabric was placed in several areas at depths of 2 to 3 feet below finish subgrade elevation. On -site soils were generally placed and compacted to dry densities of at least 90 percent of the MDD over the majority of the northern portion of the east parking area to within one to two feet of finish subgrade elevation. Recycled concrete was then placed and compacted to approximately 0.2 feet above finish subgrade elevation in the northern half of the east parking area. Based on our observations, it is our opinion that fill placed in the northern portion of the Parcel 3 east parking area has generally been placed in general accordance with compaction criteria established by Mr. Huish for parking areas. The upper foot of soil below finish subgrade elevation for the southern portion of the Parcel 3 east parking area and the Parcel 3 south parking area is currently scheduled to be treated with cement. The cement treatment will take place following installation of site utilities in these areas. CONCLUSIONS AND RECOMMENDATIONS GENERAL The following conclusions and recommendations cover items that have been modified to reflect the current site conditions and the revised expected loads. Items which are not addressed specifically in the following sections are included in our June 30, 1997 soils report. FOUNDATION SUPPORT Shallow Foundations As stated previously, there is between 8 and 9 feet of structural fill compacted to dry densities of at least 95 percent of the MDD within the footprint of the Family Fun Center building. For these conditions, we recommend that footings be proportioned using an allowable bearing value of 2,500 psf. The allowable bearing values presented above apply to the total of dead and long- term live loads exclusive of the weight of the footing and any overlying backfill. An increase in these values of one -third may be used when considering wind or seismic loading. All isolated column and continuous footings should have minimum widths of 2 feet and 1.5 feet respectively. Exterior footings should be founded at least 18 inches below the lowest adjacent grade while interior footings have a minimum embedment depth of 12 inches. Based on the allowable bearing values presented above we estimate that total settlements will not exceed 1 inch for isolated interior column footings. GeoEngineers File No. 5925 -03 -03.1130 Family Fun Centers November 4, 1998 Page 4 Soft or disturbed soil not removed from the footing excavations prior to pouring concrete will result in increased settlement. We recommend that the condition of the footing excavations be observed by a qualified geotechnical engineer prior to placement of concrete or structural fill to confirm that the bearing soils are consistent with our recommendations and to provide recommendations for overexcavation of unsuitable soils. If foundation construction is done during wet weather it may be necessary to protect foundation subgrade soils by placing a "mud mat" consisting of lean concrete or a layer of crushed rock about 6 inches thick. EXTERIOR PCC SLAB SUBGRADE We understand that sidewalk on the west and north sides of the building will also be used as a fire lane. The sidewalk and other PCC slabs should be underlain by a minimum thickness of 12 inches of structural fill, which is essentially free of organic materials. We recommend that the upper two inches of the structural fill consist of crushed surfacing, conforming to Section 9- 03.9(3) of the 1998 WSDOT Specifications to provide uniform support and a working surface. As indicated in the Existing Conditions section the structural fill placed in the go -kart track and miniature golf areas has been compacted to dry densities of less than 90 percent of MDD. For these subgrade support conditions, slabs in the go -kart and miniature golf course areas may experience premature cracking and differential settlement. SEISMICITY Liquefaction - Induced Ground Settlement Because of the presence of potentially liquefiable soils at the site, ground settlement may be expected if liquefaction occurs. The potential ground settlement caused by liquefaction will vary depending on the actual levels of ground shaking, the duration of shaking, and site - specific soil conditions. We estimate that total liquefaction induced ground settlements may be on the order of 1 to 4 inches on Parcel 3. We estimate that the total differential settlement across the building may be on the order of %= -inch to 2 inches because of the presence of an approximate 20 -foot thick zone of non - liquefiable soils below the ground surface. We further estimate that differential settlement between adjacent isolated column footings spaced at 25- feet -on- center may be up to 1/2 inch. Lateral Spreading Lateral spreading involves lateral displacements of large volumes of liquefied soil. Lateral spreading can occur on near -level ground as blocks of surface soils displace relative to adjacent blocks. Lateral spreading also occurs as blocks of surface soils are displaced toward a nearby slope (free face) by movement of the underlying liquefied soil. The bank of the Green River represents a free face condition for this site. Therefore, the topography of the site and underlying soil conditions indicate that lateral spreading is a possibility at the site. We have evaluated the lateral spread potential using an empirical model that incorporates earthquake, geological, topographical and soil factors that affect ground displacement. The 0coEnginecrs File No. 5925 -03 -03.1130 Family Fun Centers November 4, 1998 Page 5 model was developed from compiled data collected at sites where lateral spreading was observed. The magnitude of the lateral• spreading depends on Richter magnitude, horizontal ground acceleration, thickness of the liquefied soil zone, grain size distribution of the liquefied deposit, and the ratio of the free face height to the distance between the structure and the toe of the free face. We have evaluated the potential for lateral spreading following a seismic event based on the expected subsurface conditions. The results of our analysis indicate that lateral spreading may occur at the site during an earthquake with a Richter magnitude of 7.5 or greater. We estimate that the total horizontal movement towards the Green River will be on the order of 4 to 6 feet in the area of the Family Fun Center building. We estimate that the differential horizontal movement within the Family Fun Center building footprint will be on the order of 6 to 12 inches. Conclusions and Recommendations Regarding Seismicity The potential for liquefaction and lateral spreading at.the site is moderate to high during an earthquake event with a Richter magnitude of 7.5 and a peak horizontal ground acceleration of 0.3g. Liquefaction and lateral spreading may result in some structural damage to the building. If the levels of differential settlement and lateral spreading movement presented above are too large to ensure that life/safety requirements are met, or if the owner wishes to maintain a higher level of serviceability of the building following an earthquake, mitigation measures as outlined in the subsequent paragraphs may be employed. Several mitigation techniques are available to reduce the potential for structural damage. These measures should be given consideration in the design of the building. However, it should be noted that these measures will not mitigate all of the potential liquefaction and lateral spreading damages and do not preclude damage to the building resulting from other earthquake characteristics, such as inertial forces that occur during severe ground shaking. One mitigation technique is to support the footings and floor slab on several feet of clean crushed rock placed over a strong non -woven geotextile fabric. The crushed rock pad and geotextile fabric provide a more rigid base for the foundations and thus reduces the effects of differential settlement. It also allows pore water pressures from the lower soil units to dissipate in the zone of crushed rock thus reducing the potential for loss of strength of the near - surface soils. We estimate that the with the crushed rock and geotextile fabric, the differential horizontal movement within the Family Fun Center building will be on the order of 2 to 4 inches. A second mitigation technique is to structurally connect the individual column footings and continuous footings using grade beams or a continuous mat foundation. This will also further increase the rigidity of the foundation system for the building. We estimate that with grade beams or a continuous mat foundation, the differential horizontal movement within the Family Fun Center building will be less than 2 inches. GeoEngineers File No. 5925 -03 -03.1130 It should be noted that the two mitigation techniques described above will not prevent lateral spreading from occurring. These two measures are intended only to reduce the magnitude of differential movement within the building footprint. A third mitigation technique involves the use of ground improvement techniques such as stone columns or soil densification. These methods can be implemented to reduce the risk of lateral spreading from occurring within the immediate area of the proposed building. We are available to assist in the evaluation of ground improvement techniques, as necessary. LIMITATIONS We have prepared this report for use by Family Fun Centers, Mulvanny Parmership Architects and other members of the design team for use in the design of a portion of this project. We have relied on information provided in reports prepared by others in forming some of our conclusions and recommendations. The conclusions and recommendations in this report should be applied in their entirety. The data and report should be provided to prospective contractors for bidding or estimating purposes; but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are any changes in the grades, location, configuration or type of construction planned, the conclusions and recommendations presented in this report might not be fully applicable. If such changes re made, we should be engaged to review our conclusions and recommendations and to provide written modification or verification, as appropriate. When the design is finalized, we recommend that we be engaged to review those portions of the specifications and drawings that relate to geotechnical considerations to see that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the locations of explorations and also with time. Some contingency for unanticipated conditions should be included in the project budget and schedule. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. Goo En o••r• 40 ► FI • 14 o. 5925 -03.03.1130 ■•■••••■ • Ve trust that this letter provides the information that you require at this time. Please contact u s should you have any questions concerning the information presented within this letter, or hould you require additional information 2 , • ami1 Fun ,centers . O■ieinnei 4, 1998 1 7.172i,, ,•■•••■ GeoEngineers Yours very truly,' GeoEngineers, Inc. • Matthew W. Smith, P.E. Project Engineer " .„ • , ,,„ . • ' ,'.• „ • • , •. , • • „ „ File No. 5925-03-03-1130 GooE-ogi000rs: . • • 9 , • •■ • P11. No:5925-00147.1130/063097 , • I • ••• • • I Family Fun Centers c/o Mulvalmy Partnership Architects P.S. 11820 Northup Way, No. E300 Bellevue, Washington 98005 Consulting Engineers • and Geoscientists • Offices in Washington. Oregon. and Alaska A ntiorr Chandler Stever We are pleased to submit eight copies of our report presenting the results of our geotechnical engineering services for the proposed Family Fun Center to be located in Tukwila,. Washington. The scope of services for this study is described in our proposal dated June 2, 1997. Authorization to proceed with our services was provided by Scott Huish of Family Fun Centers on June 12, 1997. Portions of our preliminary conclusions and recommendations have been discussed with you as our findings were developed. We also are providing Phase 1 Environmental Site Assessment services for the site. The results of that study are being prepared as a separate report and will be transmitted under separate cover. We appreciate the opportunity to provide geotechnical engineering services on this interesting project. We will be pleased to respond to any questions you have, to provide further consultation during design, and to assist you during construction of this facility. DJM:vvl Document ID: P:15925001.R File No. 5925-001-37-1130 GeoEngmeers. Inc. S-00 Icith Avenue N.E. Redmond. VIA 98052 Telephone 4251861-6000 FA 1i25) 8614)050 ‘rww.gtoengineers.wm Yours very truly, GeoEngineers, Inc. ij 9/t.t Mary S. Rutherford, P.E. Associate INTRODUCTION SCOPE OF GEOTECHNICAL SERVICES . . . . . . . . . . PREVIOUS STUDIES 3 SITE CONDITIONS 4 SURFACE CONDITIONS 4 Parcel 1 4 Parcel 2 4 Parcel 3 4 SUBSURFACE SOIL CONDITIONS 5 General 5 Stockpile Fill 5 Site Grade Fill Slag 6 Alluvial Deposits 6 GROUND WATER CONDITIONS 6 CONCLUSION AND RECOMMENDATIONS GENERAL EARTHWORK General Clearing and Site Preparation Subgrade Preparation Structural Fill Material On-Site Soils Site Grade Fill Stockpile Fill Slag Fill Placement and Compaction Temporary Cut Slopes Permanent Slopes SETTLEMENT CONSIDERATIONS General Parcel 1 Parcel 3 PRELOAD PROGRAM General Preload Configuration Preload Fill Material Preload Fill Placement Settlement Monitoring e o E n g i n e e r s 7 7 8 8 8 9 9 10 10 10 11 11 12 12 13 13 13 14 14 14 1 4 15 15 15 File No. 5925-001-37-1130/063097 • • ‘• CONTENTS (continued) Page No., 16 16 16 FIGURES - FOUNDATION SUPPORT General Shallow Foundations ' General Overexcavation Footing Design Lateral Resistance Settlement Pile Foundations General Axial Pile Capacities Pile Downdrag Lateral Pile Capacity Pile Settlements Pile Installation Considerations FLOOR SLAB SUPPORT • RETAINING WALLS Design Parameters Backdrainage Construction Considerations PAVEMENT RECOMMENDATIONS Asphalt Concrete Pavements PCC Pavements DRAINAGE CONSIDERATIONS Temporary Drainage Permanent Drainage SEISMICITY General Uniform Building Code (UBC) Site Coefficients Design Earthquake Levels Liquefaction Potential Ground Settlement Lateral Spreading Conclusions and Recommendations Regarding Seismicity OTHER CONSIDERATIONS Methane Gas Collection Soil Corrosivity LIMITATIONS Vicinity Map Site Plan Settlement Plate Detail GeoEnglneers 16 17 17 18 • 18 18 18 • 18 19 19 19 20 20 21 21 21 21 22 22 22 23 23 23 23 23 24 24 24 25 25 25 26 26 27 27 Figure No. 1 2 3 Filo No. 5925-001-37.1130/063097 GeoEagiusers INTENTS (continue. • File No. 5925-001.374130/063097 PPENDICES • . ‘ • , e. . , , tidix A,- Field Explorations and Geotechnical Laboratory Testing Field Explor . Geotechnical Laboratory Testing . . ' A- Key to Boring Log Symbols APPENDIX A FIGURES Soil Classification System ee Logs of Borings eLoge of Test Pits Moisture Content Data Consolidation Test Results Summary of Soil Field Screening . ppendix B - Logs of Borings and Test Pits by Summary Geotech Consultants, Inc., and Applied Geotechnology, Inc. REPORT GEOTECHNICAL ENGINEERING SERVICES FAMILY FUN CENTER TUKWILA, WASHINGTON FOR FAMILY FUN CENTERS INTRODUCTION This report presents the results of our geotechnical engineering services for the proposed Family Fun Center to be located in Tukwila, Washington. The site is located northeast of the intersection between Interurban Avenue South and Southwest Grady Way, south of the Green River and west of the Burlington Northern Railroad. The site is shown relative to surrounding physical features on the Vicinity Map, Figure 1. Our understanding of the project is based on information provided by Mulvanny Parmership Architects including a Concept Site Plan dated June 17, 1997. The site is separated into three parcels. Parcel 1 encompasses approximately 2.1 acres near the northwest corner of the site. Parcel 2 encompasses approximately 2.8 acres near the center of the north portion of the site. The remaining 8 to 9 acres comprise Parcel 3. The site has a relatively complex history of grading activities that reportedly began as early as 1904. Currently, a large soil stockpile is located on the east portion of Parcel 3. A former milk bottling plant, several residences, a barn and other ancillary buildings are located on the south and central portions of Parcels 2 and 3. We understand that the existing structures will be demolished prior to construction. Most of Parcel 1 and the north portion of Parcel 2 are open pasture areas or overgrown with brush. We understand that site grades are planned to be raised to about Elevation 26 feet. Accordingly, fills on the order of 3 to 6 feet will be necessary across much of the site with the exception of the soil stockpile area. The intent is to utilize as much of the existing soil stockpile material as possible for fill in other areas of the site. We understand that general site grading is planned to be begin in August 1997, pending permits. The development will include a restaurant on Parcel 1, a four -story hotel on Parcel 2 and a Family Fun Center building on Parcel 3. Locations of the planned facilities are shown on the Site Plan, Figure 2. The restaurant will be situated near the northwest corner of Parcel 1 and encompass about 11,900 square feet. We anticipate the that restaurant will be a single -story structure with column loads on the order of 70 kips. Paved parking areas will be located to the south, east and west of the restaurant. The Family Fun Center building will be located near the southeast corner of Parcel 3 and encompass approximately 35,500 square feet. The building will have a second and third story encompassing approximately 20,000 and 10,000 square feet, respectively. Current planning indicates that the lowest level of the Family Fun Center building will be constructed of concrete. 0 e o E o g i n e e r$ 1 File No. 5925. 001. 37.1130/063097 ,r- The second and third levels of the building are likely to be steel- framed. Column Toads for the Family Fun Center building are expected to be about 180 kips in areas with two stories and up to about 280 kips in areas with three stories. Paved parking will be located to the south and east of the Family Fun Center building. We also understand that the parking area grades may be raised to provide a second -story 'ground level' entrance to the Family Fun Center building. Additional facilities to be located on Parcel 3 will include an 18 -hole miniature golf course and a go -cart race track. The hotel will be situated on the central portion of Parcel 2. We understand that the development of Parcel 2, including the design and construction, will be coordinated by the ownership of the hotel. Accordingly, this report addresses the geotechnical considerations relative only to the development of Parcels 1 and 3, and does not apply to Parcel 2. SCOPE OF GEOTECHNICAL SERVICES The purpose of our geotechnical engineering services is to explore subsurface conditions at the site as a basis for developing geotechnical recommendations and design criteria for Parcels 1 and 3. Our specific scope of services included the following tasks: 1. Review available subsurface soil and ground water information for the site. This information includes reports prepared by Geotech Consultants, Inc. and Applied Geotechnology. Also, review available in -house subsurface information for surrounding sites. 2. Explore subsurface soil and ground water conditions within the footprint of the Family Fun Center building by drilling one boring to a depth of about 49 feet below the existing ground surface using truck- mounted, hollow -stem auger drilling equipment. 