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Permit MI2000-189 - GROUP HEALTH - PARKING GARAGE RETAINING WALL
UP HEALTH PARKING GARAGE City of Tukwila (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 MISCELLANEOUS PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RI'_,K. Parcel No: 734060 -04t30 Address: 12400 EAST MARGINAL WY Suite No: Location: Category: NSFR Type: MISCPERM Zoning: MIC/L Permit No: Status: Issued: Expires: Const Type: Occupancy: Gas /Elec.: UBC: Units: 001 Fire Protection: Setbacks: North: .0 South: .0 East: .0 West: Water: 125 Sewer: VAL VUE Wetlands: Slopes: Y Streams: Contractor License No: FOUSHAC15800 MI2000 -189 ISSUED 09/12/2000 03/11/2001 PUBLIC GARAGE 1997 .0 OCCUPANT GROUP HEALTH PARKING GARAGE Phone: 12400 EAST MARGINAL WY S, TUKWILA, WA 98188 OWNER GROUP HEALTH COOPERATIVE Phone: (206)448 -4699 JIM C'OUMA PROPERTY MGMT, 521 WALL ST, SEATTLE WA 98121 CONTACT DAVE STARTZEL Phone: 425- 453 -8600 1687 114 AV SE; STE 250, BELLEVUE, WA 98004 CONTRACTOR FOLISHEE AND ASSOCIATES 'hone: 206 746 -1000 BOX 3767, BELLEVUE, WA 98009 kkkk* *k *kkk* Ark* k* k• kkkk *k *kkk * ** * **kk**k**kkkkk4 *k** 444* 44kk*kk *4kkk *4 #*.kkk **kk * *•kk*k Permit Description: INSTALLATION OF SITE RETAINING WALL. NO PW ACTIVES MPC 8/23/2000 *** kk****** tk.* k• k*** k** k• 4* k*4• kk**: 4k4r4k*k k• kkk kk k** kkk***• k* k• k* *k *kk•k* *44 * *k *•Ak *k *444kkkk, Construction Valuation: t PUBLIC WORKS PERMITS: *(Neter Curb Cut /Access /Sidewalk /CSS: Fire Loop Hydrant: Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversized Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: 8,000.00 Meter Permits N N No: N N Start Time: N Cut: N N Start Tine: N No: Private: N N N Private: Listed Separate) Eng, Appr: Size(ln): .00 End Time : Fill: End Time: Public: Public: A 4kk44** kA kk* k* kkk4* 444kkk kAkk4kk44* 4Akk4444*** 4kkk44kkkk k4AAAA'4ki*k *Ak *kk*°k ** *444444 TOTAL DEVELOPMENT PERMIT FEES: $ 230.96 * k* k' k k kk* k*'** A** 'kk'k•kA4kkkkk4k **kk444**'k *4 **'AkAk•4#kk4k k* 44kk44k *k`k* #4d* * *4kk4A44'4k4 Permit Center Authorized Signature: Date:-- ,..1:? I hereby certify that I have read and examined this permit and know the dame 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 ;Mate or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development permit. Signature Date: Print Name: This permit shall become null and void if the work i$ not commenced within 180 days from the date of issuance, or if the work is suspended or abandoned for a period of 180 days from the last inspection. CITY OF TU1:WILA Address: 12400 EAST MARGINAL WY S Suite: Tenant: type: M.XSCPERM Parcel It: 734060-0480 Permit No : M T 2000 - 189 Status: ISSUED Applied: 08/11/2000 Issued: 09/12/2000 *• k*' k*' k****** * *'k* * ** *•k * *•k * ** *k•k *k* * **•** *** k*** k* k' k *• *•k * * *k•kk*k•k•k * *k* * *kk* *•k* Perinit Conditions: 1'. No changes w i l l be made to the plans un 1 ess approved by the } Engineer and the Tukwila Ouildfng,.Oivis on. . •When . special 1 nspect tor, :i s required : :either: the owner, architect or eng i n'eer sha l 1 riot i fy;, the Tukw ite; Eau i 1 d i ng `division