3. Explore subsurface soil and ground water conditions at the proposed location of the restaurant building by drilling one boring to a depth of about 44 feet below the existing ground surface using truck-mounted, hollow -stem auger drilling equipment. 4. Explore shallow subsurface soil and ground water conditions in building and pavement areas by excavating 12 test pits to depths of about 8.5 to 13.5 feet below the existing ground surface. 5. Evaluate the physical and engineering characteristics of the soils based on laboratory tests performed on samples obtained from the explorations. The laboratory tests included moisture content and dry density determinations, and consolidation tests. Also, specific gravity tests and expansion tests were performed on slag samples. 6. Provide recommendations for site preparation and earthwork including stripping requirements, recommendations for any imported borrow needed, and fill placement and compaction criteria. This will also include an evaluation of the effects of weather and/or construction equipment on the on -site soils. 7. Evaluate the suitability of on -site materials, including the soil stockpile materials, for use in structural fills or landscape fills, as appropriate. G e o E n g i n e e r s 2 File No. 5925-001.37. 1130/063097 ▪ Provide recommendations for the use of preload fills as a means of reducing postconstruction settlement of structures supported on shallow foundations, if appropriate. 9. Provide foundation design recommendations including allowable soil bearing pressures for shallow foundations and recommendations for the coefficient of friction and passive soil pressures to resist lateral loads. 10. Provide preliminary foundation design recommendations including allowable soil bearing pressures for shallow foundations to support the restaurant. 11. Provide recommendations for support of slab -on -grade floors. 12. Provide settlement estimates for fills, spread footings and floor slabs. 13. Provide design parameters for loading dock walls and/or other retaining walls including lateral soil pressures and drainage requirements. 14. Provide recommendations for the depth of frost penetration. 15. Provide an opinion regarding the presence of potentially expansive, deleterious, chemically active or corrosive materials, including the on -site slag or the presence of gas, including methane gas. 16. Provide recommendations for temporary and permanent surface and subsurface drainage requirements including temporary dewatering during construction. 17. Provide recommendations for pavement subgrade support and design pavement sections for auto traffic areas, truck traffic areas, and go -cart and miniature golf areas. 18. Provide recommendations for seismic design criteria and evaluate the liquefaction potential of the site soils. 19. Prepare a written report presenting our conclusions and recommendations along with supporting field and laboratory data. PREVIOUS STUDIES Several studies have been completed for the site and surrounding area. Site specific subsurface information is presented in the reports listed below. The information presented in these reports was incorporated into our geotechnical evaluation of the subsurface conditions at the site. • "Supplemental Phase 2 Environmental Characterization Study, Nielsen Properry, Southwest Grady Way and Interurban Avenue, Tukwila, Washington" by Geotech Consultants, Inc., dated January 24, 1997. • "Phase 2 Environmental Site Assessment, Tukwila Park and Ride/Nielson Property, South Grady Way and Interurban Avenue, Tukwila, Washington" by Geotech Consultants, Inc., dated June 17, 1994. • "Environmental Audit and Preliminary Geotechnical Evaluation, Nielson and Homewood Properties, Tukwila, Washington" by Applied Geotechnology, Inc., dated April 26, 1989. G e o Eosin e e r$ 3 File No. 5925-001.37.1130 /063097 SITE CONDITIONS SURFACE CONDITIONS The site is irregularly shaped and encompasses approximately 14 acres. The site has dimensions of roughly 600 feet by 1,000 feet in plan. Interurban Avenue South and Grady Way border the west and south property boundaries, respectively. The Green River and Burlington Northern Railroad tracks border the north and east property boundaries, respectively. Access to the site is provided near the southwest corner of the site from Monster Road. A gravel /asphalt road extends from Monster Road to the east and north to the approximate center of the site. The gravel road then extends in the east -west direction approximately bisecting the property. The site is separated into three parcels, as described below. Parcel 1 Parcel 1 encompasses approximately 2.1 acres near the northwest corner of the site. The bank of the Green River forms the north boundary of the parcel. The bank of the Green River is inclined at about 1H:1V (horizontal to vertical) in the vicinity of Parcel 1. Most of the ground surface south of the bank varies between Elevation 20 feet and Elevation 25 feet. Interurban Avenue South, located along the west property boundary, is approximately 7 to 10 feet higher than the ground surface of most of the parcel. A steel tower for high- voltage power lines is located near the center of the north portion of the parcel. A wooden building, formerly the J.G. Nursery, is located on the south portion of the parcel. The ground surface is generally vegetated with tall grass, patches of dense brush and occasional trees. Parcel 2 Although geotechnical recommendations for Parcel 2 are not considered part of this report, a site description is included for completeness. Parcel 2 encompasses approximately 2.8 acres near the center of the north portion of the site. The bank of the Green River forms the north boundary of the parcel. The inclination of the bank varies between about 1H:1V and 2.3H:1V in the vicinity of Parcel 2. Most of the ground surface south of the bank varies from about Elevation 19 feet to about Elevation 25 feet. A large wooden barn and horse stable is located near the southwest corner of the parcel. Stockpiles of shredded bark, barkdust and manure are located in the vicinity of the barn. Most of the parcel is vegetated with tall grass, patches of dense brush and occasional trees. Parcel 3 Parcel 3 encompasses approximately 8.1 acres and occupies the east and south portions of the site. The bank of the Green River forms the north boundary of a portion of the parcel. The inclination of the bank is about 2H:1V. The ground surface of the west one -half of the parcel, south of the bank, varies from about Elevation 20 feet to about Elevation 26 feet. A large soil stockpile occupies much of the east one -half of the parcel. The soil stockpile is reportedly from G e o E n t i n e e r i 4 File No. 5925-001 -37- 1130/063097 a topsoil mixing operation which formerly occupied the parcel. The ground surface of the east one -half of the parcel varies from about Elevation 20 feet to about Elevation 55 feet. Several wooden structures are located on the west one -half of the parcel. A concrete masonry unit (CMU) building, reportedly a former milk bottling operation, is located near the center of the south portion of the parcel. Several automobiles, boats and other mechanical equipment in various states of repair are located along the gravel road bisecting the site. Debris including concrete ecology blocks, tires, plastic and steel drums and machine parts also are located across the parcel. The ground surface on much of the east one -half of the parcel is relatively bare with the exception of areas of short grass and patches of brush. The west one -half of the parcel is vegetated with grass, brush and trees. The area around the former milk bottling plant is paved with asphalt and portland cement concrete. SUBSURFACE SOIL CONDITIONS General Subsurface soil and ground water conditions at Parcels 1 and 3 were explored by drilling two borings (GB -1 and GB -2) and excavating twelve test pits (GT -1 through GT -12). The borings were drilled to depths ranging from about 44 to 49 feet below the existing ground surface at the proposed locations of the Family Fun Center building and restaurant building. The test pits were excavated to depths ranging from about 8.5 to 13.5 feet below the existing ground surface. The approximate locations of the explorations are shown on the Site Plan, Figure 2. Descriptions of the exploration program, geotechnical laboratory testing program and logs of the explorations are presented in Appendix A. The locations of the explorations previously completed by others are also shown on Figure 2. The logs of these explorations are included in Appendix B. The site is located within alluvial valley of sediments deposited by the Green River. It is likely that several meander channels existed at the site prior to filling of the site. As a result of the meander channels and filling, subsurface conditions vary both horizontally and vertically throughout the site. Based on our explorations and those completed by others, the site is generally underlain by variable fills and alluvial silt and sand deposits. These soil units are described in more detail below. Stockpile Fill A large soil stockpile is located on the east portion of Parcel 3. Test pits GT-4, GT -5, GT-6, GT -9, GT -10 and GT -11 were excavated in the stockpile. Test pits in the stockpile were also reported by others. In general, the stockpile material consists mostly of silty sand, silty gravel, and silt with variable amounts of sand and gravel. Much of the stockpile material contains fine organic matter. Portions of the material contain abundant fine organic matter. Debris was also encountered in the material. The debris includes wood, concrete, brick, metal, G e o E a s i a e e r$ 5 FUe No. 5925-001. 37.1130/063097 Slag wire, slag, drums and other items. Layers of fibrous wood material were also encountered. In general, most of the stockpile material was in a medium dense to dense condition. Site Grade Fill Site grade fill extends over the majority of the site. Based on our explorations and those reported by others, the site grade fill extends to depths of zero to 21 feet, corresponding to about Elevation 17.5 feet to Elevation 9 feet. In general, the site grade fill consists mostly of sand, sand with silt, silty sand, and silt with variable amounts of sand. Debris was also encountered in portions of the site grade fill. The debris includes wood, concrete, brick, slag and railroad ties. In general, the site grade fill is typically loose. Slag was encountered at a depth of about 1.5 feet in boring GB -1. Slag was also observed at the ground surface in the vicinity of boring GB -1, along the gravel road which bisects the site and on many of the driveways to the residential buildings at the site. Slag was reported by others within the existing site grade fill in borings AB -3, GCW -16 and GCW -17 and test pits AT -4, AT -5, and AT-6. Based on the description reported in these explorations, the slag appears to be mixed with the site grade fill in the areas these explorations were completed. Alluvial Deposits Alluvial sand and silt deposits underlie the existing site grade fill. Our explorations and those completed by others indicate that the Family Fun Center (Parcel 3) is underlain by soft silt interbedded with loose sand to depths corresponding to about Elevation +4 feet to Elevation -6 feet. The explorations also indicate that the thickness of soft silt is variable and ranges from about 4 feet to 15 feet thick. Medium dense to dense sand underlies the soft silt interbedded with loose sand. The explorations indicate that the restaurant (Parcel 1) is underlain by loose sand below the existing site fill. The loose sand extends to depths of about 20 to 30 feet, corresponding to about Elevation zero to -9 feet. Below about Elevation -9 feet, the sand becomes medium dense. GROUND WATER CONDITIONS Ground water was encountered in borings GB -1 and GB -2 at depths of about 23.0 and 16.5 feet, respectively, during drilling. A zone of perched ground water was encountered at a depth of 2.0 feet in GB -1 during drilling. Slow ground water seepage was observed at depths ranging from about 7.0 to 13.0 feet in test pits GT -2, GT -3, GT -9 and GT -10. Ground water seepage was not encountered in the other test pits completed by GeoEngineers. Water levels were measured at depths of about 10.9 and 14.0 feet in monitoring wells GCW -16 and GCW -17, respectively, on June 17, 1997. In general, ground water conditions at the site should be expected to fluctuate in response to the water level of the Green River and as a function of season, precipitation and other factors. G e o E n s 1 n e e r s 6 File No. 5925401.37- 11301063097 CONCLUSION AND RECOMMENDATIONS GENERAL Based on the explorations completed at the site, it is our opinion that development of the site as planned is feasible from a geotechnical standpoint. A summary of the primary geotechnical considerations for the development is provided below. The summary is presented for introductory purposes only and should be used in conjunction with the complete recommendations presented in this report. Portions of the development were in the preliminary planning stages at the time this report was prepared. We expect that additional consultation and /or modification to the recommendations presented below will be necessary as elements of the development are finalized. • The subsurface conditions at the site include a thickness of several feet of loose fill overlying loose sand and soft silt deposits. The imposition of loads, including new site grade fill and building loads, will result in settlement. • With proper site preparation, the restaurant building (Parcel 1) and Family Fun Center building (Parcel 3) may be supported on shallow foundations bearing on a minimum thickness of structural fill. • Debris was encountered in a number of the explorations completed within the vicinity of the Family Fun Center building at depths below the planned finished floor elevation (Elevation 26 feet). It will be necessary to overexcavate the areas of debris and replace the material with structural fill to provide suitable conditions for use of shallow foundations. • It will also be necessary to preload the footprint of the Family Fun Center building to reduce the post construction settlement of shallow foundations to within tolerable limits. Alternatively, the family Fun Center building may be supported on piles. • The restaurant building area is underlain by potentially liquefiable sand that will likely settle and spread laterally during a moderate to strong earthquake. To resist lateral spreading, the structure may be supported on spread footings that are structurally connected or on a continuous mat foundation. Alternatively, the building may be supported on piles. • Most of the on -site soils, including the stockpiled soil, contain sufficient fines to be moisture sensitive and also contain fine organic matter. These soils will only be suitable for use as structural fill in pavement and recreation areas and during extended periods of dry weather. • Imported material will likely be necessary for use as structural fill in building areas and during periods of wet weather. • Site grade fill and/or preload fill will need to be placed far enough in advance of erection of the buildings so that the majority of settlement due to these loads will have occurred before footings are constructed. We estimate that a period of up to about 3 weeks may be necessary. Our specific geotechnical recommendations are presented in the following sections. 0 e 0 E as i n e e r s 7 File No. 5925-001.37.1130 /063097 EARTHWORK General Based on the subsurface soil conditions encountered at the site and those reported by others. we expect that the soils at the site may be excavated using conventional construction equipment. Debris was encountered in the existing fill soils on the site and may present some difficulty if encountered in excavations. The existing near- surface soils at the site consist mostly of silty sand and silt soils. These soils contain sufficient fines (material passing the U.S. standard No. 200 sieve) to be moisture - sensitive and are susceptible to disturbance when wet. Ideally, earthwork should be done during extended periods of dry weather when the surficial soils will be less susceptible to disturbance and provide better support for construction equipment. Dry weather construction will help reduce earthwork costs. We understand that the current project schedule dictates that general site grading be accomplished during the month of August 1997. We suggest that a contingency be included in the project schedule and budget to account for increased earthwork difficulties if construction begins in late fall or winter. Trafficability at the site will be difficult, especially during wet weather. We anticipate that temporary haul roads will be required for construction vehicles during extended wet weather. We anticipate that the existing gravel road bisecting the site may be used as one such road. Stripping and overexcavation should be done using a track- mounted excavator with a smooth - edged bucket or wide - tracked dozers. Following placement of structural fill, construction traffic on prepared floor slab and pavement subgrade areas should be kept to a minimum. Clearing and Site Preparation We understand that the existing structures located on the site will be demolished. We recommend that the foundation systems, septic systems, utilities, pavements and other improvements associated with the demolished structures be removed from within the proposed building, pavement and recreation (i.e., the go-cart and miniature golf) areas. Any depressions created by the removal of these facilities should be cleaned free of loose material and filled with structural fill compacted as described in a subsequent section of this report. We recommend that trees, stumps, brush, sod, debris, and topsoil be cleared from the proposed building and pavement areas, and areas that will receive new fills. It will also be necessary to clear areas of shredded bark, barkdust and manure from these areas. The cleared material should be removed from the site. The topsoil, shredded bark and barkdust materials can be separated and stockpiled for use in areas to be landscaped. The depth of stripping necessary is expected to be variable across the site. Stripping depths on Parcel 1 are expected to be in the range of about 2 to 6 inches. Stripping depths on the east portion of Parcel 3, in the vicinity of the soil stockpile, is expected to range from zero to 6 inches. Stripping depths on the remaining portion of Parcel 3 and most of Parcel 2 is expected to range from about 2 inches to 12 inches. Greater stripping depths may be required to remove G e o E a e i a e e r s 8 File No. 5925-001.37.1130 /063097 9 localized zones of soft or organic soils, and/or debris. Actual stripping depths should be determined based on field observations at the time of construction. Care must be taken to minimize softening of the subgrade soils during stripping operations. Areas of the exposed subgrade which become disturbed should be compacted to a firm. nonyielding condition, if practical,. prior to placing any structural fill necessary to achieve design grades. If this is not practical, the disturbed material must be excavated and replaced with structural fill. Subgrade Preparation Following clearing operations, exposed subgrade areas should be evaluated prior to placing structural fill or pavement materials. If site preparation is done during extended periods of dry weather, we recommend that exposed subgrade areas be proofrolled with heavily loaded rubber - tired construction equipment. Proofrolling should only be done during periods of extended dry weather. If site preparation is done during wet weather, the exposed subgrade areas should be evaluated by probing with a steel hand probe. Particular attention should be directed to areas where our test pit excavations where located. If soft or otherwise unsuitable areas revealed during proofrolling or probing cannot be compacted to a firm, nonyielding condition, the soft soils should be excavated and replaced with structural fill. We recommend that a representative of our firm observe the proofrolling or probing and subgrade preparation to evaluate whether subgrade disturbance or progressive deterioration is occurring. Structural Fill Material We recommend that fill placed at the site be placed and compacted as structural fill except in areas to be landscaped. In general, structural fill material should be free of debris, organic materials and particles larger than 6 inches. Much of the soil stockpile material contains fine organic matter. We anticipate that this material may be selectively used as structural fill in pavement and recreation areas, as discussed below. However, we recommend that the pavement and recreation areas be capped with a minimum thickness of 12 inches with structural fill which is free of any organic materials. Imported structural fill will likely be necessary for use as structural fill in the building areas. The workability of material for use as structural fill will depend on the gradation and moisture content of the soil. As the amount of fines (material passing U.S. Standard No. 200 sieve) increases, soil becomes increasingly more sensitive to small changes in moisture content and adequate compaction becomes more difficult to achieve. During extended periods of dry weather, granular material containing up to about 30 percent fines should be suitable, provided it is at a suitable moisture content to achieve the required compaction. If the material is too wet when excavated or delivered to the site, it must be aerated and dried out prior to placement. During wet weather conditions, structural fill should consist of pit run granular material containing less than 5 percent fines by weight relative to the G e o E n g i n e e r s 9 Fl e No. 5925-001 -37. 