of appolrtment of the inspection. agenoles . prior to the first bui:�lding irlsp�oCtion C :op;ies of' all speciel inspection reports, hall be submitted to `tht``I uildl »g division ..1 r.. t i ritel .. manner... Reports, • i s ha l r0on a i n d dre: ss , projectreliic,pern1 t number and type of i nspect i an be i nga perforrnod., The s ed`i a 1 i n{eprctor shall .subrn i t , a final signed repor sta t t,�4g• whether the work ,,,requ i rl ng,. spec i a l i nspocti`on,.;wa &, :t0 the'•' best= of the i nspectoW s knowledge, in conforman.pe wi tl app.rovOd plans and specs f teat. ions and the ap'p 1 ttabje workmanshlpprdvisions: of the UDC, :A 11 Iron `true t i on t.o lie done .1 n con °f`ormence with approved p 14.n�e and requirements of the `,Un i;form Uu 1 l,d i nc3 Code (1,997,... Ed W on) as amended, Uniform Mocker i cq 1 'Code (1997 Edition) end` Wesh:Ington° Sterte Energy, Code (1997 Edition), No }t ,fy the C1ty :of Tukwila - ;FiuIlding Div #sign prior to p l ao i nJ S 1, concrete. • 111' s procedure it. An addition to an reiluf remen s ..for special inspection, . 6. Va1lidi ty ''of,, Permit. The issuansoe of; a permit or approval p1till ,', speci,f i`catl.ons, and computertiens shall not be ,con - strtued to be a `perrnit for, or an rapproval of,, any violation of array,,. of•...the provisions of the;�.bu 1 l d i ng code or • a f any o's .other; vrdinanca of the .jurisdiction. No `Nurmit; presuminij; to :give a4t.Irority to violate or cancel' the; pravt•�ions of th1 ;s'° code she+)1 be WIC, .'` a r All permits, 1nspection records, and approved p''lane shall' by ava11ab1d4 ;At. the job site "prior to the start of any ;port s truction.` t`r hoso doeumonts:,ere to be maintained and; :'aVa11 able until fi r a.1 tnspectlon :i appr Ovel . #,s granted. :All structural oonerete shat to be; spe'cia1 inspectod (UDC - Sec, 306(a)1) . ;.,. CITY OF ; I KWI LA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 R STAFF USE ONIY Project Number: C 9444 -0 361 7000-1801 Permit Number: Miscellaneous Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Project Name/Tenant: Group Health Parking Garage Value of Construction: $8,000 Site Address : City State/Zip: Tax Parcel Number: 12400 East Marginal Way So., Tukwilat WA ..r_ 734 - 060 - 0480 -00 Property Owner: Address: Phone: ( ) Group Health Cooperative City / State/Zip: 800- 562 -6300 Street Address: City State/Zip: Fax 11: ( ) 521 Wall Street, Seattle, WA 98121 206 - 448 -2710 Contractor: Phone: ( ) Foushee & Associates 425 -746 -1000 Street Address: City State/Zip: Fax #: ( ) 3260 118th Ave. SE, Suite 1000, Bellevue, WA 98009 425 - 746 -3737 Architect: Phone: ( ) Lance Mueller & Associates 206 - 325 -2553 Street Address: City State/Zip: Fax #: ( ) 130 Lakeside, Suite 250, Seattle, WA 98122 206- 328 -0654 Engineer: Phone: ( En s i neers Northwest 206-525-7560 Street Address: , . . City State/Zip: Fax #: ( ) 6869 Woodlawn Ave. Seattle WA 98115 206 - 522 -6698 Contact Person: Phone: ( ) Dave Startzel, Trammell Crow Com.an 425 - 453 -8600 Street Address: City State/Zip: Fax #: ( ) 1687 114th Ave. SE Suite 250 Bellevue WA 98004 425- 454 -7184 MISCELLANEOUS PERMIT REVIEW AND APPROVAL REQUESTED: (TO BE FILLED OUT BY APPLICANT) Description of work to be done (please be specific): Installation of site retaining wall WIII there be storage of flammable/combustible hazardous material in the building? ❑ yes ® no - AAtta-chh Ilst of materials and store e location on se crate 8 1/2 X 11 a'or lndicatln uarttities & Material Saf'ett Data Sheets .' ; ; i IJ Above Ground Tanks Antennas/Satellite Dishes Bulkhead/Docks Commercial Reroof ❑ Demolition ❑ Fence ❑ Manufactured Housin •Replacement only ❑ Parkin; lots ® Retalnin; Walls ❑ Tern fora Facilities ILI Tree Cuttin, ..r_ APPLICANT REQUEST FOR MISCELLANEOUS PUBLIC WORKS PERMITS ■ Channollzatlon/Striping ■ Curb cut/Access/Sidewalk • Fire Loop /Hydrant (main to vault)#: Sizo(s): ❑ Flood Control Zone ❑ Land Altering: 0 Cut cubic yards 0 Fill cubic yards 0 sq, fi,grading/elearing ❑ Landscape Irrigation ❑ Sanitary Side Sewer #: Cl Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt # Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent M Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ,! ❑ Miscellaneous ❑ Moving Oversized Load/Hauling MONTHLY SERVICE BILLINGS TO: Name :... .' ; ; i Phones. . Address: City / State/Zip: 0 Water 0 Sewer 0 Metro 0 Standby WATER METER DEPOSiT/REFUND BILLING: Name: Phone: Address: City /Sta e/Zip: 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 a1�rljcationacc 9/9/99 miscpnsl dnc Date ticatio neirpires: f...Q App ' taken by: (initials) aw 00 �w mu. WO u.a to O §9. t WW u. r S' ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN > BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED > ARCHITECTURAL DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED ARCHITECT > STRUCTURAL CALCULATIONS AND DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED STRUCTURAL ENGINEER • CIVIUSITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) UV Current copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H-4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent if the applicant Is other than the owner, registered archltectlengineer, 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 rcgulred as part of this submittal, I HEREBY CERTIFY THAT I 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. BUILDING OWNER OR AU HORIZE b AGENT: ‘4111M11 APPI I( A I ION AND REQUIRED ( III( KI ISIS 1 01 Above Ground Tanks/Water Tanks - Supported directly upon grade exceeding 5,000 gallons and a ratio of height to diameter or width which exceeds 2:1 1410.111 REVIEW Submit checklist No: M -9 cl Antennas /Satellite Dishes Submit checklist No: M -1 ci Bulkhead /Dock Submit checklist No: M -10 ri Commercial Reroof Submit checklist No: M -6 0 Demolition Submit checklist No: M -3 0 Fences - Over 6 feet in Height Submit checklist No: M -9 0 Land Altering/Grading/Preloads Submit checklist No: M -2 0 Miscellaneous Public Works Permits Submit checklist No: H -9 0 Manufactured Housing (RED INSIGNIA ONLY) Submit checklist No: M -5 0 Moving Oversized Load/Hauling ,.:4 , • Submit checklist No: M -5 © Parking Lots ., ; Submit checklist No: M-4 ® Retaining Walls - Over 4 feet in height Submit