1130/063097 C fraction passing the 3 /4-inch sieve. This material will need to be imported from a suitable borrow source. On -Site Soils Site Grade Fill. With the exception of the soil stockpile on Parcel 3, the ground surface at the site is relatively flat. The site grades are planned to be raised an average of about 3 to 6 feet. Therefore, we anticipate that excavations into the on -site soils will mostly be limited to utility trench excavations. The materials within the anticipated excavation depth for utilities consist mostly of existing site grade fill. The existing site grade fill typically consists of sand, sand with silt, silty sand, and silt with variable amounts of sand. Debris, including wood, concrete, brick, slag and railroad ties were also encountered in portions of the existing site grade fill. The silt with variable amounts of sand is extremely moisture - sensitive. In our opinion, these materials will generally not be suitable for use as structural fill. Most of the sand contains an appreciable amount of silt (fines) to be moisture - sensitive. This material, if free of deleterious materials, may be selectively used for structural fill provided that adequate compaction can be achieved. Where debris is encountered during grading or excavation, the debris must be picked out or otherwise separated from the soil prior to use as structural fill. Laboratory tests indicate that the moisture content of the existing site grade fill is typically greater than the optimum moisture content for compaction. Therefore, varying degrees of moisture conditioning (aeration) will likely be required prior to use, depending on the moisture content and silt content of the material. If construction is undertaken during periods of wet weather, it is likely that only the portion of the existing site grade fill containing minor amounts of silt will be suitable for use as structural fill. Stockpile Fill. We understand that the soil stockpile material located on the east portion of Parcel 3 will be used to raise grades to the extent possible. The soil stockpile material consists mostly of silty sand, silty gravel and silt with variable amounts of sand and gravel. Much of the stockpile material contains fine organic matter. Portions of the material contain abundant fine organic matter. Debris was also encountered in the material. The debris includes wood, concrete, brick, metal, wire, slag, drums and other items. In our opinion, the portion of the stockpile material which contains an appreciable amount of organic matter will not be suitable for use as structural fill. We recommend that this material be separated and used in landscape areas, if possible, or removed from the site. Much of the stockpile material which contains minor amounts of fine organic matter may be suitable for use as structural fill in pavement and recreation areas during extended periods of dry weather and provided that adequate compaction can be achieved. The stockpile material is moisture sensitive and even minor amounts of precipitation will make these soils unworkable. G e o E n s i o e e r s 10 File No. 5925401.37.1130 /063097 Where debris is encountered in the material, the debris must be picked out or otherwise separated from the soil prior to use as structural fill. If this is not possible, the material should not be used as structural fill. Laboratory tests indicate that the moisture content of the stockpile material is typically greater than the optimum moisture content for compaction. Therefore, varying degrees of moisture conditioning (aeration) will likely be required prior to use, depending on the moisture content and silt content of the material. Slag. Slag was encountered at a depth of about 1.5 feet in boring GB -1. Slag was also observed at the ground surface in the vicinity of boring GB -1, along the gravel road bisecting the site and on many of the driveways to the residential buildings. Slag was reported by others in borings AB -3, GCW -16 and GCW -17 and test pits AT-4, AT -5, and AT-6. Specific gravity tests on the slag suggest the material may be expansive. Additional testing is currently underway to further evaluate the expansive characteristics of the slag. The result of this testing will be presented in an addendum to this report. Slag encountered during grading should be separated to the extent possible. Where the slag is mixed with soil and cannot effectively be separated, we recommend that the mixed material be removed from building areas. We anticipate that the slag material may be used as structural fill in pavement and recreation areas where these areas will be capped with an impervious surface. We have not conducted environmental testing of the slag to determine its inherent properties or the potential affect on soil and ground water. Our recommendations on the placement of slag are based on an assumption that the slag does not pose a threat to human health or the environment if it is capped by an impervious surface. Specific recommendations for the placement of slag may need to be developed based on the results of the expansion tests described above and additional environmental study. Fill Placement and Compaction We recommend that fill placed within building foundation areas and within a depth of 2 feet of pavement subgrade areas be compacted to at least 95 percent of the maximum dry density as determined in accordance with ASTM D -1557. Structural fill placed more than 2 feet below pavement subgrade areas, including utility trench backfill, should be compacted to at least 90 percent of the same standard. Fill placed outside of foundation and pavement areas should be compacted to at least 90 percent of the maximum dry density. Structural fill should be mechanically compacted to a firm and nonyielding condition. Structural fill to be compacted by heavy equipment should be placed in horizontal lifts which are 10 inches or less in loose thickness. Loose lifts should not be thicker than 6 inches when lighter hand - operated equipment is used. Each lift should be uniformly compacted as recommended before placing additional lifts of fill. G e o E n s i n e e r$ 11 File No. 5925-001.37. 1130/063097 We recommend that the appropriate lift thickness, and the adequacy of subgrade preparation and structural fill compaction be evaluated by a field representative from our firm during construction. A sufficient number of in -place density tests should be performed as the fill is being placed to evaluate whether the required compaction is being achieved. Temporary Cut Slopes Temporary cut slopes are anticipated for construction of underground utilities, removal of existing foundations and utilities associated with structures to be demolished and possibly for construction of retaining walls. Temporary cut slopes and shoring must comply with the provisions of Title 296 WAC, Part N, "Excavation, Trenching and Shoring." The contractor performing the work must have the primary responsibility for protection of workmen and adjacent improvements, deciding whether or not to use shoring, and for establishing the safe inclination for open -cut slopes. Temporary unsupported cut slopes more than 4 feet high may be inclined at 11H:1V or flatter within the existing fill soils or new structural fill. Flatter slopes may be necessary if seepage is present on the cut face. Some sloughing and ravelling of the cut slopes should be expected. Temporary covering with heavy plastic sheeting should be used to protect these slopes during periods of wet weather. If temporary cut slopes experience excessive sloughing or ravelling during construction, it may become necessary to modify the cut slopes to maintain safe working conditions and protect adjacent facilities or structures. Slopes experiencing excessive sloughing or ravelling can be flattened, regraded to add intermediate slope benches, or additional dewatering can be provided if the poor slope performance is related to ground water seepage. Permanent Slopes We recommend that permanent cut and fill slopes be inclined no steeper than 2H: 1V. To achieve uniform compaction, we recommend that fill slopes be overbuilt slightly and subsequently cut back to expose well compacted fill. Flatter cut slopes may be necessary in areas where persistent ground water seepage is encountered and/or where the slope may be subject to submergence such as the sidewalls of storm detention ponds. To minimize erosion, newly constructed slopes should be planted or hydroseeded shortly after completion of grading. Until the vegetation is established, some sloughing and raveling of the slopes should be expected. This may require localized repairs and reseeding. Temporary covering, such as clear heavy plastic sheeting, jute fabric, loose straw or excelsior matting should be used to protect unvegetated slopes during periods of rainfall. G e o E n g 1 o e e r$ 12 File No. 5925-001.37. 11301063097 Increase in Site Grade (feet) Estimated Settlement (inches) Parcel 1 Parcel 3 2 0.5 — 2.0 5 1.0 3.5 10 2.0 5.5 SETTLEMENT CONSIDERATIONS General The existing site grade fill is relatively loose /soft and the alluvial silt deposits beneath the fill are compressible. The placement of fill above existing site grades and the imposition of building loads will cause consolidation and settlement of these soils. Ground settlement resulting from the raising of site grades will depend, in part. on the thickness of fill placed and the variability in the compressibility and thickness of the existing site grade fill and alluvial silt deposits. Because soft alluvial silt deposits were not encountered on Parcel 1, we expect the settlement on Parcel 1 will generally be less compared to Parcel 3. The estimated settlement for various increases in site grades is presented below. Estimating the magnitude of settlement based on field and laboratory data is not a precise procedure. Under reasonably good conditions the magnitude of settlement can often be estimated within an order of accuracy of about plus or minus 25 percent of the actual settlement. Accordingly, the values presented above should only be considered accurate to within these tolerances. The majority of this settlement is expected to occur within about one to three weeks. Foundation installation should not be undertaken until settlement from the placement of site grade fill and/or preload fill is essentially complete and verified by settlement monitoring data. Parcel 1 We have evaluated the potential settlement of shallow isolated column footings for the restaurant building. Our analyses indicate that settlement of isolated column footings will be less than about 3/4 inch, based on a design column load of 70 kips. Settlement resulting from a floor load of 200 pounds per square foot (psf) may be on the order of 1/2 inch. Therefore, we expect the restaurant building may be supported on shallow foundations without major ground improvement such as preloading. However, because the restaurant building will be underlain by potentially liquefiable soils and will be in relative close proximity I to the bank of the Green River, the building will be subject to additional settlement during a moderate to strong earthquake. This is discussed in more detail in the "Seismicity" section of this report. G e o E n g i n e e r s 13 File No. 5925.001.374130 /063097 Parcel 3 We have evaluated the potential settlement of shallow isolated column footings for the Family Fun Center building. Our analyses indicate that without preloading, settlements on order of 2 and 21 inches could occur below isolated column footings, based on a design column load of 180 and 280 kips, respectively. Settlement resulting from a floor load of 200 psf could be as much as 1 inch. We also expect that differential settlement may approach the total settlement because of the variability in the compressibility and thickness of the existing site grade fill and alluvial silt deposits, and because a portion of the Family Fun Center building area has effectively been preloaded by the existing soil stockpile. In our opinion, settlements of this magnitude are likely to be detrimental to the structure. To mitigate the settlement potential, we recommend that the Family Fun Center building area either be preloaded or the building be supported on piles. PRELOAD PROGRAM General If shallow foundations will be used to support the Family Fun Center building, it will be necessary to place a preload fill over the building area to induce a major portion of the settlement that would otherwise occur when building and floor loads are applied. A preload program involves placing a temporary soil fill over the area of the proposed structure to induce a major portion of the settlement that would otherwise occur when building and floor loads are applied. Such a preload program will reduce the amount of postconstruction settlement that the structure will experience from the imposition of building loads. The preload program will also reduce potential differential settlement due to variability in the thickness and compressibility of the underlying soils. The thickness of preload fill and the area covered by the fill are evaluated on the basis of the soil properties, the foundation loads and size, the time available to accomplish the preload program and the allowable postconstruction settlement that the structure can tolerate. We evaluated a preload program for the Family Fun Center building based on a design load of 180 kips and 280 kips on interior column footings, combined dead and long -term live loads. Design floor loads of 200 psf were assumed. We also assumed that finished floor will be at Elevation 26 feet. If the design loads and grades vary from those assumed we should be given the opportunity to review the preload recommendations and provide any necessary modifications. Preload Configuration We recommend using a minimum preload height of 6 feet for building areas with column loads of 180 kips and 8 feet of preload fill for building areas with column loads of 280 kips to simulate the weight of the new structure. The preload fill should not be placed until overexcavations to remove debris from within the building area are completed, as described in a subsequent section of this report. The thickness of preload fill should be measured from the design finished floor elevation at the completion of the preload program. We estimate that up to 3 to 4 inches of settlement may occur as a result of placing the preload fill. Settlement will GeoEagiaeers 14 File No. 5925-001.37.1130 /063097 also occur as a result of raising site grades, as discussed in a previous section of this report. An additional amount of preload fill should be placed to compensate for these settlements such that the recommended thickness of preload fill (6 feet or 8 feet) will need to be removed when preloading is complete. The crest of the preload fill should extend to full height for a horizontal distance of at least 5 feet beyond the perimeter of the proposed building areas. The preload surface should be crowned slightly to promote drainage of surface water. Preload Fill Material Preload fill may consist of existing material in the soil stockpile located on the east portion of Parcel 3. We recommend that material imported for preload fill consist of structural fill quality material, as described above in the "Earthwork" section of this report, so that it can be used in filling and grading other portions of the site. Use of structural fill quality material will also minimize difficulties in rehandling and compaction if the fill must be removed during inclement weather. We recommend that at least the lowest 2 feet of the preload fill consist of imported structural fill quality material which is free from any organic materials. Preload Fill Placement The preload fill should be placed after the completion of overexcavations to remove debris from within the building area and after placing structural fill to raise the building pad or adjacent site grade. We also suggest that overexcavations and placement of structural fill required below footings be completed prior to placing preload fill. We recommend that the lowest 2 feet of the preload fill be placed and compacted as structural fill, as recommended above in the "Earthwork" section of this report. The remaining preload fill need be compacted only to the extent necessary to support construction equipment. Following the preloading period, structural fill quality material can be removed from the building area and used as structural fill in other areas. We recommend that the upper 12 inches of the building pad fill be recomputed to the minimum standard described above after the preload has been removed and before the floor slab or footings are constructed. Settlement Monitoring To evaluate the magnitude and time rate of settlement of the building pad and preload fill, we recommend that settlement monitoring plates be installed prior to placing any fill in the building areas. We estimate that the preload fill will need to be left at full height a minimum of one to three weeks. If settlement monitoring data indicates that settlement is occurring at a rate greater than that estimated, the duration of preloading may be reduced appropriately. We recommend that settlement plates be placed approximately 25 feet in from each corner of the building. An example of a suitable settlement plate and a description of monitoring procedures are presented in Figure 