checklist No: M -1 Temporary Facilities Submit checklist No: M -7 O Tree Cutting Submit checklist No: M -2 UV Current copy of Washington State Department of Labor and Industries Valid Contractor's License. If not available at the time of application, a copy of this license will be required before the permit is issued, unless the homeowner will be the builder OR submit Form H-4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent if the applicant Is other than the owner, registered archltectlengineer, 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 rcgulred as part of this submittal, I HEREBY CERTIFY THAT I 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. BUILDING OWNER OR AU HORIZE b AGENT: Signature: 4 Date: .�- Print name; Dave Startzel Phone: ( 4251453 -8600 Fax K; ( 4251454 -7184 Agr 114th Ave. SE Suite 250 ctie evue' WA 98004 i 9!9!99 sniFpnu.doc 4/ ra b C ** * *k44h kkP:A *4 *447 Ab4** #F A **4* ** *s 4114.41 l *4Adk /Aks44k * *AhAA %1Y OF TU(WxlA, , A . TRANSMIT. * ** * * * * ** ** * ** ** PPg?***!L* k. * ** A.A.AA ►***AAA**-+* ftk iNSNXT; Numt»ra P9S00358 AMaiurii:: 240496 09/12,000.121103 P ytatint Mothod r CNI.CI NOba L i on t t: i3USWCr AU1> A3SU Zn i f; s SIIU 4* .14 a 14 4.i Y+'4x i •. 6..'4: 0; 44 .4 sr s4 s. 44 . 44 M 4....4. u r 44 .1 ,04 ix 44 Mr ..... 4. q4 i. s. 4.4 ... 4, 4r .. 4. 4N r..4 M 4. • t. ,. 4". r. sb Nr 44■■ .. 4■ .44 44 is Par►m It Nos 11X2000 -199 'repo: MXSCPCUH MISCELLANEOUS OUS Ift Ui I4f. Pap cal .Not. 734060-0400 040ti Hite Addr►asq t 12400 C'AS'T 14ARGINA1. WY 0 Totttl roost 'P4vmant; 230.'1C Total ALL ) tat ituleances 4►h** ***444 **** **** * *** *tA** ** * *A*** *tM ***** *CFA *** Ar4 c c uMt; Code Dwutr i pt f ora 000/345 .830 I'LAN CUM RES'. 044/306.944 STATE !WILDING f3URt HARSr 2:14.96 .U4 •A4 *4.4 * **** * *A* 1'.25 *9021 4.50 111 /4 M i.l 44 M4.*4 p'44 4 114 111 M .t M W *5 .t M, *. 14 • Si N 44 44 M 44 44 Y • *4 M I4 4. 4/ it 4* M. t. 4.' *4 r t4 W Mt M 44 .- 4. M4 M4 .4, M4144 444 4..4.4 r: 7903 09/13 9710. TOTAL 230.96 $ INSPECTION NO. CITY: OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 INSPECTION RECORD Retain a copy with permit PERMIT NO. (206)431-3670 Project: IA so, (t Ty.; of (ns �f A. dress: A Date called: //����, Q�. ) Special instructions: ecpfp-Abkfc7 tot* L, L,. Date wanted: — ,.m. Requester:• Phone: 01 `` r7 Approved per applicable codes, COMMENTS: Corrections required prior to approval. S P ( - ,v"S - • ... � PA47 ► 9 Inspec $47.00 REINSPECTION F E REQUIRED. Prior to Inspec on, fee must be paid at 6300 Southcenter Blvd., Suite 100, Call to schedule reins•ection, Receipt No: Date: Mr- INSPECTION RECORD Retain a copy with permit INSPECTION NO CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 981 PERMIT NO. (206)431 -3670 Pr • • ct: III • . A'" .wo " x - t.... Ty • . f Ins e'tion: .wwirii* .... 4 Ad ress: # • L. /. • -.4 is . 111 d: / 01 Special structions: likkerzan " Dat w. �d: oc) L�'R Phone: nw ....— 0 Approved per applicable codes. COMMENTS: Corrections required prior to approval. 1§ Inspector: Date: l/ $47 INSPECTION FE QUIRE!), Prior to inspection, fee must be paid at 6300 Southcenter Blvd. Ito 100, Call to schedule reins ection. Receipt No: Date: Dec 06 00 10:19a iiiiI(n1Zan&ASSOCIATES, INC. CEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING dt INSPECTION December 6, 2000 Project No. 066.00122 Mr. Dave Startzel GROUP HEALTH C/O TRAMMELL CROW 1687 110 Ave. SE, Suite 250 Bellevue, Washington 98004 RE: Final Letter Regarding Clroup Health Parking Addition Retaining Wall 12400 East Marginal Way South Permit No MI 2000-189 Tukwila, Washington Deur Mr. Stenzel: In accordance with your request and authorization, we have performed special testing and inspection services for the above referenced project. The special inspections for this project were: • Reinforced Concrete To Iho best of our knowledge, all work and noted deficiencies have been tested and/or Inspected and have been found to bo in general accordance with the approved plans and specifications, and Chapter 17 of the 1997 Unifbnn Building Code. If you have any questions or if we can be of Ibrther usritttance, please do not hesitate to contact our office at (253) 939.2500. Respectf illy submitted, KRAZAN & ASSOCIATES, INC. rc.vNtc Frank B. Adams Project Manager Pacific Northwest Region FDATtAlpe co NW Engineers p.2 Dean Alexander Principal Engineer R.Ir.E.1130508 With Ten Offices Serving The Western Unite 1501- 15`' Street NW Suite 106 • Auburn, WA 94002 • (253) 939.2500 • Fax: (253) 939 -2556 00122 Group Health Parking Addition Bent by: Earth Consultants 425 748 0860; 12/06/00 10:11; IOW M865;Page 1/2 Earth Consultants Inc. CroircflnIc 11ll,sit.1A !1. I+.nvl,nnrn,',g 144 i, 116,1A December 4, 2000 Trammel Crow Company P.O. Box 80326 Seattle, Washington 98108 Attention: Mr. Dave Startzel Subject: Reference: Dear Dave: Final Report Construction Monitoring Services Group Neahh Garage 12400 East Marginal Way South Tukwila, Washington Earth Consultants, Inc. Geotechnical Engineering Study E- 8806 -2 dated September 21, 1999 E- 8806.4 N' /en At your request, we provided construction monitoring services at the subject site. Earth Consultants, Inc. (ECI) earlier prepared the referenced geotechnical engineering study for the project. Our services for the construction phase of this project Included providing on- site observations and testing on a part -time basis from July 31 to November 13, 2000. ECI representatives mane a total of twenty -seven (27) site visits to observe or test the soil conditions for the building foundation and slab subgrade, utility trench backfill and ramp and pavement subgrade. ECI representatives conducted thirty -one 131) field density tests in accordance with ASTM Test Designation 02922 (Nuclear Gauge Method). Three representative soli samples were returned to our laboratory for maximum dry density tests in accordance with ASTM D1557 -91 (Modified Proctor). Density test results indicate adequate compaction at the tested locations of the building slab subgrade, utility trench backfill and ramp subgrade. ECI representatives observed the foundation subgrade to be in a dense condition and suitable for the allowable soil bearing capacity of 8,000 pounds per square foot (psf), 1805.1361h PIac. N.E.. Sui :e 