3. Initial elevation readings of the settlement plates must be obtained when they are installed and before any fill is placed. If this is not done, the initial G e o E n g i a e e r s 15 File No. 5925-001.37- 1130/063097 settlement behavior of the fill pad will not be recorded and the value of the observations diminished in that the total magnitude of settlement will be unknown. This may result in a longer preload period than would otherwise be necessary. The elevations of the plates and the adjacent ground surface should be determined to within ±0.005 feet every other day during filling and once a week after completion of filling. We recommend that the readings be taken by the project civil engineer and the results forwarded to our office promptly after each reading for evaluation. The presence of the measurement rods which extend from the settlement plates through the fill will inhibit the mobility of earthmoving equipment to some extent. The contractor will have to exercise care to avoid damaging the rods. The construction documents should emphasize the importance of protecting the settlement plates and measuring rods from disturbance. FOUNDATION SUPPORT General Based on our analyses, it is our opinion that the restaurant building (Parcel 1) may be supported on shallow foundations. The Family Fun Center building (Parcel 3) may also be supported on shallow foundations provided that (1) a preload program is completed to induce a major portion of the settlement that would otherwise occur when building loads are applied, and (2) debris located within the Family Fun Center building footprint is overexcavated and replaced with structural fill. The overexcavation of debris may represent a substantial additional cost of development. Consideration may be given to moving the proposed location of the Family Fun Center building to the west of the location currently planned to avoid the areas of debris. However, we understand that this may not be possible with the current development plans. Alternatively, consideration may also be given to supporting the building on pile foundations. Recommendations for shallow foundations and pile foundations are presented below. Shallow Foundations General. The Family Fun Center building (Parcel 3) may be supported on conventional spread footings provided that the overexcavation of debris described below and the preload program described previously are completed. Spread footings for the Family Fun Center building should bear on a zone of compacted structural fill extending to a depth of at least one -half the footing width or 2 feet, whichever is greater, below bottom of footing grade. The restaurant building (Parcel 1) may also be supported on conventional spread footings. In our opinion, it will not be necessary to preload the restaurant area. Spread footings for the restaurant building should bear on a zone of compacted structural fill extending to a depth of at least 2 feet below bottom of footing grade. Additional recommendations for reducing the impact of liquefaction on the restaurant building are presented in the "Seismicity" section of this report. GeoEngineers 16 File No. 5925.001.37.11301063097 For both the Family Fun Center building and restaurant building, the zone of compacted structural fill placed below footings should extend laterally beyond the edges of the footings a minimum distance equal to the thickness of structural fill placed. Overexcavetion. Debris was encountered in a number of the explorations completed within the vicinity of the Family Fun Center building at depths below the planned finished floor elevation (Elevation 26 feet). These explorations include test pits GT-4, GT -7, GT -8 and GT -10 where debris was encountered to depths corresponding to about Elevation 22, 18.5, 23, and 17 feet, respectively. Debris was also reported by others in test pits GCT -1, GCT-4 and GCT-6 to depths corresponding to about Elevation 25, 15 and 13 feet, respectively. The debris includes concrete, brick, wood, wire, plastic pails and a 25- gallon drum. If the Family Fun Center building is supported on shallow foundations and the debris is left below the building area, extremely large total and differential settlements may result. Therefore, we recommend that the areas of debris within the Family Fun Center building be overexcavated and replaced with structural fill prior to preloading. If the Family Fun Center building is supported on piles, it will not be necessary to overexcavate the debris. The extent of debris is difficult to define. Based on the explorations, overexcavations up to about 14 feet below the existing ground surface will be required. We also anticipate that additional areas of debris, other than those identified by the explorations, are likely to be encountered. In general, we anticipate that significant overexcavation over a substantial portion of the building area may be necessary to remove the debris. Under these circumstances, we suggest performing a "mass excavation" within the areas of debris. This should allow more efficient use of equipment, make it easier to identify the extent of the area requiring overexcavation and result in a more uniform subgrade for shallow foundations. Proper removal of the debris and replacement with structural fill is essential to the performance of shallow foundations. We recommend that the overexcavation and placement of structural fill be monitored by a field representative from our firm during construction. Footing Design. Continuous strip footings should be at least 18 inches wide and isolated column footings should be at least 24 inches wide. Exterior footings should be founded at least 18 inches below the lowest adjacent finished grade. Interior footings should be at least 12 inches below the adjacent finished floor grade. Based on available published information and our experience in the area, these recommended footing embedment depths are below depths affected by average frost penetration for this area. An allowable bearing pressure of 2,500 psf may be used for footings designed in accordance with the above recommendations. This recommended bearing pressure applies to the sum of all dead and long -term live loads, excluding the weight of the footings and any overlying backfill. This value may be increased by one -third when considering short -term live loads such as wind or seismic forces. G e o E a s i o e e r s 17 Fde No. 5925-00137. 1130/063097 We recommend that all prepared footing excavations be observed by a representative from our firm prior to placing structural fill for footing support to confirm that subsurface conditions are as expected. We also recommend that the prepared footing subgrades be observed by a representative from our firm prior to placing reinforcing steel and structural concrete to confirm that the bearing surface has been prepared in a manner consistent with our recommendations. Lateral Resistance. Lateral loads may be resisted by passive resistance on the sides of the footings and by friction on the base of the footings and slabs. Passive resistance may be evaluated using an equivalent fluid density of 300 pounds per cubic foot (pcf) provided that the footings are surrounded by undisturbed existing soil or structural fill, compacted to at least 95 percent of the maximum dry density (ASTM D -1557) and extending laterally a distance of at least twice the depth of the footing. Passive resistance should be calculated from the bottom of the adjacent floor slabs, or at a depth of 1 foot below the ground surface if the adjacent area is unpaved. Frictional resistance of footings and slabs may be evaluated using 0.35 for the coefficient of base friction. The above values incorporate a factor of safety of about 1.5. Settlement. For the Family Fun Center building, we estimate that postconstruction settlement of footings supported as recommended on preloaded ground will be less than 1 inch for the column loads assumed. Maximum differential settlement should be less than about 3/4 inch measured along 50 feet of continuous wall footing or between adjacent, comparably loaded column footings. For the restaurant building, we estimate that post construction settlement of footings supported as recommended will be less than about 3/4 inch. Maximum differential settlement should be less than about 1/2 inch measured along 50 feet of continuous wall footing or between adjacent, comparably loaded column footings. Pile Foundations General. Pile foundations may also be considered for support of either of the buildings. We anticipate that 14 -inch- diameter augercast piles will be appropriate. Alternative pile diameters and pile types, such as driven steel, concrete and timer piles may also be considered but may not be as economical given the anticipated loads. Axial Pile Capacities. Pile capacity in compression will be developed primarily from friction and end - bearing in the medium dense to dense alluvial sand deposits underlying the fill and silt deposits. Piles should be designed to extend through the fill and silt deposits and be embedded in the medium dense to dense alluvial sand deposits. We recommend that piles penetrate at least 20 feet into this bearing layer. This generally corresponds to a pile tip elevation of about -25 feet. Based on our analysis, 14 -inch- diameter augercast piles may be designed for an allowable downward capacity of 50 tons for the embedment depth described above. An G e o E n s i n e e r s 18 File No. 5925001.37 - 1130/063097 allowable uplift capacity of 20 tons may be used. These values are on the strength of the supporting soils and include a factor of safety of about 2.5 and may be increased by one -third when considering design loads of short duration such as wind or seismic forces. The allowable capacities presented above apply to single piles. If piles within groups are spaced at least 3 -pile- diameters on center, no reduction for pile group action is required. We should be consulted for an appropriate pile reduction factor if closer pile spacing is desired. We recommend that a minimum of two piles be installed w support each major building column. The characteristics of pile materials and structural connections might impose limitations on pile capacities and should be evaluated by your structural engineer. Full length steel reinforcing will be required to develop the full uplift capacity. Pile Downdrag. Pile downdrag forces occur when soils surrounding a pile settle relative to the pile, thus interacting with and adding load to the pile. Fill placed to raise site grades will result in settlement of the underlying soils. Therefore, pile downdrag forces can be expected if pile installation is undertaken prior to or shortly following the placement of site grade fill. We recommend that the placement of site grade fill be undertaken sufficiently in advance of pile installations (i.e., several weeks) such that the settlement resulting from the placement of site grade fill will be essentially complete prior to pile installation. If this is not possible, we should be consulted to provide appropriate downdrag loads which will act on the piles. Lateral Pile Capacity. The lateral load resisted by a vertical pile is a function of the soils surrounding the pile, the length and stiffness of the pile, the degree of fixity at the pile head, and the magnitude of deflection that can be tolerated by the structure. We recommend an allowable lateral pile capacity of 6 tons for 14-inch diameter augercast piles. This value applies to single piles and is based on a deflection of 1/2 inch at the pile head which is assumed to be fixed against rotation. The corresponding maximum bending moment for this lateral load and deflection is about 60,000 foot - pounds. We recommend that reinforcing sufficient to resist these bending moments be installed to a depth of at least 25 feet (point of fixity) below the bottom of the pile cap. If piles within groups are spaced at least six pile diameters, center -to- center, no reduction for pile group action is necessary. We should be consulted for an appropriate group reduction factor if closer pile spacings are desired. Pile Settlements. We estimate that the settlement of augercast piles designed and installed as recommended will be approximately 1/2 inch or less, excluding elastic compression of the pile. Most of this settlement is expected to occur rapidly as loads are applied. Postconstruction differential settlement between adjacent pile - supported columns is expected to be less than 1/2 inch. G e o E a s i o e ere 19 File No. 5925-001.37.1130 /063097 Pile Installation Considerations. We recommend that augercast piles be installed by an experienced contractor to the recommended penetration using a continuous -flight hollow -stem auger. The presence of debris in the fill may obstruct the installation of piles. The contractor should be prepared to utilize drilling methods which will penetrate through obstructions where encountered. If it is not possible to penetrate through the debris, it may be necessary to alter the location of individual piles. The pile is formed by pumping grout under pressure through the hollow stem as the auger is withdrawn. Reinforcing steel for bending and uplift loads is placed in the fresh grout column immediately after withdrawal of the auger. A centering device should be used to accurately center the reinforcing cage within the grout - filled hole. We recommend that a waiting period of at least 12 hours be maintained between installation of piles spaced closer than 6 feet center -to- center in order to avoid disturbance of fresh grout in a previously cast pile. We also recommend that a minimum 3,000 pounds per square inch (psi) grout strength be used for augercast piles. Grout pumps must be fitted with a volume- measuring device and pressure gauge so that the volume of grout placed in each pile and the pressure head maintained during pumping can be determined. A minimum grout line pressure of 100 psi should be maintained. The rate of auger withdrawal should be controlled during grouting such that the volume of grout pumped is equal to at least 115 percent of the theoretical hole volume. A minimum head of 10 feet of grout should be maintained above the auger tip during withdrawal of the auger to maintain a full column of grout and prevent hole collapse. We recommend that pile installation be monitored by a member of our staff who will observe the drilling operations, record indicated penetrations into the supporting soils, monitor grout injection procedures, record the volume of grout placed in each pile relative to the calculated volume of the hole, and evaluate the adequacy of individual pile penetrations. FLOOR SLAB SUPPORT In our opinion, the restaurant floor slab may be supported on- grade. The Family Fun Center floor slab may also be supported on -grade provided that the preload program and overexcavation of debris located within the building footprint described previously is completed prior to construction. Alternatively, the Family Fun Center floor slab should be pile - supported. On -grade slab subgrade areas should be prepared as described in the previous sections of this report. We recommend that on -grade floor slabs be underlain by a minimum thickness of 12 inches of structural fill. This structural fill should consist of free- draining sand and gravel with less than 5 percent fines and be free of any organic materials. The top 6 inches should be 3 /4-inch minus material. A vapor retarder is recommended in areas where moisture in the slab cannot be tolerated such as areas that will have vinyl, tile or carpeted finishes. The vapor retarder should consist of a layer of polyethylene sheeting overlaid by 2 inches of fine sand containing less than 3 percent fines. G e o E n g i n e e r s 20 File No. 5925-001 -37- 1130/063097 Settlement of on -grade floor slabs will depend on the duration and distribution of loading. For both the Family Fun Center and restaurant buildings, we estimate that settlement of on -grade floor slabs will be less than 1/2 inch based on design floor load of 200 psf. Building footings may be subject to the settlements induced by floor loads in addition to settlements due to footing loads since the footings will lie above the compressible soils. It is possible that differential settlement of interior columns could occur because of variations in floor loads. Differential settlements could affect the roof drainage gradient. The potential for differential settlement between columns should be taken into consideration in design. RETAINING WALLS Design Parameters We understand that a portion of the lowest level of the Family Fun Center building may be below the adjacent parking grade. The proposed structures may also include dock -high walls at truck loading areas. These walls should be designed as retaining walls. We recommend that retaining walls be designed for lateral pressures based on an equivalent fluid density of 35 pcf. If the tops of the walls will be structurally restrained, the walls should be designed for lateral pressures based on an equivalent fluid density of 55 pcf. Walls are assumed to be restrained if the top movement during backfilling is less than H/1000, where H is the height of the wall. Surcharge effects from equipment, traffic or floor loads should be considered where appropriate. Backdrainage The wall pressures presented above assume the walls are fully backdrained and hydrostatic pressures are prevented from building up behind the walls. This may be accomplished by placing a 24-inch -wide zone of free-draining sand and gravel containing less than 5 percent fines against the back of the walls. A 4-inch-diameter perforated heavy wall collector pipe should be installed within the free - draining material at the base of the wall. The pipe should be Laid with a minimum slope of one percent and discharge into the stormwater collection system to convey the water off site. We recommend against discharging roof downspouts into the perforated pipe providing wall backdrainage. Alternatively, outside walls can be provided with weep holes to discharge water from the free - draining material. The weep holes should be 3 -inch diameter, and spaced about every 6 feet center -to- center along the base of the walls. The weep holes should be backed with galvanized heavy wire mesh to prevent loss of the backfill material. Construction Considerations Measures should be taken to prevent overcompaction of the backfill behind the wall. This can be accomplished by placing the zone of backfill located within 5 feet of the wall in lifts not exceeding 6 inches in loose thickness and compacting this zone with hand - operated equipment such as a vibrating plate compactor. In settlement- sensitive areas (e.g., beneath on -grade slabs), the upper 2 feet of backfill for retaining walls should be compacted to at least 95 percent of the maximum dry density G e o E n s i n e e r s 21 File No. 5925-001 -37. 1130/063097 1 determined in accordance with ASTM D -1557. At other locations and below a depth of 2 feet, wall backfill should be compacted to between 90 and 92 percent of ASTM D -1557. PAVEMENT RECOMMENDATIONS Asphalt Concrete Pavements We recommend that the pavement subgrade be prepared in accordance with the previously described recommendations in "Earthwork" section of this report. The prepared subgrade should be evaluated by proofrolling with a grader or fully- loaded dump truck during dry weather or by probing during wet weather. Soft or loose areas that are disclosed during the evaluation should be recompacted, if practical, or the materials should be excavated to firm soils and replaced with compacted structural fill. We recommend that a qualified geotechnical engineer be present during the evaluation to aid in identifying any areas which may need additional compaction or other remedial work. We recommend that pavement areas be underlain by a minimum thickness of 12 inches of structural fill which is essentially free of organic materials. We recommend a minimum pavement section of at least 2 inches of asphalt concrete over a minimum of 4 inches of densely computed crushed surfacing for pavement areas limited to passenger vehicle parking and traffic and for the go -cart area. We recommend a minimum pavement section of at least 3 inches of asphalt concrete over at least 6 inches of densely compacted crushed surfacing for road access areas and truck traffic areas within the parking lot area. The applicability of this pavement section is based on our recommendation that the subgrade preparation and pavement construction be done during a period of extended dry weather. We recommend that the asphalt concrete consist of Class A or B asphalt concrete as specified in the 1996 Washington Department of Transportation Standard Specifications for Road, Bridge and Municipal Construction. The crushed surfacing should conform to Section 9 -03.9(3) of the 1996 WSDOT Specifications. PCC Pavements We expect that portland cement concrete (PCC) pavements may be used in the recreation areas such as the miniature golf course. PCC pavement should be underlain by a minimum thickness of 12 inches of structural fill which is essentially free of organic materials. We recommend that the upper 2 inches of the structural fill consist of crushed surfacing, conforming to Section 9-03.9(3) of the 1996 WSDOT Specifications, to provide uniform support and a working surface. PCC pavements may be designed using a value of 100 pounds per cubic inch (pci) for the modulus of subgrade reaction. G e o E n t i n e e r i 22 File No. 5925-00137. 1130/063097 DRAINAGE CONSIDERATIONS Temporary Drainage We recommend that measures be implemented to remove surface water from proposed grading areas prior to the start of grading. Surface water runoff in graded areas should be controlled by careful control of grading to maintain positive gradients, strategic location of berms to divert flow to drainage swales and collection basins, as appropriate. We expect that zones of seepage from perched water in the fill soil may be encountered during grading, foundation installation and excavations. We anticipate that this water can be temporarily controlled during construction by ditching and pumping from sumps, as necessary. Permanent Drainage We recommend that all surfaces be sloped to drain away from the proposed building areas. Pavement surfaces and open space areas should be sloped such that surface water runoff is collected and routed to suitable discharge points. We recommend that the perimeter footings be constructed with drains. The drains should consist of perforated pipe a minimum of 4 inches in diameter enveloped within a minimum thickness of 4 inches of washed gravel drain rock. A nonwoven geotextile fabric such as Mirafi 140N, Polyfelt TS600 or Trevira 1112 should be placed between the drain rock and the existing soils to prevent movement of fines into the drainage material. All roof drains and footing drains should be connected to tightlines that discharge into the storm sewer disposal system. The roof drain pipes should be kept separate from the footing drain pipes. SEISMICITY General The Puget Sound area is a seismically active region and has experienced thousands of earthquakes in historical time. Seismicity in this region is attributed primarily to the interaction between the Pacific, Juan de Fuca and North American plates. The Juan de Fuca plate is subducting beneath the North American Plate. Each year 1,000 to 2,000 earthquakes occur in Oregon and Washington. However, only 5 to 20 of these are typically felt because the majority of recorded earthquakes are smaller than Richter magnitude 3. In recent years two large earthquakes occurred which resulted in some liquefaction in loose alluvial deposits and significant damage to some structures. The first earthquake, which was centered in the Olympia area, occurred in 1949 with a Richter magnitude of 7.1. The second earthquake, which occurred in 1965, was centered between Seattle and Tacoma and had a Richter magnitude of 6.5. G e o E n g i u e e r s 23 File No. 5425-001.37. 1130/063097 Uniform Building Code (UBC) Site Coefficients The Puget Sound region is designated as a Seismic Zone 3 in the 1994 edition of the Uniform Building Code (UBC). For Zone 3 locations, a Seismic Zone Factor (Z) of 0.30 is applicable based on UBC Table 23 -I. In our opinion, the soil profile at the site is best characterized as Type S based on UBC Table 23-J. The Site Coefficient (S Factor) for this soil profile type is 1.2. Design Earthquake Levels The key seismic design parameters are the peak acceleration and the Richter magnitude of the earthquake. In general, a design earthquake is chosen based on a probability of exceedence (the probability that the design earthquake will not be exceeded over a given time period). The level of seismicity recommended in the 1994 edition of the UBC for human occupancy buildings is an earthquake with a 10 percent probability of exceedence in a 50 -year period. The design earthquake event which corresponds to this probability of exceedence is an earthquake with a Richter magnitude of 7.5 and a peak horizontal ground acceleration of approximately 0.3g. Liquefaction Potential Liquefaction is a condition where soils experience a rapid loss of internal strength as a consequence of strong ground shaking. Ground settlement, lateral spreading and/or sand boils may result from soil liquefaction. Structures supported on Liquefied soils can suffer foundation settlement or lateral movement that may be severely damaging to the structures. Conditions favorable to liquefaction occur in loose to medium dense, clean to moderately silty sand, that is below the ground water level. Loose to medium dense sand below ground water is present at the site. Therefore, we performed an engineering evaluation of the liquefaction potential of the site soils. The evaluation of liquefaction potential is dependent on numerous parameters including soil type and grain size distribution, soil density, depth to ground water, in -situ static ground stresses, and the earthquake induced ground stresses. Typically, the liquefaction potential of a site is evaluated by comparing the cyclic shear stress ratio induced by an earthquake with the cyclic shear stress ratio required to cause liquefaction. The cyclic shear stress ratio required to cause liquefaction was estimated using an empirical procedure based on the in -situ static ground stresses, the blow count data obtained during sampling in the borings, and the design earthquake magnitude. To evaluate potential liquefaction at this site, we evaluated the earthquake induced cyclic shear stress ratio using the design earthquake event presented above. The results of our analyses indicate that the loose to medium dense sand below the ground water level has a moderate to high potential for liquefaction during an earthquake with a Richter magnitude of 7.5 or greater. G e o E n s i o e e r s 24 File No. 5925401.37. 1130/063097 • Ground Settlement Because of the presence of potentially liquefiable soils at the site, ground settlement may be expected if liquefaction occurs. The potential ground settlement caused by liquefaction will vary depending on the actual levels of ground shaking, the duration of shaking, and site - specific soil conditions. We estimate that total liquefaction induced ground settlements may be on the order of 8 inches on Parcel 1 and on the order of 1 to 4 inches on Parcel 3. We estimate that differential settlements may be on the order of one -half of the total settlement because of the presence of an approximate 20 -foot thick zone of non - liquefiable soils at the ground surface. Lateral Spreading Lateral spreading involves lateral displacements of large volumes of liquefied soil. Lateral spreading can occur on near -level ground as blocks of surface soils displace relative to adjacent blocks. Lateral spreading also occurs as blocks of surface soils are displaced toward a nearby slope (free face) by movement of the underlying liquefied soil. The bank of the Green River represents a free face condition for this site. Therefore, the topography of the site and underlying soil conditions indicate that lateral spreading is a possibility at the site. We have used two simple models to predict free -field ground displacements which might be associated with lateral spreading at the site. Free -field ground displacements are those that are not impeded by structural resistance, ground modification, or a natural boundary. The first model is based on a single- degree -of- freedom system that incorporates the residual strength of the liquefied deposits. The primary parameters used in the analysis are the residual strength and limiting strain of the liquefied soil, the thickness of the liquefied zone and the slope angle measured between the structure and the toe of the free face (i.e., Green River). The residual shear strength and limiting shear strain of the liquefied soils were estimated using an empirical relationship that is based on the blow count data obtained from the explorations. The second model is an empirical model that incorporates earthquake, geological, topographical and soil factors that affect ground displacement. The model was developed from compiled data collected at sites where lateral spreading was observed. The key parameters are the Richter magnitude, the horizontal ground acceleration, the thickness of the liquefied zone, the grain size distribution of the liquefied deposit, and the ratio of the free face height to the distance between the structure and the toe of the free face. The results of our analysis indicate that lateral spreads may develop in the loose to medium dense sand below the site during an earthquake with a Richter magnitude of 7.5 or greater. We estimate that free -field lateral displacements at the proposed restaurant building may be on the order 10 feet or more. We estimate that free -field lateral displacements at the proposed Family Fun Center building may be on the order of 4 to 6 feet. Conclusions and Recommendations Regarding Seismicity The potential for liquefaction and lateral spreading at the site is moderate to high during an earthquake event with a Richter magnitude of 7.5 and a peak horizontal ground acceleration G e o E n g i n e e r s 25 File No. 3925401.37.1130 /063097 of approximately 0.3g. Liquefaction and lateral spreading may result in structural damage to the buildings. Several mitigation techniques are available to reduce the potential for structural damage. These measures should be given consideration in the design of the buildings. However, it should be noted that these measures will not mitigate all of the potential liquefaction and lateral spreading damages and do not preclude damage to the building resulting from other earthquake characteristics, such as inertial forces during severe ground shaking. Several measures are available to reduce differential settlements below footings and floor slabs caused by liquefaction at depth and to reduce damage to the building resulting from liquefaction and lateral spreading. One alternative is to support the footings and floor slab on several feet of clean crushed rock placed over a strong geotextile. The crushed rock pad and geotextile provides a more rigid base for the foundations and thus reduces the effects of differential settlement. It also allows pore water pressures from the lower soil units to dissipate in the zone of crushed rock thus reducing the potential for loss of strength of the near- surface soils. A second alternative is to structurally connect the individual column footings and continuous footings using grade beams or a continuous mat foundation. This will also further increase the rigidity of the foundation system for the building. This option is particularly recommended for the restaurant building where relatively large liquefaction induced ground settlement may be expected. Placement of a crushed rock pad and/or use of grade beams or mat foundation as recommended should reduce the effects of liquefaction settlement on the building and provide increased rigidity to the foundation system to reduce the damage associated with lateral spreading. However, differential ground settlement and lateral displacements will likely still occur during a design level earthquake and some damage to the floor slabs and/or structure should be expected. A third alternative is to support the building foundations and floor slabs on deep foundations. This will significantly reduce the amount of differential settlement and to some extent lateral spreading. At the restaurant site, piles may not significantly reduce lateral spreading unless a significant number of closely spaced piles are used. If the potential for seismically induced structural damage is unacceptable, ground improvement techniques such as stone columns or soil densification can be implemented to alter the susceptibility of the underlying soils to liquefaction. We are available to assist in the evaluation of these options further. OTHER CONSIDERATIONS Methane Gas Collection Borings GB -1 and GB -2 were monitored for methane gas using with a combustible gas indicator. Combustible vapors, presumed to be methane, were measured at concentrations of up to 1 percent, which is the upper level of significance of the equipment used, in boring GB -1. Combustible gas vapors were not detected in boring GB -2. Combustible gas concentrations in the range of 2.5 to 5 percent were reported in borings completed by others. The potential for G e o E n g i n e e r s 26 File No. 5925-001 -37. 11301063097 accumulation of methane gas should be evaluated further during the Phase II Environmental Site Assessment. Adequate ventilation is the key to preventing buildup of methane to potentially explosive or dangerous concentrations. A venting system to mitigate this potential beneath floor slabs and buildings may be appropriate. A passive system for venting methane gas could consist of perforated PVC pipe embedded in washed rock placed below the floor slabs and vented to the exterior of the building. Active ventilation systems may also be appropriate. Confined spaces below grade (e.g., vaults) may also require ventilation passively or actively. Soil Corrosivity No soil samples were tested for resistivity as an indicator of corrosivity. The fill soils on the site may be considered mildly to moderately corrosive to uncoated steel and concrete. In our opinion, no special treatment need be made to the concrete. Buried, unprotected steel pipes should likely have a greater wall thickness than typically used. Coating or cathodic protection is likely not considered necessary for unprotected steel pipes; however, use of a greater than typical wall thickness or polyethylene encasement of steel pipes may be appropriate. LIMITATIONS We have prepared this report for use by Family Fun Centers, Mulvanny Partnership Architects and other members of the design team for use in the design of a portion of this project. We have relied on information provided in the reports listed under the "Previous Studies" section of this report in forming some of our conclusions and recommendations. The conclusions and recommendations in this report should be applied in their entirety. The data and report should be provided to prospective contractors for bidding or estimating purposes; but our report, conclusions and interpretations should not be construed as a warranty of the subsurface conditions. If there are any changes in the grades, location, configuration or type of construction planned, the conclusions and recommendations presented in this report might not be fully applicable. If such changes are made, we should be engaged to review our conclusions and recommendations and to provide written modification or verification, as appropriate. When the design is finalized, we recommend that we be engaged to review those portions of the specifications and drawings that relate to geotechnical considerations to see that our recommendations have been interpreted and implemented as intended. There are possible variations in subsurface conditions between the locations of explorations and also with time. Some contingency for unanticipated conditions should be included in the project budget and schedule. Unanticipated conditions may include, but are not limited to, encountering petroleum- contaminated soil associated with previous site activities. We strongly recommend that sufficient monitoring, testing and consultation be provided by our firm during construction to (1) determine if the conditions encountered are consistent with those indicated by the explorations, (2) provide recommendations for design changes should the conditions revealed G e o E a g i a c e r s 27 File No. 5925401.37- 1130/063097 during the work differ from those anticipated, and (3) evaluate whether or not earthwork and foundation installation activities comply with the contract plans and specifications. Within the limitations of scope, schedule and budget, our services have been executed in accordance with generally accepted practices in this area at the time the report was prepared. No warranty or other conditions, express or implied, should be understood. • 0 a W e trust this provides the information you require at this time. We appreciate the 'ty to be of service to you on this project. Please contact us should you have any ques tions concerning our findings or recommendations, or should you require additional information. I Ply ILL T " kg, 06 "■". a 0 0 ,e;•\ a4 e" 23110 c .0 - CISTSS`' IONAL 4 • EXPIRES 7 . .2& `1.1 DIM:Pak:vet Document ID: PU925001.R OeoEnsineers Respectfully submitted, GeoEngineers, Inc. _ A r Y b r ) Douglas J. Morgan Project Engineer Itleer Mary S. Rutherford, P.E. Associate 28 File No. 5925-001-37-1130/063097 rn N to NI 0 Geo Engineers SCALE IN FEET ;SIN ST 2000• 4000 Reproduced with permission granted by THOMAS BROS. MAPS. This mop is copyrighted by THOMAS BROS. MAPS. It is unlawful to copy or reproduce all or any port thereof, whether for personal use or resole, without permission. VICINITY MAP FIGURE 1 EXPLANATION: GB -1 4 BORING COMPLETED BY GEOEI (CURRENT STUDY) GT -1 4 TEST PIT COMPLETED BY GEO (CURRENT STUDY) OCO -18 BORING COMPLETED BY GEOT OCW -14 O GCT -1 • BORING COMPLETED BY APPUI (STUDY DATED APRIL 26, 198` AT - ' TEST PIT COMPLETED BY APPL (STUDY DATED APRIL 26, 198!) j / /, (STUDY DATED JANUARY 24, , MONITORING WELL COMPLETED / (STUDY DATED JANUARY 24, 1 TEST PIT COMPLETED SY GEO' . GT.11 (STUDY DATED JANUARY 24, 1 SCALE IN FEET 100 200 Reference: Drawing entitled `Concept Site PI provided by Mulvonny Partnership doted June 17, 1997. or approximate. FIGURE 2 SITE PLAN Existing Ground Surface Measurement Rod, 1/2 -inch- diameter Pipe or Reber Sand Pad, if Necessary Geo a En ' eers • /. (Not to Scale) Casing, 2- inch - diameter Pipe (set on plate, not fastened) Coupling Welded to Plate Settlement Plate, 16 °x16'x1/4 NOTES: 1. Install settlement plates on firm ground or on sand pads if needed for stability. Take initial reading on top of rod and at adjacent ground level prior to placement of any fill. 2. For ease in handling, rod and casing are usually installed in 5 -foot sections. As fill progresses, couplings are used to install additional lengths. Continuity is maintained by reading the top of the measurement rod, then immediately adding the new section and reading the top of the added rod. Both readings are recorded. 3. Record the elevation of the top of the measurement rod at the recommended time intervals. Record tho elevation of the adjacent fill surface every time a measurement is taken. 4. Record the elevation of the top of the measurement rod to the nearest 0.01 foot, or 0.005 foot, if possible. Record the fill elevation to the nearest 0.1 foot. 5. The elevations should be referenced to a temporary benchmark located on stable ground at least 100 feet from the area being filled. SETTLEMENT PLATE DETAIL FIGURE 3 ` G e o E n g i n e e r s APPENDIX A FIELD EXPLORATIONS AND GEOTECHNICAL LABORATORY TESTING FIELD EXPLORATION Subsurface conditions at the site were explored during the period of June 16. 1997 to June 17, 1997. Two borings designated GB -1 and GB -2 were drilled at the proposed location of the Family Fun Center building and restaurant building, respectively. The borings were drilled to depths ranging from about 44 to 49 feet below the existing ground surface using truck - mounted hollow -stem auger drilling equipment. Twelve test pits designated GT -1 through GT -12 were excavated on Parcel 3 using a rubber -tired backhoe. The test pits were excavated to depths ranging from about 8.5 to 13.5 feet below the existing ground surface. The locations of the explorations were determined in the field by taping distances from existing site features. Ground surface elevations indicated on the exploration logs are based on interpretation of topographic data provided by Mulvanny Partnership relative to the exploration locations. Locations of the explorations are shown on the Site Plan, Figure 2. A geotechnical engineer or engineering geologist from our firm continuously observed the drilling and test pit excavations, prepared a detail log of the borings and test pits, and visually classified the soils encountered. Representative soil samples were obtained from the borings using a 2.4- inch -ID, split- barrel sampler driven into the soil using a 300 -pound hammer falling approximately 30 inches. The number of blows required to drive the sampler the final 12 inches is recorded on the boring logs. Where hard driving conditions restricted penetration of the sampler to less than 18 inches, the blows are shown for the actual penetration distance. Grab samples were collected from the various soil horizons encountered in the test pits. The exploration logs are based on our interpretation of the field and laboratory data and indicate the various types of soils encountered. They also indicate the depths at which these soils or their characteristics change, although the change might actually be gradual. If a change occurred between samples in the borings, it was interpreted. Soils were classified in general accordance with the classification system presented in Figure A -1. A key to the boring log symbols is presented in Figure A -2. Logs of the borings are presented in Figures A -3 and A-4. Logs of the test pits are presented in Figures A -5 through A -10. GEOTECHNICAL LABORATORY TESTING Soil samples obtained from the explorations were transported to our laboratory and examined to confirm or modify field classifications. Representative samples were selected for geotechnical laboratory testing including moisture content and dry density determinations, specific gravity tests and consolidation tests. A - 1 File No. 5925-001 -37. 1130/063097 0 eoEog users A- results of the mos' ture Content and dry, density detemuna• tiOns performed on sample, in Figure ' om the, borings are presented don the bori The results o f the moisture content u 1 determinations perform armies from the test pits are Prese in Figure A-11. The Consolidation test results are presented i , . File No. 5925-001-37.1130/063097 SOIL CLASSIFICATION SYSTEM MAJOR DIVISIONS COARSE GRAINED SOILS More Than 50% Retained on No. 200 Sieve FINE GRAINED SOILS More Than 50% Passes No. 200 Sieve GRAVEL More Than 50% of Coarse Fraction Retained on No. 4 Sieve SAND More Than 50% of Coarse Fraction Passes No. 4 Sieve SILT AND CLAY Liquid Limit Less Than 50 SILT AND CLAY Liquid Limit 50 Of More CLEAN GRAVEL GRAVEL WITH FINES CLEAN SAND SAND WITH FINES INORGANIC ORGANIC INORGANIC ORGANIC HIGHLY ORGANIC SOILS Geo '' Engineers GROUP SYMBOL GW GP GM GC SW SP SM SC ML CL OL MH CH OH PT GROUP NAME WELL-GRADED GRAVEL, FINE TO COARSE GRAVEL POORLY -GRADED GRAVEL SILTY GRAVEL CLAYEY GRAVEL WELL-GRADED SAND, FINE TO COARSE SAND POORLY.GRADED SAND SILTY SAND CLAYEY SAND SILT CLAY ORGANIC SILT, ORGANIC CLAY SILT OF HIGH PLASTICITY, ELASTIC SILT CLAY OF HIGH PLASTICITY, FAT CLAY ORGANIC CLAY. ORGANIC SILT PEAT NOTES: 1. Feld classification is based on visual examination of soil in general accordance with ASTM D2488 -90. 2. Soil classification using laboratory tests is based on ASTM D2487 -90. 3. Descriptions of soil density or consistency are based on interpretation of blow count data, visual appearance of soils, and /or test data. SOIL MOISTURE MODIFIERS: Dry - Absence of moisture, dusty, dry to the touch Moist - Damp, but no visible water Wet - Visible free water or saturated, usually soil is obtained from below water table AN SOIL CLASSIFICATION SYSTEM FIGURE A -1 LABORATORY TESTS AL Atterberg Limits CP Compaction CS DS GS %F HA SK SM MD SP TX UC CA Consolidation Direct shear Grain size Percent fines Hydrometer Analysis Permeability Moisture Content Moisture and density Swelling pressure Triaxial compression Unconfined compression Chemical analysis BLOW COUNT /SAMPLE DATA Blows required to drive a 2.4 -inch I.D. — splitbarrel sampler 12 inches or other indicated distances using a 300 -pound hammer falling 30 inches. "P" indicates sampler pushed with weight of hammer or against weight of drill rig. Blows required to drive a 1.5 -inch I.D. — (SPT) split- barrel sampler 12 inches or other indicated distances using a 140 -pound hammer falling 30 inches. SOIL GRAPH: SM Soil Group Symbol (See Note 2) Distinct Contact Between Soil Strata Gradual or Approximate Location of Change Between Soil Strata Water Level Bottom of Boring 221 Location of relatively undisturbed sample 12 ® Location of disturbed sample 17 0 Location of sampling attempt with no recovery to 0 Location of sample obtained in general accordance with Standard Penetration Test (ASTM D -1586) procedures 26 m Location of SPT sampling attempt with no recovery g Location of grab sample NOTES: 1. The reader must refer to the discussion in the report text, the Key to Boring Log Symbols and the exploration logs for a proper understanding of subsurface conditions. 2. Soil classification system is summarized in Figure A -1. Geo Engineers KEY TO BORING LOG SYMBOLS FIGURE A -2 Geo COEngineers LOG OF BORING FIGURE A -3 Moisture Dry Content Density Blow Group Lab Tests ( %) Ipcf Count Samples Symbol 0— CGM XX I4 ,✓ :, • SM 10— 15— k w u.. z_ r p 20— 25 — 30 — 35 — 40— 9 129 MD 15 83 MD 44 78 MD 37 83 MD, 44 78 CS MD 19 105 50/4 34 3 2 2 1 9 38 .:1: : ML SP � J Note: See Figure A -2 for explanation of symbols DESCRIPTION Surface Elevation (ft.): 29.0 Gray to brown silty coarse gravel with sand (dense. moist) (fill) Slag with fine to coarse sand (fill) Brown silty fine to coarse gravel with fine to coarse sand and occasional wood chips (dense. moist) (fill) Brown silty fine to medium sand with occasional gravel (dense. moist) (fill) ML Brown fine sandy silt (soft. moist) (fill) SP - Brown fine to medium sand with silt (very loose. moist) (fill?) Brown mottled fine sandy silt (very soft. moist) Becomes wet Gray silt with a trace of fine sand (very soft, wet) Black fine to medium sand (loose, wet) Becomes dense 5 10 15 20 25 30 35 40 Geo Engineers LOG OF BORING FIGURE A-3 • TEST DATA 40 45-.. , . 50— • 55 p 60— 65 70— 75— 80 — • • 28 •• • . • • 72 DESCRIPTION • . _Moisture Dry Lab Tests r4)1)11ein DensitY Blow Group (pc() Count Samples Symbol •••• Note: See Figure A-2 for explanation of symbols BORING GB =1 (Continued) -= 40 —45 Boring completed at 49.0 feet on 06/16/97 Perched ground water encountered at 2.0 feet during drilling .— 50 Ground water encountered at 23.0 feet during drilling — 55 — 60 — 65 — 70 — 75 — 80 Geo Engineers LOG OF BORING FIGURE A4 Lib Tens 0 — 25 — 30 — 35 — 40 — 10- 15— TEST DATA t BORING GB -2 Moisture Dry Content Density Blow Group (% Ipcf1 Count Samples Symbol 18 79 87 MD 20 108 3 2 1 9 ❑ 18 29 ■ • Note: See Figure A -2 for explanation of symbols DESCRIPTION Surface Elevation (ft.): 21.0 SP -SM Brown fine sand with silt (very loose. moist) (fill) . SP Bluk fine to medium sand with a trace of silt (very loose. moire) Becomes wet Becomes loose Becomes medium dense — 10 —15 — 20 — 25 — 30 — 35 — 40 Geo COEngineers LOG OF BORING FIGURE A-4 Moisture Dry Content Density Blow Group Lab Tests (%) (pen Count Samples Symbol 40— ...... I 13 Boring completed at 44.0 feet on 06116. 45 •••■ Ground water encountered at 16.5 feet during drilling 50.!. 55 — 60— 65 70— 75 — 80— Note: See Figure A-2 for explanation of symbols TEST DATA BORING GB-2 G (Continued) J . DESCRIPTION 40 45 -50 55 60 65 70 BO 75 • DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL 0.0 - 7.0 7.0 - 8.5 8.5 -11.5 11.5 - 12.5 0.0 - 1.0 1.0 -2.0 2.0. 12.5 12.5 - 13.0 SM SP SP -SM LOG OF TEST PIT Geo bo O Engineers DESCRIPTION TEST PTT GT 1 Approximate ground surface elevation: 22.0 feet Brown silt with a trace of fine sand (soft. moist) (fill ?) Brown silt with sand (soft. moist) (fill ?) Brown silty fine sand (loose, moist) (fill?) Brown fine to medium sand with a trace of silt (loose. moist) Test pit completed at 12.5 feet on 06/17/97 No ground water seepage observed No awing observed TEST PIT GT 1 Approximate ground surface elevation: 20.0 feet Sod and topsoil Brown silty fie sand (loose. moist) (fill) Brown silt with a trace of fine sand (soft, moist) (SW) Brown fie sand with silt (medium dense, wet) Test pit completed at 13.0 fat on 06/17/97 Slow ground water seepage observed at 13.0 feet No caving observed Disturbed soil samples obtained at 1.0 and 3.0 fat THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PfT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. LOG OF TEST PIT FIGURE A -5 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT TEST PIT GT-4 DESCRIPTION TEST PTT GT -3 Approximate ground surface elevation: 20.0 feet 0.0 - 3.0 ML Broom silt with sand (soft, moist) (fill) 3.0 - 8.0 SP Brown fine sand with a trace of silt (loose. moist) (fill ?) 8.0 - 8.5 SM Brown silty fine sand (loose, wet) 8.5 - 10.0 ML Gray silt with fine sand (medium stiff. wet) 10.0. 13.5 SM Gray silty fine to coarse sand (loose. wet) Test pit completed at 13.5 fat on 06/17/97 Slow ground water seepage observed at 8.0 feet Slight caving observed at 2.0 to 6.0 fat Disotrbed soil samples obtained at 1.0, 2.0. 3.5, 4.5.8.0 and 10.0 feet Approximate ground surface elevation: 35.0 fat 0.0 - 5.0 GM Gray silty fine to coarse gravel with fine to come and. a trace of fine organic roamer and occasional 12 -inch to 24 -inch concrete debris (medium dense. moist) (fill) 5.0 - 8.0 SM Black and brown silty fine to medium and with fine gravel. abundant fine organic matter and occasional 12 -inch to 24 -inch concrete debris (medium dense, moist) (fall) 8.0 -13.0 ML Gray silt with fine to medium sand, occasional fine to coarse gravel. fine organic tatter and occasional 12 -inch to 24 -inch concrete debris (stiff. moist) (fill) Test pit completed at 13.0 fat on 06/17/97 No ground water seepage observed No caving observed Disturbed soil samples obtained at 2.0, 5.0 and 8.0 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT. ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo4En ' eers LOG OF TEST PIT FIGURE A -6 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEETI SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GT 5 Approximate ground surface elevation: 45.0 feet 0.0 - 0.5 SM Gray silty fine to coarse sand with gravel (dense. moist) (fill) 0.5 - 1.0 PT Brown fibrous wood matter (soft. moist) (fill) 1.0 - 4.0 GM Gray silty time to coarse gravel with fine to coarse sand with abundant fine organic mener (dense. moist) (fill) 4.0 - 8.0 SM Brown silty fine to medium sand with gravel, coarse sand and fine organic matter (dense. moist) (fill) 8.0 - 11.0 ML May fine sandy tilt with fine organic tmaaer (very tiff. moist) (fill) 11.0 - 12.5 SM Gray Wry fine so tedium sand with abundant fine organic mutter (medium dense. moist) (fll ) Text pit completed at 12.5 feet on 06/16/97 No ground water seepage observed No caving observed Disturbed soil samples obtained at 1.0. 2.0. 4.0, 8.0 and 12.0 feet TEST PTT GT- Approximate ground surface elevation: 50.0 feet 0.0 - 8.0 GM Brown silty fine to coarse gravel with fine to coarse sand (dense. moist) (fill) Grades to green, occasional woad debris and wood fibers at 6.0 feet 8.0 - 9.0 SW -SM Brown fine to coarse sand with silt, gravel and occasional fine wood debris (dense, moist) (fill) 9.0 - 12.5 SM Brown silty fine to coarse sand with occasional gravel, cobbles and organic trotter (dense. moist) (fill) THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT. ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. Geo : En ' eers Grades to gray at 10.5 feet Grades to yellow at 12.5 feet Test pit completed at 12.5 feet on 06/17/97 No ground water seepage observe No caving observed Disturbed soil sample obtained at 1.0 foot LOG OF TEST PIT FIGURE A -7 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL TEST PIT GT -7 Approximate ground surface elevation: 27.0 feet 0.0 - 2.0 Tree limbs. bricks, wire, concrete blocks. debris and boulders (loose. moist) (fill) 1075.0 Geot, En ' eers LOG OF TEST PIT DESCRIPTION SM Brown silty fine to medium sand with occasional gravel and abundant fine organic maser (medium dense. moist) (fill) SM Gray silt with fine to medium sand, occasional gravel and organic maner isoft, moist) (fill) Blown silty fine to coarse sand with gavel and concrete debris (medium dense. moist) (till) Test pit completed at 8.5 feet on 06/17/97 due to refusal on concrete debris No ground water seepage observed No caving observed Disturbed soil samples obained at 2.0, 3.0, 5.0 and 8.5 feet TEST PIT GT-Q Approximate ground surface elevation: 26.0 feet 0.0 - 2.5 GW-GM Brown fine to coarse gravel with silt and sand (dense, moist) (611) 2.5 - 3.0 PT Fibrous wood debris (soft. moist) (fill) 3.0 - 3.5 ML -SM Yellow silt with fine sand (bard, moist) (fill) 3.5 - 4.0 SM Brown silty fine to coarse sand (medium dense, moist) (fill) 4.0 - 9.0 ML Brown silt with fine sand (stiff, moist) (fill) 9.0 -12.0 SP Brown fuse sand with a trace of silt (loose, moist) Test pit completed at 12.0 feet on 06/17/97 No ground water seepage observed No caving observed Disturbed soil samples obtained at 3.0 and 4.5 feet THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. LOG OF TEST PIT FIGURE A -8 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL GeoEn ' eers LOG OF TEST PIT DESCRIPTION TEST PIT GT -9 Approximate ground surface elevation: 51.0 feet GP Brown carte gravel (dense, moist) (fill) 0.5 - 3.0 GM Brown silty fine to coarse gravel with fine w coarse sand and occasional roots (dense. moist) (fill) 3.0 - 12.0. SM Black silty fine to medium sand with gavel and abundam organic maser (medium dense, moist) (fill) Becomes wet at 7.0 feet Test pit completed at 12.0 fat on 06/17/97 Slow ground water seepage observed at 7.0 feet No caving observed Dis nubed soil samples obtained at 2.0 and 7.0 feet TEST PIT GT 10 Approximate ground surface elevation: 24.0 feet 0.0 - 0.5 Wood debris (fill) 0.5 - 1.5 ML Gny silt with fine sand, occasional gravel and fine organic matter (stiff. moist) (fdi) 1.5 - 5.0 SM Brown silty fine to coarse sand with gravel (medium dense, moist) (fill) 4- foot-diameter concrete debris and wire encountered at 2.0 to 7.0 feet 5.0 - 6.0 SW-SM Gay fine to cause sand with silt and occasional gravel (medium dense, moist) (fill) 6.0.9.0 ML Gray silt with fine sand (medium stiff, moist) (fill) 9.0 - 12.0 SM Gray silty fine to medium sand (medium dense, moist) Test pit completed at 12.0 fat on 06/17/97 Slow ground water seepage observed at 7.0 feet No caving observed Disputed soil samples obtained at 2.0, 3.0 and 12.0 fat THE DEPTHS ON WE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. LOG OF TEST PIT FIGURE A-9 DEPTH BELOW SOIL GROUP GROUND SURFACE CLASSIFICATION (FEET) SYMBOL LOG OF TEST PIT DESCRIPTION TEST PIT GT -11 Approximate pound surface elevation: 48.0 feet 0.0 - 1.0 SP -SM Brown fine to medium sand with silt and organic matter (loose. moist) (fill) 1.0 - 4.0 SM Brown silty fine to medium sand with occasional organic matter (loose, moist) (fill) 4.0 - 6.0 SP Brown fine to medium sand with a trace of silt. occasional gravel and occasional organic matter (medium dense, moist) (fill) 6.0 - 13.0 SM Gray silty fine m medium sand with gravel and occasional organic matter (medium dense. moist (fill) Test pit completed at 13.0 feet on 06/17/97 No pound water seepage observed No caving observed Dismrbetd soil samples obtained at 1.0 and 6.0 feet TEST PIT GT 12 Appmximate ground surface elevation: 21.0 feet 0.0 - 0.2 2 inches asphalt concrete 0.2 - 1.5 SP Brown fine to medium sand (medium dense. moist) (fdl) 1.5 - 3.0 SM Brown silty fine sand with fine organic matter (medium dense, moist) (fill) 3.0 - 6.0 SM Brown silty fine sand (medium dense, moist) (fill) Becomes wet at 5.5 fat 6.0 - 12.0 ML Gray silt (soft, wet) Test pit completed at 12.0 fat on 06 /17/97 No ground water seepage observed Minor caving observed at 4.0 to 6.0 feet Disturbed soil amply obtained at 2.0, 4.0 and 6.0 fat THE DEPTHS ON THE TEST PIT LOGS, ALTHOUGH SHOWN TO 0.1 FOOT, ARE BASED ON AN AVERAGE OF MEASUREMENTS ACROSS THE TEST PIT AND SHOULD BE CONSIDERED ACCURATE TO 0.5 FOOT. GeoyEn ' eers LOG OF TEST PIT FIGURE A -10 f. GeoEnguieers , MOISTURE CONTENT DATA ,.• Test Pit Number 2 3 4 4 5 5 5 9 10 11 12 12 Depth of Sample (feet) 3.0 2.0 2.0 5.0 2.0 4.0 8.0 1.0 8.0 7.0 3.0 1.0 4.0 6.0 Soil Clusification ML ML GM SM GM SM ML GM SM SM SM SM SM ML Moisture Content (56) 20 22 10 20 11 15 22 11 18 17 10 21 23 44 MOISTURE CONTENT DATA FIGURE A-11 • KEY GB-1 BORING NUMBER 28 SAMPLE DEPTH (FEET) I Gray silt (ML) (very soft, wet) SOIL CLASSIFICATION t INITIAL MOISTURE CONTENT 78 DRY DENSITY (LBSIFT3) 5925-001-37-1130 OJM:MSR:wt 06/23197 (CONSOLI.PRE) 0 • Lai CD CD •1 i O N 0 8 CONSOLIDATION (inches/inch) O 0 0 0 0 • O p 4/ N ▪ - O S COo OV ° 0 . 0 0 0 O O 0 p 2 0 N 0 0 O 8 t . 1 . , . ... L . _I ,.... _I 1_ , ., . . .,.... i ! , , . . , . : , . . . , .4. . 1 , . • 3 . 5925-001-37-1130 OJM:MSR:wt 06/23197 (CONSOLI.PRE) 0 • Lai CD CD •1 i O N 0 8 CONSOLIDATION (inches/inch) O 0 0 0 0 • O p 4/ N ▪ - O S COo OV ° 0 . 0 0 0 O O 0 p 2 0 N 0 0 O 8 Exploration Number' Depth of Sample (feet) Field Screening Results Headspece Vapors Ippm) Sheen GB -1 1.0 — SS 5.0 — SS GB -2 18.0 — NS GT -1 3.0 — SS 7.0 — SS 9.0 — SS 11.5 — SS GT -3 0.5 -- NS 1.0 — NS 3.5 — NS 4.5 — NS 8.5 <100 SS 10.0 — SS GT -5 0.5 — NS 1.5 — SS 8.0 600 NS 11.5 — NS , SUMMARY OF SOIL FIELD SCREENING Notes: 'Approximate exploration locations are shown on Figure 2. ppm as part per million Geo 10Engineers SUMMARY OF SOIL FIELD SCREENING FIGURE A -13 : ID 15 20 25 30 35 40 law MED MID MOM Ims ONO a ' 1 USCS i•i.l IN•� ND ND ND ND BORING 14 Job No: 94158E Description Gray to graylbrown SILT non - plastic & very fine - strained SAND in layers, moist, loose ND Dark gray/black, fine- grained SAND, saturated, loose Test boring was terminated at 16.5 feet below grade on 5 -3 -94 and completed as a monitoring well. Note: -ND denotes non - detected hydrocarbon concentrations as measured during field work in the headspace of a glass jar with a combustible gas indicator. TEST BORING LOG NIELSON PROPERTY TUKWILA, WA IDate: JUNE 1994 Logged by: Plate: FC 6 10 15 Iwo m T Nimmi y 15 15 30 > 50 30 0 • .•. • • • ISP • • • . Pasture, grass, and bare soil GEOTECH CONSULTANTS (- BORING B- 16 /Mvv -A Descthzion Comments - Grayish brown.. silty SAND, fine - grained, with organics, some slag, gravel. moist. medium dense. (FILL) • Brown SAND, fine- to medium - grained, moist, medium dense. - Dark brown SAND, medium- to coa-- se.grained, with silt, wet, dense. - Dark gray to black SAND, coarse - grained wet, very dense. * Boring drilled to 17.5 feet and sampled to 19.0 feet on November 1, 1996. * No olfactory indication of contamination in soil. * A monitoring well was completed in this boring. * Groundwater depth measured at 11.52 feet below ground surface on November 4, 1996. * Well completed with locking above - ground monument. * Headspace measured using Photovac 2020 PID. BORING LOG B- 16/MW -16 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON Job No: 8638TE DEC 1996 Loud by TAJ . No hydrocarbon odor detected.. No hydrocarbon odor detected throughout boring. Pala: 1 .1 4 1 10 15 20 C� tN' 1G �� t{ .i�► _„s i ; �' `� v .ti Description Corr:,^:en:s MEMMI 33 14 30 2r L • • ;• • SM ` .I•� I ; .I P • • •• • • GEOTECH CONSULTANTS BORING B- 17/MW -17 Pasture, grass, concrete rubble, and bare soil - Dark brown, silty SAN'D, fine- to medium- grained, with slag and gravel, moist, dense. (FILL) - Grayish brown. silty SAND, fine-grained. with gravel and organics, moist, very loose. (rTLL) - Dark gray to black SAND, fine- to medium-gained, with silt, wet, medium dense. - Dark gray to black SAND, coarse - grained, wet,. very dense. " Boring drilled to -17.5 feet and sampled to 19.0 feet on November 1, 1996. " No olfactory indication of contamination in soil. • A monitoring well was completed in this boring. * Groundwater depth measured at 17.24 feet below ground surface on November 4, 1996. * Well completed with locking above- ground monument. * Headspace measured using Photovac 2020 PID. No hydrocarbon odor detc: tc' . No hydrocarbon odor detected throughout boring. BORING LOG B- 17/MW -17 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON 1,1ob 86 o; ' l DEC 1986 1 Log by: 1Mate: d 6 — ` — — — > 50 >50 45 22 20 > 50 35 > 50 1 2 ! 3 ' 4 : 5 ! 6 -P--rte 7 j 8 C Bare soil - No sample - rock in auger - Brownish gray, silty SAND, fine- to medium- grained. with gravel, moist. very dense. (FILL) - With wood fragments, most, dense. (FPLL) - becomes less silty. (FILL) - tipper 4 "; Dark brown, silty SAND, fine- to medium - grained, - Lower S "; Greenish gray, SILT, with organics, moist, very stiff. - Dark gray to black SAND, medium- to coarse - grained, with gravel, moist, vey dense - Dark gray SILT, with sand, moist, hard. - No sample recovered SM � _a-- • --•• • � ML SP ' • • 1 ;ML . 1 1 1 20 30 40 GEOTECH CONSULTANTS BORING B -18 Description. • Boring drilled to 37.5 feet and sampled to 38.5 feet on November 1, 1996. " No visual or olfactory indication of contamination in soil. * No groundwater encountered in boring. * Headspace measured using Photovac2020 PID. Corr men :s No hvdroarbon odor detected throughout boring. BORING LOG B -18 NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON 1 Job Ao: I I abia: ( Logged by: 86387E DEC 1996 I TAJ 1 6 1 1 TEST PIT 1 Depth (feet) 0.0-5.0 5.0 -15.0 TEST PIT 2 Depth (feet) TEST PIT 3 Depth (feet) Observations - Brow•r., gravelly, silty SAND, medium- to coarse - grained, with wood, concrete, and asphalt fragments, oil filter at 3 feet, moist. (FILL) - Blue-gray, silty SAND, fine- to medium - grained wood fragments, bricks, ceramic tile, black plastic fragments at 9 feet, wire fragments at 13 feet. moist (FILL) - Gray, silty SAND, coarse - grained, damp, peculiar odor, light- weight, moist. (FILL) - Test ?it terminated at 18 feet on 11/12/95. No groundwater noted, no caving. (FILL) Observations - Brown, silty SAND, medium - to coarse- grained, with cobbles, rubber, sheet metal, and pipe fragments, moist. (FILL) 5.0 - 8.0 - Blue -gray, silty SAND, fine- to medium - grained, slight seepage at 7 feet. (FILL) 8.0 - 9.0 - Brown layer of chipped bark moist. (FILL) 9.0 -15.0 - Gray, gravelly, silty SAND, medium - grained slight hydrocarbon odor at 10 feet, water at 13 feet. (FILL) - Test Pit terminated at 15 feet on 11/12/96. Groundwater noted at 13 feet, caving at14 feet. Observations 0.0 - 8.0 - Browny silty SAND, medium -to coarse - grained, with gravel and cobbles, one - foot - thick bark: layers at 3 and 5 feet, slight seepage at 7 feet (FILL) 8.0 -13.0 - Gray-brown, silty SAND, fine - to medium - grained concrete rubble, metal fragments at 10 feet, moist (FILL) - Test Pit terminated at 13 feet on 11/12/96. No groundwater noted, no caving. TEST PIT LOGS • TEST PIT LOGS NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON 'lob N o: , Dale: EC 1>i96 Low Abp: 7 TEST PIT 4 Depth (feet) 0.0 -5.0 10-9.0 9.0 -10.0 10.0 -14.0 14.0-110 TEST PIT 5 Depth (feet) .TEST PIT 6 Depth (feet) 0.0 -7.0 7.0 -13.0 13.0 -17.0 Observations - Gray - browny gravelly SAND, medium - grained, moist (FILL) - Dark gray, silty SAND, fine- to medium - grained, with cobbles, moist (FILL) - Brown to black WOOD CHIPS, 2"- diameter plastic pipe, damp. (FILL) - Dark gray to black, silty SAND, fine- to medium - grained, with several plastic pails of lubricants, one 25-gallon drum of heavy lubricants, strong hydrocarbon odor. (FILL) - Dark gray SILT with sand, slight hydrocarbon odor, moist (FILL) - Test Pit terminated at 15 feet on 11/12/96. No groundwater noted, no caving. Observations 0.0 - 3.0 - Grayish brown SAND, medium - grained, with silt, moist. (FILL) 3.0 - 6.0 - Gray, silty SAND, fine- to medium - grained, with graveL moist. (FILL) 6.0 - 7.0 - Brown layer of chipped bark moist. (FILL) 7.0 -11.0 - Brownish gray SILT, with said and gravel, moist (FILL) - Test Pit terminated at 11 feet on 11/12/96. No groundwater noted, no caving. Observations - Brown, silty SAND, medium - to coarse - grained, with cobbles and wood fragments, some bricks, moist (FILL) - Brown WOOD CHIPS and wood fragments, metal fragments at 11 feet, moist. (FILL) - Gray, silty SAND, medium - to coarse - grained, with cobbles and gravel, some bricks,, asphalt, moist (FILL) - Test Pit terminated at 17 feet on 11/12/96. No groundwater noted, no caving. TEST PIT LOGS TEST PIT LOGS NIELSEN PROPERTY SW GRADY WAY AT INTERURBAN AVE TUKWILA, WASHINGTON (Job 13$7E EC 1991 Low Abp; `Plate: $ 1 Laboratory Tests 25— • • • 30— • ag . 35 — • 40 — Equipment M o b i l e 861 Elevation Not Sod. measured BROWN SAND (SP) very loose to loose. moist; fine to medium grained. Becomes wet, fine grained, with trace silt. With some silt. Becomes saturated. Date 3/3 Becomes Medium to coarse grained. Groundwater encountered at approx imately 12 -foot depth duffing drilling. Iiiii Applied Geotechnology Inc. GeotschnlcsI Engineering Geology 1 Hydrogsology JOE r UMEER D/MWW 15.339.002.01 ECR Log of Boring B -2 Hillman Properties NW Tukwila Development APPROVE DATE REVISED DATE 12 April 89 KATE 4 Laboratory Tests JOS HUMBER DRAWN 15 339.002.01 ECR g v d _ — s n� L m M 00 CO 7 35.9 74 t0 23.7 102 16 18 26.6 87 33 25.1 tot iiiii Applied Geolechnolrogy Inc. Geotechnicel Engineering Geology d Hydrogeology 0 AAROKD Equipment Mobile B -61 Elevation. Not measured BROWN AND GRAY MOTTLED SILTY SAND (SM) loose, moist to wet; fine to medium grained, with some gravel, and trace burned wood .and brick fragments (Fill). With some slag fragments and wood debris. With some concrete pieces. BROWN SILTY SAND (SM) loose, moist to wet; fine to medium grained, with trace to some fine gravel. Becomes gray, wet, with trace decayed organics. GRAY SAND (SP) loose, saturated; fine to medium grained, with occasional silt interlayering. Becomes dark gray. Becomes medium dense. Log of Boring B -3 (0 -40') Hillman Properties NW Tukwila Development DATE 12 A.rll 89 Date 3/ REVISED DATE KATE 5 t • xmmmem 15.339.002.01 milmw ECR ilii; Applied Geolechnology Inc. GeoiechnIcal Engineering Geology & Hydrogeology • APPMOVgO `3117 Laboratory Tests agl!' w Equipment Mobile B -6i i n o m el to Not measured 3/31/89 c Elevation Date 50 60 40 With some organics, trace fine gravel. LIGHT BROWN SANDY SILT (ML) hard, moist; very fine to fine grained, with trace to some clay (Weathered Siltstone?). Groundwater encountered at approxi- Mately 18-foot depth during drilling. Log of Boring B-3 (40-74') Hillman Properties NW Tukwila Development DATI 12 AprII •9 REVISED DATE RATS 6 Laboratory Tests iF W$ 5 d = 0 Equipment. Mobile B -61 I Elevation Not measured Date 3/31/89 — m CC C Ele 36 0 11, 4• =4. — • :+�. 5 98 : - -•,— , t•• 90- - .2 15— aftaaa laamaa • 20 — -- 7 65.3 60 257 • • • 30 — • • 35— • • * % Lower explosive limit, measured' using MSA 361 Explosimeter. 40— MOTTLED GRAY AND BROWN SILTY SAND (St1) loose to medium dense, moist; fine to medium grained, with some gravel and trace burned wood chips (Fill). GRAY AND BROWN MOTTLED SANDY SILT 011 medium stiff, wet; with trace organics (Fill). With some organics. CRAY SILT (ML) medium stiff, wet; with layers of saturated gray fine sand. DARK GRAY SAND (SP) medium dense, saturated; fine grained. Groundwater encountered at approxi- mately 21 -foot depth during drilling. Applied Geotechno ogy Inc. Geotechnical Engineering Geology a Hydrogeology JOS NUMSEII DRAWN 15,339.002.01 ECR Log of Boring B -4 Hillman Properties NW Tukwila Development A//IIOVEO DATE IIEVISEO OAT 12 April 89 /LATE 7 Applled Geotechnology Inc. iliii Geotechnical Engineering Geology 8 Hydrogeology Joa NuMBEN ofivem 15,339.002.01 ECR A 39 Laboratory Tests 26 d^ >. 2 ?iv 0 i'' a�i to 2U 00 51 .2 , �72 18 31.6 95 50/6 21 10 .- 15 - 20- 25 - AIN 30- 35- 40- 1 Equipment Mobile 11-61 Elevation Not measured Date 1/30/89 Sod. BROWN SANDY SILT (ML) medium stiff, wet; with some silty sand layers (Fill ?). Becomes soft, wet to saturated, some organics. GRAY -BROWN SILT (ML) very soft, C GRAY SAND (SP) loose, fine to medium grained. GRAY AND BROWN SILT (ML) soft, saturated. DARK GRAY SAPID (SP) medium dense, saturated; fine to medium grained. With trace fine gravel. Becomes fine grained. Log of Boring B -5 (0 -40') Tillman Properties NW Tukwila Development DATE REVISED DATE 12 April 89 PLATE 8 Becomes medium dense to dense, medium to coarse grained, with some gravel. Becomes fine to some gravel. Groundwater encountered atapproxi- mately' 9 -'foot depth duffing drilling. *Blow counts may not be representative due to sand heave in auger. Iiiii Applied Geotechnology Inc. Geotechnical Engineering Geology & Hydrogeology JOE Nub SER ORAWN 15,339.002.01 ECR Log of Boring B -5 (40 -74') Hillman Properties NW Tukwila Development APPROVED DATE REVISED DATE i� 12 April 89 ►L 9 TEST PIT 4 Depth (Feet) 0to5 ,to 9 c SM/SP', 9 .to;:11 $ 'TEST PIT 5 0 to 5 5 to 9 9 to 11 Classification S M LOG OF TEST PITS (Continued) Description Brown Sandy Silt (ML); soft, moist to wet; fine to medium - grained, with some slag to 2 -foot diameter, concrete to 5- foot diameter; bricks and wood debris (Fill). Gray Silty Sand (SM); interlayered with Dark Brown Sand (SP); loose, wet; fine to medium- grained. • Dark Brown Sand (5P); loose, wet; fine to medium - grained, with some silt. Test Pit completed April 3, 1989. Seepage noted at approximately 9 -foot depth during excavation. Bulk samples obtained at 2- and 2-1/2 - foot depths. Brown and Gray Sandy Silt and Silty Sand (SM /ML); soft, loose, wet; fine - grained, with trace gravel, concrete and slag to 6 -inch diameter (Fill). Brown Silty Sand (SM); loose, saturated, . fine to coarse - grained, with some gravel (Fill). Gray Silty Sand (SM); loose, saturated; with some gravel and concrete (Fill). Test Pit terminated due to caving April 3, 1989. Groundwater encountered at approximately 5 -foot depth during excavation. Bulk sample obtained at 3 -foot depth. JOB HUMBER 15,339.002 i;) Applied Geotechnology Inc. Geological Engineering Geology & Hydrogeology ORAWH Test Pits 4 -5 Hillman Properties NW Tukwila Development APPROVED DATE REVISED DATE • Sb1? 4/25/89 PLA 41 11 ..... 108 NUMBER 15,339.002 ii-E;) Applied Geotechnology Inc. Geological Engineering Geology & Hydrogeology DRAWN Test Pits 6 -8 Hillman Properties NW Tukwila Development APPROVED DATE REVISED LATE . 5n9 4/25/89 RATE LOG OF TEST PITS •(Continued) TEST PIT 6 Depth (Feet) Classification Description 0 to 4.5 SM Brown Silty Sand (SM); loose, moist to wet; fine to medium - grained, with some I gravel, railroad ties, slag, and concrete (Fill). Gray Silty Sand (SM); loose, saturated; I fine to medium - grained. Dark Gray to Black Sand (SP); loose, saturated; medium to coarse - grained. Test Pit completed April 3, 1989. Slight seepage noted at approximately 4- 1/2 -foot depth during excavation. Bulk sample obtained at 3 -foot depth. TEST PIT 7 0 to 4.5 SM Brown Silty Sand (SM); loose, moist; fine- grained, with some organics. 4.5 to 8 SP Brown Sand (SP); loose, moist; fine to medium - grained. Test Pit completed April 3, 1989. No groundwater encountered during excavation. Bulk sample obtained at 3 -foot depth. TEST PIT 8 0 to 4.5 ML Brown Sandy Silt (ML); soft, moist to wet; with some organics. 4.5 to 7 SM Brown Silty Sand (SM); loose, moist to wet; fine - grained. 7 to 9 SP Dark Brown Sand (SP); loose, moist to wet; fine to medium - grained, with some silt. Test Pit completed April 3, 1989. No groundwater encountered during excavation. Bulk sample obtained at 5 -foot depth. 12 Cii of Tukwila Department of Community Development Steven M. Mullet, Mayor Chandler. Stever Mulvanny Partnership 11820 Northup Way #E -300 Bellevue Wa 98005 Permit Status D99 -0053 7300 Fun Center Way Dear Mr Stever: In reviewing our current permit files, it appears that your permit to construct a new golf driving range, issued on May 6, 1999, has not received a final inspection as of the date of this letter by the City of Tukwila Building Division. Per the Uniform Building Code and /or Uniform Mechanical Code, every permit issued by the building official under the provision of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, if a final inspection is not called for within ten (10) business days from the date of this letter, the Permit Center will close your file and the work completed to date will be considered non - complying and not in conformance with the Uniform Building Code and/or Mechanical Code. Please contact the Permit Center at (206)431 -3670 if you wish to schedule a final inspection. Thank you for your cooperation in this matter. Sincerely, a C30/AASt Bill Rambo Permit Technician Xc: Permit File No. D99 -0053 Duane Griffin, Building Official 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206. 431.3670 • Fax: 206.431.3665 ACTIVITY NUMBER: D99 -0053 PROJECT NAME: FAMILY FUN CENTER —GOLF DRIVING RANGE DATE: 2- 16-99 X Original Plan Submittal Response to Incomplete Letter . Response to. Correction Letter # Revision # After Permit Is Issued DEPARTMENTS: BuPlding Division Pu b l c Works .1, NWG 3 -4A \PR.ROUTE.DOC 6/98 PP�►'m i� C,DOrd • �� PLAN REVIEW /ROUTING SLIP 512- Fire Prevention JR1 Plann'n" g Division 4UG Z-141/ -� Structural / ❑ Permit Coordinator DETERMINATION OF COMPLETENESS: (Tues, Thurs) DUE DATE: 2 - 18 - 99 Complete Incomplete Not Applicable ❑ Comments. Approved ❑ Approved with Conditions TUES /THURS ROUTING: Please Route Xi Routed by Staff ❑ (if routed by staff, make copy to master file and enter into Sierra) No Review Required REVIEWERS INITIALS. DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 1 -1R -99 I ►/ Not Approved (attach comments) ❑ REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE: Approved ❑ Approved with Conditions 0 Not Approved (attach comments) Ei REVIEWERS INITIALS: DATE: 1 City of f Tukwila Fire Department Fire Department Review Control #D99 -0053 (512) February 19, 1999 Re: Family Fun Center (Golf Driving Range) - 7300 Fun Center Way Dear Sir: Thomas P. Keefe, Fire Chief The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Maintain fire extinguisher coverage throughout. Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 2. Gates and barriers shall be openable without the use of a key or any special knowledge or effort. Gates and barriers in an exit shall not be locked, chained, bolted, barred, latched or otherwise rendered unopenable at times when the building or area served by the exit is occupied. (UFC 1208.2) Gates and barriers installed across an exit shall be of sufficient size as to be capable of opening so that the clear width of the opening is not less than the exit width required by the Building Code. (UFC 1208.3) Aisles leading to required exits shall be provided from all portions of buildings. Aisles located within an accessible route of travel shall also comply with the Building Code requirements for accessibility. (UFC 1204.1) 3. Required fire resistive construction, including occupancy separations, area separation walls, exterior John W. Rants, Mayor Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575-4439 Yours truly, The Tukwil cc: TFD file ncd w alia due to ].oeation on property, fire resistive requirements based on type of construction, draft, stop partitions and roof coverings shall be maintained as specified in the Building Code and Fire Code and shall be properly repaired, restored or replaced when damaged, altered,: breached, penetrated, removed or improperly installed. (UFC 1111.1) This review limited to speculative tenant space only special fire permits may be necessary depending on detailed description of intended use Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. ire •revention Bureau Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 57S4439 FAMILY FUN CENTERS GOLF DRIVING RANGE 7300 FUN CENTER WAY TUKWILA WASHINGTON VI CINITY MAP GENERAL NOTES PROJECT DIRECTORY INDEX OF DWGS CODE AND BLDG. INFORMATIO FIELD VERIFICATION AND COORDINATION: I. SURVEY DIMENSIONS: DIMENSIONS OF SITE CONDITIONS ARE FROM SURVEY BY OT.RS. THE ARCHITECT BEARS NO RE5PON51BILTY FOR ACCURACY OF SAME. 2. EXISTI .ANG ND UTILITY LOCATIONS: THE CONTRACTOR SHALL BE RE.0.1&E FOR VERIFICATION OF THE SIZE LOCATION OF ALL EXISTING UNDERGROUND AND ABOVE GROUND UTILITIES. EXISTING UTILITIES SHOWW HAVE BEEN OBTAINED FROM AVAILABLE RECORDS AND ARE SHOWN FOR CONVENIENCE ONLY, THE CONTRACTOR SHALL BE RESPONSIBLE FOR ANY ADDITIONAL UTILITY LOCATIONS NOT SHOWN. CARE SHOULD BE TAKEN TO AVOID DAMAGE OR DISTURBANCE TO EXIST. UTILITIES. T. CONTRACTOR SHALL BE RESPONSIBLE FOR REPAIRING ANY DAMAGE TO THE UTILITY. 3. THE CONTRACTOR SHALL COINSILT THE DRAWINGS OF ALL TRADES FOR OPENINGS THROUGH SLAB. WALLS, CEILINGS, AND ROOFS FOR MI., PIPES, CONDUIT, CABINETS, AND EQUIPMENT AND SHALL VERIFY THE SIZES AND LOCATIONS WITH SUBCONTRACTORS. DI D I THE DRAWINGS TO OBTAIN DIMENSIONS. WRITTEN DIt�TGIONS GOVERN USE ALMA! FIELD MEASUREMENTS. NOTIFY THE ARCHITECT IF ANY DISCREPANCIES ARE FOND. RID 2. DIii:G -FAZE OF CONCRETE OR MASONRY (NOMINAL/ - FACE OF SHEATHING AT EXTERIOR STUD WALLS - FACE OF FINISH AT EXISTING FINISHES ALL DOORS NOT LOCATED BY DI OR OP N5 ON PLANS OR DETAILS SHALL BE b° FROM THE FADE O IN WYV1 TO EDGE OF D OOR OPENING. INTERSECTING 4. ALL DIMETISIONS NOTED 'CLEAR" SPtALL BE MAINTAINED AINED A SHALL ALLOW FOR THICK.. OF AL FINSIHES INCLUDING GARPETING1ILE, AND TRIM. 5. ALL HEIGHTS ARE DIMENSIO) 0 F ROM TIE T O F THE SLAB UNLESS NOTED OTHERWIS ROUGH IN DIMEN.aIONS: VERIFY ALL ROUGH -IN DIMETCIONS FOR EQUIPMENT F31RN15HED AND /OR INSTALLED BY THE CONTRACTOR, SECONTRAGTORS, OWNER OR OTHERS SDERALREOUIREMENTS: I. VERTICAL CLEARANCES: PLACE NO MAINS, PLAINS, CONDUIT OR OBSTRUCTIONS OF ANY KIND SO AS TO IMPAIR GIVEN CEILING HEIR AND CLEARANCES. 60VERNIN6 AUTHORITY REQUIREMENTS: I. POST SIGN ABOVE MAIN ENTRY DOORS WITH 1 HIGH LETTERING STATING 1155 DOOR TO REMAIN UNLOCKED DURING BUSINESS HOURS.' SUBMITTALS: I. ELECTRICAL UNDER SEPERATE PERMIT SUBMITTAL. i p W N W '0 -i'4L'i ,11 - [ " A"1 1 !ihil $01g1 ,f_,4:01 Ngl rW11 g 4 i 1 12 gl H li li 1111 TS COVER SHEET SD - I OYERAu. SITE PLAN IJ A - DRVM6 RANGE PLAN AND SECTIONS 5 - 1 STRUCTURAL PLANS, %LTIONS AND DETAILS PROJECT NAME: FAMILY FUN CENTER TUKWILA, WASHINGTON TAX PARCEL NUMBER: 242304 -4063 PROJECT LOCATION: 1300 NUN CENTER ON DESIGN REVIEW: L41 -0064 CONDITIONAL USE PERMIT- AMUSEMENT PARK : L41 -0068 ENVIRONMENTAL REVIEW: E91 -0024 ENVIRONMENTAL SUBSTANTIAL DEVELOPMENT PEEWIT: 1.4,0046 SEPA DETERMINATION: DETERMINATION OF NON - SIGNIFICANCE ISSUED APRIL 6, 1998. SPECIAL PERMISSION SIGN: L41 -0069 70NIN6 CODE DATA: krLP43aAF T -.- 5...1.35B1 OOm ,' 0 ; _St ` - - -.. 7SOO Fs.rte r -_= • - �.,�' --- ' i � t.` _ D ..� 'F I4 ° ;;�$jj, . � T Ukwil ___ - -- ` _ I AT-- _arks 1 FOrt , ,, �.. -$ 'Qtr t F rK'x _ : t . i a� " � - I J �� ; � - ' i -''r- _ N - s�` - _,_ -' fi ZONING ALLOWABLE/REOUIRED COMTERGIAULIGHT INDUSTRIAL PROVIDED COMMERCIAL/!JGHT INDUSTRIAL SITE AREA IN6 F'It$ N1 ,w TOR!E5 OR 45 FT NA 0000 ACRES 45 FT AT MIDPOINT OF PITCHED ROOF ,.55202 SF NA MAX BU ILDING HEIGHT MAX MF3^! BUI,IN6 AREA MI N PARKING - L47-0011 303 STALLS (MAX 30% COMPACT) D MATION 303 STALLS BILYLLE,PARKING WILDIN6CODE DATA 1:50 I APPLICABLE BUILDING AND ZONING GODES 1 CI, OF 7VYWILA ZONING CODE PRINTED NOV 2. UNIFORM WILDING CODE AND ASSOCIATED 3. NATIONAL ELECTRICAL CODE (NEC, M46 EDITION) 4 WASHINGTON STATE ENERGY CODE (.EC, EV NS S. WASHINGTON STATE REGULATIO FOR BARRIER SEISMIC ZONE, 3 NCY OCORA TYPE: 1947 UNIFORM CODES NBC, 1441 EDITION' EDITION/ -FREE FACILITIES (NTT EDITION, WAG 51-40) S DUtlI enter = itr� . -' { I -r E i .r,; 1 �" . �' Mall .� ' irBTIdEC BITd _ . i TukwlT,' 1 __ 4 ' k ' .1 * Z i � 1Mt.st _ ; b. �' ° ___ ,: $ I_T[I.IHI1fi vs6L b t 01997 Go... /startsGUbalCor°.'0199)NavTeoh'T `_ ., B 60LFDRIVIN6 RANGE. IYI ARE INCLUSIVE OF .1 Q IE SHELTER THIS PERMIT ONLY GONSTRUGTION TYPE: x• Imo. BAT LAbE TYPE V -N GOLF DRIVING RANEE TYPE V-N ' I ate SFELTEP. I TYPE V -N - D99 -0 O5 CANCELLED FIRE RESISTIVE REQUIREMENTS: TYPE V -N BAT GAGE r TTPE Y-N TYPE V-N WOLF DRIVING RANGE QUE 5143TER .. I. BEARING WALLS - EXTERIOR 2. BEARING WALLS-INTERIOR N N N N N N N N 3. NONBEARING WALLS- EXTERIOR 4. STRUCTURAL FRAME N N N LEGAL DESCRIPTION 5. b. SHAFT E NCLOSUSS 1 HOIAR N N I HOUR HOUR FLOOR A FLOC 7. FLOORS AND FLOOR- CEILINGS 8. ROOTS AND ROOFLEILIN65 N NN N N 4 EXi 10. STAIRWAY CONSTRUCTION '/ . 606.41 NA SEC. 6063) NA Of. SEC. 606.4) NA A DJUSTED PARCELS 1, 2 AND 3 OF CITY OF TUKWILA BOUNDARY LINE ADJUSTMENT NO. L4,0025, AS REGARDED UNDER REGARDING NO. 910630901'1, RECORDS OF KING COUNTY, WASHINGTON. :SEC tsn®® BUILDING PEI6HT: BATTING GA6F Fn'JLF DRIVING QF SHFI TER I STORIES FOR I STORIES FOR I STORIES FOR TYPE V41 CONSTRUCNO, TYPE V -N CONSTR ,110N TYPE V -N CONSTRUCTION ; BUILDING AREAS: QUE SHELTER 354 SF -.- TOTAL BUILDING AREA BAT GAGE 1864 SF GOLF DRIVM6 RANGE 1564 SF OCCUPANT LOADS AND EXITING R EIREMISITS NEC TABLE _ 10-A, SEC. 10032): NET FLOOR AREA (P82 FLOORPAGTOR OCCUPANT LOAD OCCUPANTS PER FLOOR NUMBER OF EXITS OCCUPANTS PER EXIT (REQUIRED EXIT WIDTH (X02) PFROVIDED EXIT WIDTH BAT GAGE 1664 SF 1:50 372 I 372 15" 84" E OLF DRIVIN6 1884 SF x 1:50 sa 31.1 a 1 37.7 15" OPEN CILE SPECTER 364 SF 1:50 1.1 1 1.1 15" OPEN PARKING STATISTICS: STANDARD COMPACT ACCESSIBLE VAN ACCESSIBLE SURFACE PARKING 221 (15%) 7 5 (25%) 6/I 30 0 INSULATION ENERGY REQUIREMENTS BAT CAGE GOLF DRIVING RANEE QIIE SHELTER ABBREVIATIONS LEGEND OF SYMBOLS I. E 2. EXTERIOR WALLS NA NA "A NA v, NA 3. FOUNDAT NA NA NA NA . NA 4. FLOOR. OVER UNGONDITIVED SPACE NA ACOUS. ALOIM'TILAL EXH. EXHAUST MIL METAL READ. REQUIRED ADJ ADJETABLE, ADJACENT EXIST. EXISTING MFG. MANUFACTURING RO. ROUGH OPENING ALUM ALUMINUM EXP. EXPANSION MFR MANUFACTURER SGNHD. SCHEDULE ANOD. ANODIZED EXT. EXTERIOR M.H. MANHOLE S.C. SOLID GORE A . FD. FLOOR DRAIN MIN MINIMUM SET. SHEET R'ROX APPROXIMATE ED. BOARD FDN FQINDATION MISG. MISGELLANC - OUS 51M. SIMILAR BLDG. BUILDING ff FACTORY FINISH MO. MASONRY OPENING 5.1.0. 5U'PLIED b INSTAL I Pn BY OWNER ELK BLOCK EIS FLAT HEAD SCREW M R. MOISTURE RESISTANT S.O.I.G. SUPPLIED BY OWNER 15,6. BLOCKING FL. FLOOR HULL. MULLION INSTALLED BY CONTRACTOR BM. BEAM F.I.O. FURNISHED 4 INSTALLED MTV. MOUNTED SPEC'. SPECIFIED SOT. BOTTOM BY OWNER MTG. MOUNTING SQ. SQUARE CI3 CA T CH B FRPP. FIBER REINFORCED PLASTIC N M . NOT IN CONTRACT ALT S5T SERVICE SINK, SANITARY SEWER GE LATCH BASH F NOM. NO TAL SST. STAINLESS STEEL G.I. CAST IRON 00. FOOTING &A. NOT TO SCALE STD. 5TANDARD G.I.P. CAST IN PLACE 6A. GAUGE OA. OVERALL u . CENTER LINE, CLEAR, GALV. GALVANIZED 0.0. ON CENTER STRIKE. STRUCTURE, STSTRUCTURAL RAL GIG. GELLING 6.1. GALVANIZED IRON O.H. OV AD 5U5P. SUSPENDED ENDEC ST GNU G UNIT co.., co.., MASONRY 6LP GYPSUM LATH 4 PLASTER OP.. OPENING SYS. SYSTEM 040 i COL. COLU MN TITION T4B TOP 4 BOTTOM GONG. CONCRETE HB. HOSE BIBS PERP. PERPENDICULAR TEL. TELEPHONE GOUT. GONTINXJUS H.G. HANDICAPPED PL. PLATE, PROPLRTY LINE TEMP. TEMPERED CONSTRUCTION H.M. HOLLOW METAL PLASLAM. PLASTIC LAMINATE T46 TONGUE 4 GROOVE GONSTR CO GONER CONTRACTOR FORM RED GLASS NV WITH LAMINATED VAL HORIZONTAL PLYWO. PLYWOOD T.6. TEMPEGYPS. BOARD PIN. PARTITION WALLBOARD, OPP. OPPOSITE STEEL TREAD, TOP G.T. CERAMIC TILE HR. HEATER RAG. PANEL, PANELING U TYP. TYPICAL DEL DOUBLE HT R. HEATER PR PANEL, U P UTILITY . UNIFORM DEL. DETAIL INSUL. INSULATION PR. PAIR BC WILDING CODE D.F. DRINKING FOUNTAIN .11/..ITS. ,C:INT,J01NT5 PROD. PROJECT V.G.T. VINYL_ COMPOSITION TILE LENGTH PRY PRESSURE REDUCING VERT. VERTICAL DS. DOW6FOUT L. LONG, L ID DRAWINT LAM. LAMINATE, VE EA. EACH LP. LINEAR FOOT, LINEAL FOOT PT. POINT W/0 WITHOUT EF.S. EXTERIOR FINISH SYSTEM L. LIQUID Q.T. QUARRY TILE WD. WOOD el,. EXTERIOR INSULATION 4 LT.'. LIGHT l' EIGHT CAR. QUARTER WDW WINDOW FINISH SYSTEM HAS. MASONRY R RADIUS WP. WATERPROOF EL,. ELEVATION, ELEVATOR MAX MAXIMUM RD. ROD, DRAIN WR WATER RESISTANT ELEC. ELECTRICAL MESS. METAL WILDING SUPPLIER RI_ RAIN LEADER WT. WEIGHT E7N`L. ENLLOSARE ME.. MECHANICAL RECD. RECEIVED KAM. HELPED WIRE MESH EQ. 'EQUAL MIEZZ. MEZZANINE REF. REFRIGERATOR WWLF. WELDED WIRE FABRIC REINF. REINFORCING YD. YARD DRAIN DIMENSION INCANDESCENT ARROW crosLH BOARD /�/�1 DOOR MARK LIGHT FIXTURES f F CO, .:: J L, - a... .0 v4:lah t - :; can _ L coCO 0 AnslO` il4oelpt contractor's - or coy 1 approved P •.. ed. ° tf . �lJc ECONCRETE 67DNORTH DOOR WDf - REFER °� CEILING WuxrED _ r SCHEDULE eER OR 14 WINDOW MARK RUCTME, WALL O �NrEU � of L us00 GRAVEL DETAIL R ECESSSD DETAIL IDENr F cnTlDx SCR GRADE ELEVATION ® . ® Puy 4 LATH ©�- 12 EEN /LOUVER MARK N EW OR F N. GRADE y , P/'''' au cR eR cN �� SxfEi WHERE DR. d`fU1' Ex'''. cRaDE FLUORESCENT " ROOM MARK LIGHT FIXTURES ® PLYWDW WALL SECTION R0°r WATT te _DeralL IDExrIF cATlax 278 ~ RDwN 0 y 1 REVISION ® "0 F""EL RICA °Ixsuurlw 1` � /I ME I{ OaTT INSULATION ®HEET PPLT DIFFUSED ` - - S WHERE DRAWN 4 SPRINKLER MAIN ® su COLUMN GRID ®WO00 NEL®ED BUILDING SECTION PROPERTY LINE RETUwi I+ESISTER /AMR !i / 0. O s RECEIVED ` CINOFTU 9 LA t I' PERMIT CENTER ' y /�� � 10 5 - I DETa L IDENTIFICATION WOOD BLOCKING FENCE QS snmex A J�1rj�� ® ""-- SHEET WHERE DMYH - - X - X - X - X - X - - � - rIl(L FINISHED HMO O SD SMOKE DETECTOR / 2\ -_ FINISHED EXIT SIGN ® a rluL TILE CONTOURS I- E LEVAT ION ® STEEL IDE N T FIUTIC+ O SPRINKLER HEA1,1. ALUMINUM S �� saa WORK CONTROL EXISTING sxEEr WHERE DRaxN \ SPRINKLER Iew .�.c CONTOU RS ��/ sT R OR DATUM POINT / E..F.s. ® go �eq �/ 1 IA FAMILY FUN CENTER M U LVfI fl r r f Y PfiRT il E R S II I P A R C H I T E C T S Jerry Quinn Lee IN Mitchell C. Smith N Ronald L. Maddox := 11820 Northup Way •E300, Bellevue, WA 9 8005 ( 925 ) 822 -0449 FAX (925)822 -4129 / A VI�LV 4 = su POR BUI M I APPROVAL sUB FOR Elp E _________ / r ' -/ „ I �E'Y • ' S TAT OF WASHINGTON GOD F DRIVING RANGE 7300 FUN CENTER WAY TUKWILA, WASHINGTON _ CONSTRUCTION DRAWINGS _ ��= FROJEOT NO. G7 -112 SITE FLAN eo��m e�I Porine be n � p e all��e9ams rese f a No,pnn or moy r pra NEW a884TYPE 11-48 RIM =26.50 _ IE =22.58 A '- IE =24.50 43 LF 8 ADS N -12 0 5.35% NEW. ►: TYPE! RIM =25.20 E 22.0 43 LF 8" ADS N 12 ®5.35% 2 0 %.20% 6.5 ; 74 LF 8" NEW -1Z ' 2 RIM =28 IE =25.6 61 LF 8 AD62B -12 0 1.80 NEW TYPE I' Ai-F"=21 : -- -- .0 IE 0 BLOC. 24.90 _96 LF 8 ADS N -12 2.96% 28.2 39 LF 8" ADS N-1-2 1.00% 70 1FgADS CBFI6 1 ) IE.-25.20 RIM25.20 FAMILY FUN , r," PVC ROOF DRAIN CENTER:to 2 _ - BUILDING 68`\LF TRENCH DR1A N SFr O MANUFACTURED BY AQD'D5AI�� -- I MODEL NW100 CHANNEL' \ ` APPROXIMATE LOCATION VACATED \ NELSON PLACE 6 PVC ROOF \DRAIN 64 4 I LF 8 ADS \ ASPHALT FLUSH N -12 0 0.80% W/ CONCRETE V(ALK G. IE 0 BLD 26.5 \ _ -- :D1EW ASPHALT PAV (PER DETAI SHIA ) i 11, \ '. P&�AFANS ON EASEMENT it NOTE CONTRACTOR SHALL FIELD GRADE LOT 2 AS AN INTERIM BASIS TO PROVIDE A POSITNE DRAINAGE SLOPE TO STORM DRAINAGE SYSTEM. ALL CATCH BASINS WITHIN LOT 2 SITE SHALL BE PROTECTED FROM SEDIMENT RUNOFF BY CATCH BASIN PROTECDON MEASURES PER CITY OF TUKWILA REQUIREMENTS. 144 LF 18" ADS N -12 ® 0.25% 87 LF 12" ADS N -12 ® 0.25% NEW gCBITS TYPE I RIM =26.5 IE =23.31 CBNS TYPE 11-48• ATEI SEPARATOR. (P DET AIL SET. 8) IM 2 2.56 IE =22.56 46 LF 6 ADS N -12 0 0.50% • NEW TYPE I 1 RIM =25.50 IE =22.79 70 LF 8 ADS N -12 0 2.77% NEW CB.I4TYPE I RIM =27.00 IE =24.50 NOTE DETAILED GRADING OF ATTRACTION AREAS ARE DESIGNED BY AN ATTRACTION SPECIALIST. GRADES SHOWN ARE GENERAL IN NATURE. REFER TO ATTRACTION DESIGN PLANS FOR SPECIFIC DETAIL INFORMATION. , "ADS N 35 -12 LF 0 3.71% NEW CB*%R TYPE I RIM =28.30 IE =25.80 65 LF 6" ROOF DRAIN NEW BALDING FF -29.0 NEW CM 28. APPROXIMATE LOCATION VACATED S. 153RD STREET NEW 'VEE DITCH (PER SECTION VIEW SET. 2 � 1 • GREEN RIVER 100 YEAR MAX W.S. - 21.9 500 YEAR MAX. W.S. - 22.0 WOOD SNAGS RIM =27.0 J __ ^ 9H l ff..- - _23-41 21 � 1 Q NEW CBS 1 1YPE __ RIM =24.50 F-2` -•` = 150 LF 18 ADS N -12 ID 0.20% IE =24.50 WIN •: TYPE 1 RIM =25.3± €=21 MAINTENANCE AND ACCESS EASEMENT AREA r (T REMAN) RIM 6.00 E =22.82_, � NEW 6• CONC. PAVB.ENT • i�Yf�T RTM =74.6., (P28 DTFAR'SNF8)- _ ,g =22.70 - ... 1, DEW HEAVY DUTY ) - ASPHALT PAVEMENT '1 (PER DETAIL SHT. 8) NEW CB846,TYPE r u ° s 9 GRADING AND STORM DRAINAGE PLAN 2 EX WILLOW CLUSTER (10 REMAN) MEAN I-ICfl WATER MARK (B-18.0 ±1 4' HIGH VNYL COATED CHANLINC FENCE (PER DETAIL SET. 7) 55 M O NEW EXTI CONC. (PER DETAIL SET. e) CURB ORDNARY FIGH WATER MARE (E_ -8.4) _ 48- 2'07 92 LF 12 AD - FTTL-MCL( N - 12 0 0.20 7.2E FRONTAGE _ SETMCK EX NATURAL HABITAT (TO REMAIN) NEW ROCKERY . DRAINAGE�SWALE ( T X O REMAIN) / GRADY WAY - tr / ') NOTE - - may ALL- 11 R:7IFRE LED BY A LICECENSEH D B ECHNICAL C(I i-ENGIN PPR PUNG PLAN PRIOR TO BEOVE "we CONTAMINATES. Y TO 1 / ti , 1 B , . STATE RO E4O5 _c �o. 1 =40 NI,. NrFfs: _G125 Bt,Z8125- TZ6125- S.Z612.`. -C, - �PROPBTTY OWNED BY BUNLNGTON NORTFcHN RAILROAD Own. R.CENJE VEOETATWN TO . SAVED) EXISTYNG TOE OF FIVER EX WILLOW CLUSTER (TO RB.4AN) L _ - EX. 7' CULVERT Y 1j) L . . THE ":: •. _ ,Q -Kei 141, _ ° o I F 1 ` EX 7' CULVERT' ad RECYCLED PLASTIC OR TIMBER ( 8 "X 8'`X 4' -0" 1/2" GALVANIZED EYE BOLT W /WASHER AND NUT. ALUMINUM. INTERIOR _ RECESS NUT AND PEEN BOLT THREADS SIDE DIMENSIONS 1/4" 500# MIN. TEST GALVANIZED CHAIN ANCHORED GREATER THAN POST a IN :.ONCRETE DIMENSIONS �.'' II--- FINISHED GRADE 1/8" MIN. THICKNESS GALVANIZED STEEL OR YARD DRAIN DETAIL NOT TO SCALE 24" REMOVABLE BOLLARD DETAIL NOT TO SCALE NOTE ALL RETAINING WALLS OVER 4 IN HEIGTH REQUIRE DESIGN BY STRUCTURAL ENGINEER, AND WILL REQUIRE A SEPARATE BUILDING PERMIT. PROVIDE: /EN 1211 2: "x12" GRATE, BLACK 12 "x72 DS GRATE 1 FITS ALL CATCH BASINS, EXTENSIONS & ADAPTERS #NDS 1218 12" EXTENSION AS REQUIRED. ON 1213 12 "02" CATCHBASIN, SINGLE OUTLET 6" SD COUPLING SIZE, SINGLE OUTLET ACCOMODATES NDS 1212, 1211 OR 1210. 12"x12" GRATE AREA - 14" WITH 11" SQUARE 80TTOM. 12 SQUARE 130TT02 WITH 3" AREA BELOW OUTLET ALLOWS 363 CUBIC INCHES OF SUMP AREA. ADAPTABLE UP TO 8" PIPE OR DOWN TO 3' OR 4" PIPE. 6" SD COUPLING SIZE, DOUBLE OUTLET ACCOMODATES NOS 1212, 1211 OR 1210. 12"x12" GRATE AREA - 1 4" HIGH WITH 11 SQUARE 801108. 12 SQUARE TOP WITH 3" AREA BELOW OUTLET ALLOWS 363 CUBIC INCHES OF SUMP AREA. ADAPTABLE UP TO 8" PIPE OR DOWN TO 3" TO 4' PIPE USING ADAPTER #643. D99 -0053 CANCELLED NOTES: SLOT GRATES ALONG BIKEPATH MUST BE PLACED PERPENDICULAR TO THE PATH. 2. ALL CATCH BASINS LOCATED ALONG BIKEPATH MUST BE LOCATED WITHIN SHOULDER AND NOT ON PATH. NOTE: REFTR TO THE SANITARY SEWER PLAN FOR CONNECTION DETAILS OF THE BUMPER. BOLT POOL DRAINAGE SYSTEM TO THE SANITARY SEWER SYSTEM, SHEET 6. 1" CHAMFER 4 SIDES O WIT x 3/8" STEEL ROD ETER NEW CONC. SIDEWALK N (REFER TO ARCH. PLAIDS) P" CAP UNIT NEW BLOCK WALL AS REQUIRE TO MATCH EXISTING GRADE LANDSCAPE VARIES 2' -5 NEW CONC CURB NOTES: STARD ALLAN BLOCK UNIT RO FACADE STYLE 8" MIN. I. RECYCLED PLASTIC BOLLARD SHALL BE WHITE. TIMBER SHALL BE DOUGLAS FIR, DENSE CONSTRUCTION GRADE, AND SHALL BE PRESSURE TREATED WITH 88801 RBORNE PRESERVATIVE , CCA, ACZA) IN ACCORDANCE WITH THE REQUIREMENTS OF SEC. (ACA 9 -09.3 (4) OF THE WSDOVAPWA STANDARD SPECIFICATIONS. TOP 5" OF TIMBER SHALL BE PAINTED WHITE. 2. STEEL TUBE SHALL CONFORM TO ASTM A53 GRADE A. 3. NUTS, BOLTS, & WASHERS SHALL CONFORM TO ASTM A307. 4. ALL STEEL PARTS SHALL BE GALVANIZED. 5. CONCRETE SHALL BE CLASS 3000. FINISH GRADE NOTES: 1. ALLAN BLOCK WALL CAN BE PROVIDED BY COUNTRY GREEN' RF FA AT 1 -300 -1763 2. CONTRACTORSHALL PRTUOVIDE CUL- SHEE(; /SHOP DRAWINGS TO THE CITY OF TUKWILA FOR REVIEW. BLOCK GRAVITY RETAINING WALL (H =4' MAX) NOT TO SCALE 2. LANDSCAPE VARIES 2' -5' NEW GONG CURB NEW 4 : V,,YL COATED CHAINLNK FENCE (WHERE SHOWN) (PER DETAIL SHEET 7) BIKE/PEDESTRIAN PAT, 2.0% NOT TO SCALE 2' MIN, 3 "THICK 3/8 'MINUS CRUSHER FNES SHOULDER 12' WIDE UPPER 12" SUB BASE COMPACTED TO 90 %. 3" COMPACTED DEPTH CLASS 'B' A.C. PAVEMENT (PLACED BY CITY OF TUKWILA PARKS AND RECREATION DEPT.) 4" COMPACTED DEPTH 1 1/4" MINUS CRUSHER WELL GRADED ROCK BASE COURSE (PLACED BY DEVELOPER) 0 SCALE NOT TO SCALE ICK 3/8" MINUS �CRVSHER F INTHES SHOULDER 12' HIDE {° BIKE /PEDESTRIAN PATH 20'.- COMPACTED WELL - DRAINING GRANULAR FILL BASE OVER GEOTEXTILE FABRIC 12" MIN.- TO MACH EXISTING GRADEUIRED 2' MIN, 3" THICK 3/8" MINUS CRUSHER FINES SHOULDER 12' WIDE BIKE /PEDESTRIAN PATH PERFORATED SUBDRAIN 12" MIN. 3• xl UPPER 12" SUB BASE COMPACTED TO 90 %. 3" COMPACTED DEPTH CLASS B A.C. PAVEMENT (PLACED BY CITY OF TUKWILA PARKS AND RECREATION DEPT) 4" COMPACTED DEPTH 1 1/4 MINUS CRUSHER WELL GRADED ROCK BASE COURSE (PLACED BY DEVELOPER) PL Cltt ENGINEER DATE 12" MIN. FREE DRAINING GRANULAR EX. GROUND I' o SOIL RETAINED BACKFILL - TENSAR DC1200 DRAINAGE COMPOSITE NEW 4' VINYL COATED CHAINLINK FENCE (PER DETAIL SHEET 7) 24.5 MIN 2 MAX. -18" DEEP CONCRETE BASE EX. GRADE APPROVED FOR CONSTRUCTION: NMI 2.07" 2.0% Inn SVv S UPPER 12" SUB BASE - i. COMPACTED TO 90% 3" COMPACTED DEPTH CLASS 'B' A.C. PAVEMENT (PLACED BY CITY OF TUKWILA PARKS AND RECREATION DEPT.) 4" COMPACTED DEPTH. 1 /14" MINUS CRUSHER WELL GRADED ROCK BASE COURSE (PLACED BY DEVELOPER) NEW BLOCK WA A S REQUIRED TO MATCH EXISTIN GRADE EX. GRADE v 8) HE 0 21 Air E TEST ELEVATION SCALE: 1 /8 " -I' -O" GOLF DRIVING RANGE O 6 GROSS SECTION SCALE: I /8 " -1' -0" GOLF DRIVING RANGE GROSS SECTION SCALE: I /8 " -I' -O" PRPORT GABLE FOR NET PIPE STEEL LOCUMS PER STWIGTJRPL CHAIN LINK FENCE COLUMN EASE INISFE P FWOR • SCALE: 1/8 -1' -0" ROOF PLAN CHAIN LINK 5A1E 0 !. \ S '73 18 TYPIGAL RAKE DETAIL @ 'PITCHED ROOF SCALE: NOT TO SCALE VP RC34AS POLE x II PLAN SCALE: 1 /8 " -I'-O POLE • l IT- O" TALL 12" DIA. CANCELLED D99 -0053 EAVE GUTTER DETAIL SCALE: NOT TO SCALE V. RIB WALL VP- RC32A2 POLEx10 2,O "TALL 12" DIA. EAVE FASCIA SCALE: NOT TO SCALE 4'- O' HIGH CHAIN LINK FENOE W/ 2' DIA. SUPPORS. 35'- O" TALL 12° DIA. 4'- OI6H CHAIN ' H LINK .PI GEW 2' TS pIA. SUPPGR. POLExB 12" DIA TALL IA- POLE 12" IA - TALL 12" DIA. VP-- RC31A5 r = Y \ \.- cABI.E ` 1 \ -- \ GABLE 1 \ \ \ \ \ 1 GABLE \ \ GABLE CABIF Th rrPOLE x 2 \ 20- O° TALL \ IT DIA. \ \ ` _ __ \ 4-CABLE \ \ _ _ _ GABLE \ N \ \ POLE x 3 GABLE ALL II1I / , / / POLE 4 4 _ / 20- 0 TALL IT DIA. / / GABLE GABLE . / / / :r / GABLE .44' / POLE *12 / / O' TALL / / IT DIA.. I / ; POLEx GABLE G ABLE 26 '- O° TALL (1U - , 0 ° 4 , 0° 10 POLE .5 11- 0° TALL 12' DIA 'C 4'_ 0• HIGH CHAIN LINK, P.3IGE W/ 2° DIP. SAPORi5. 45-8" 1 ' 1 &-O' 45_g. Air E TEST ELEVATION SCALE: 1 /8 " -I' -O" GOLF DRIVING RANGE O 6 GROSS SECTION SCALE: I /8 " -1' -0" GOLF DRIVING RANGE GROSS SECTION SCALE: I /8 " -I' -O" PRPORT GABLE FOR NET PIPE STEEL LOCUMS PER STWIGTJRPL CHAIN LINK FENCE COLUMN EASE INISFE P FWOR • SCALE: 1/8 -1' -0" ROOF PLAN CHAIN LINK 5A1E 0 !. \ S '73 18 TYPIGAL RAKE DETAIL @ 'PITCHED ROOF SCALE: NOT TO SCALE VP RC34AS POLE x II PLAN SCALE: 1 /8 " -I'-O POLE • l IT- O" TALL 12" DIA. CANCELLED D99 -0053 EAVE GUTTER DETAIL SCALE: NOT TO SCALE V. RIB WALL VP- RC32A2 POLEx10 2,O "TALL 12" DIA. EAVE FASCIA SCALE: NOT TO SCALE 4'- O' HIGH CHAIN LINK FENOE W/ 2' DIA. SUPPORS. 35'- O" TALL 12° DIA. 4'- OI6H CHAIN ' H LINK .PI GEW 2' TS pIA. SUPPGR. POLExB 12" DIA TALL IA- POLE 12" IA - TALL 12" DIA. VP-- RC31A5 C COLUMN »2 \ d1 12'0 STANDARD PIPE x 28' -0'. _ 18 "0 CO.. AUSERED FOOTING \ \ i I _ 20' -0' OUT OF GROUND _ \G \ OI 1 _9g�W�^� \ m l 1 _ \ \ 1 i -GABLE �'�LF ,O� y \ \ \ I COLUMN +3 \ _ N. 12'0 STANDARD PIPE x 28' -0'. CA E , 19_'t N/ c aE_ Cam — WO CO. AUS ED r ' 20' -0' OUT OF GROUND j _ -- — / / G 1 PO•�'1 SLR / / / / 1 - -- -- I % / j �y _ COL f4 / y y t ITO COL STANDARD PIPE x 28' -0'. / s tI 18' 0 CON.. AllGERED FOOTING / d.. 20' -0' OUT OF GROUND p. ! I. CABLE ----- / F /�' 1 / COLUMN W2 / / 12'0 STANDARD PIPE x 30'-0% / 18'0 LONG. AUGERED F ''' c6T I:C. 20' -0' OUTOF 6RauN6 t�� / _ / I CAELE 44' -2 ON SLOPE [OLUMN %8 CABLE 44•-2, ON SLOPE COLUMN N5 18'0 CO' OUT OF 6ROJtb N.. P11GE iRED FOOTING 4'- O HIGH 12'0 STANDARD PIPE x 2B' -0'. 2b' -0 CHAIN LIKK 18 CON.. PLC ED F001. F64CE VU 2' 4 4 I0' -0' . 17' -0' OUT OF &ROUND DIA RIPP,RT5. 1 $ ' -0• 43' -8' 43' -0' 1' -3• 106' -1. i I� IMINIMONIMMIEMOr ....>•a .9,01 „shol = 1 0 \ GAELS 44' -2, ON SLOPE r GABLE \ \ CK C .9,01 .9- [ • —7= © DETAIL e 18'- O' OFF. TOP OF METAL COLLAR 3' 0 STEEL PIPE TTP. O STANDING SEAM METAL ROOF PER ARCHITECTURAL DETAIL , AIL 511EEL CAP PER ARCHITECTURAL M.. STEEL COLLAR PER ARCHITECTURAL METAL SLITTER PER ARCHITECTURAL 3'0 RL TIGHT LINED TO STORM DRAIN SYS. O FRAME SEGTION ICJ SCALE: 1/0 " -1' -0" 4' -0' 7112A9 -1 O DETAIL 2 SCALE: 3" = 1 -O" O-y DETAIL I SCALE: 1" = 1 '-O" 9x2.8 xl2 SASE PURLINS CO.. AUGER LAST CONC. FOOTIN& PER FOUNDATION PLAN 12' -0' 7112A9 -1 • STEB- G WIOxl2 STEB PIPE COLUMN FER FOUNDATION PLAN CONCRETE FILLED GALV. CORRUSATED PIPE PER ARCHITECTURA FIN. FUR. Qg FRAMINS PLAN SCALE: I /£ > "_1' -O" COLUMN •II 12'0 STANDARD PIPE x 18'0 LONG. AU6ERED FOOTING 20' -0' OUT OF 6RCUND A 0 FOUNDATION PLAN SCALE: I/8 " -1' -0" D99 -0053 CANCELLED COLUMN MI 12'0 STANDARD PIPE x 29 18'• CONC. AUEB2ED FOOTING 11', OUT OF&ROOD MN •I C STANDD PIPE x 28' -0'. [ CON.. -ARID FOOTING _ 26' -C1" 0117 OF GROUND COLUMN W 12'0 STANDARD PIPE 43' -0'. 18'0 GONG. .:RED FOOTING 29' -0 OUT OF SROXD COLUMN .8 16 STANDARD PIPE 58' -0'. 24'0 CO. AUSERED FOOTING 40' -0' CUT OF OROLND 01121i L A' COLUMN NT 12'0 STANDARD PIPE x 43' -0'. WO CONC. AUSERED FOOTING 29' -0' OUT OF &ROUND RECEIVED OTTYOF 7UINJILA PERMIT CENTER 1 0 z 0 W 0 IL N N rc 0 0 N N M O ? tail • r�--I LC2 C I w •,.._, Q) a O co co • 0 NI CV CO Cat Q U • CC Z U• Z co ? w3 EE Z ea J 0 0 S -1 1 FAMILY FUN CENTER