201, Bellevue, Washingion 98005 Bellevue (425) 543.3780 FAX (425) 7460860 Toll Free ) 739.6670 !t 1 Sent by: Earth Consultants Trammel Crow Company December 4, 2000 425 746 0860; 12/06/00 10:11; JltFa#885;Page 2/2 E- 8806.4 Page 2 An ECI representative observed the pavement subgrade to be in a stable and unyielding condition. Based on our observations and testing, to the best of our knowledge, the earthwork was performed in accordance with our recommendations and the approved plans. We trust this letter meets your needs. If you have any questions, please call. Respectfully submitted, EARTH CONSULTANTS, INC. C��wi• �. �n.rQit.�. Lewis A. Conklin, CET Field Manager Kyle R. Campbell, P Manager of Geotechn LACIKIlenny eIr* consultants, kw, . ...v u.... u . a SENT BY: ENW SEATTLE; 206 522 6898; AU(3 • A • rr-'., 5 : 09PM; p.2 PAGE 2/2 ENG I N E E RS -' NORTHWEST INC. P. S. 6869 WOODLAWN AVE, N. E. - SUITE 205 • SEATTLE, WA 98115 • (206)525.7560 • FAX 1 (206) S22•689A Joe NO SUfJE /Cr Joe NAMK _ _ .GKONN HE'A�rr/ CA�CAC•,�� DATE fire. W•LL If:/-f41( L.,:ve(. Qbch,Fict er do 0 • .• CITY OF TUKWILA APPROVED SHEET OF r_. BY r, L • KAa leC/(. A(tCW IF AorcrcnOct 141 yrory...•,...., • J /Z P.c. Ppwa �ayL /t7,4 C EI' 1CD 9 "/Air0 FrG. to*". r•Ea. AKaN t.. SEP - 8 2000 t. •• 0 !LOtt)O CIV181O N IROV11!.N) ,(It CI In t./ ere roc N • 4AYNB /y i., err Fr‘ CL0JU4 r»v;• Jb�Vte.r nave CITY OFETUKWILA AUG 1 1 2000 PERMIT CENTER 411`' rRNT i. tea ON lb C6EcT,•ti 1HO es ('o - - _ FILE COPY EXPIRES 7l z61 D �� I understand th sub; x t +.t ....,. plans -:C tractor's v -• u ••• ... • .• r 0 SENT EV: ENW SEATTLE; 206 522 6608; AUG•A.'—', 5:00PM; p.2 PAGE 2/2 ENGINEERS NORTHWEST INC. P.S. 6869 WOODLAWN AVE. N.E. • SUITE 205 • SEATTLE, WA 95115 • (208)525.7560 • FAX M (206) 522 -M9a JOB NO. SUBJECT Joe NAME _ _ (jKu1�iP NEALr�I CA( AC DATE �• �' -�C? fIT Lc. /'I fA/L Le vet. Olich.Pn.c a ocd 0a ,r nitAswAGC ROvi r W oN1 /1'K CiVote/ CO rtes.) rt SHEET OF 1_ BY r, L I'A /L ,dc,t Atte%I IF AorcloA01,1 ZeYror7,.,_..... �✓ era. A401 1 3 h • e.d. rANEI. r* N /d;4 F Et1 eCD 9 .5.+ru Fr6. • tiyNB/y;• 3 �6 /"tAx II I tlr Pro CLoJUlta Y a LY it .YeI V Clime r„N • I 'itwR ea ON lib elieCT1•,.1 rA0 FA 010 �• (it '/►tiow) RECEIVED CITY OF TUKWILA AAr, 1 1 2000 PERMIT CENTER EMPIRES 7/26 7'_ r I u b V J V V V : J I a ' SENT 9Y: ENW SEATTLE; • 206 522 6698; AUG •8•t'' 5:09PM; p.2 PAGE 2/2 ENGINEERS -- NORTHWEST INC. RS. 6869 WOODLAWN AVE, N. E. - SUITE 205 • SEATTLE, WA 98115 • (206)525.7560 • FAX r (206) 522469$ Jos No. Joe NAME GIt_NN Ni# . 'l CAeLAC DAYS SUBJECT flra w04LL 12dr /Ic. Lever. Qbtkrrict fr a 4 0 O IA '7 • b'- 17 -of) SHEET / or .� By 7", L RAIL tom ARtl1 IF 40014 i A17c8 •• 3 A • P.G. rANEL (2y ii*) ) 34 L e /Lac c pt tic, q •' /Nrtl FrG. p-•" rem. A /tc H trr Frc et.. 0.11.446 a Lv■I ?ell/ r (IC °MA% RECEIVED CITY OF TUKWILA AUG 1 1 2000 PERMIT CENTER 'it's 'AMIN. l,Ca ON /,b fnCCTlim Pao go; ENO MINN -• J'E'cl'IoN •-■ iU uz: ta ' SENT BY: ENW SEATTLE; 206 522 6600; AU0.8.0---'5:00PM; 2 PAGE 2/2 ENGINEERS-NORTHWEST INC. PS. 6869 WOODLAWN AVE. N. E. - SUITE 205 - SEATTLE, WA 98115 • (206)525-7660 • FAX (206) 522-6690 JOB NO SUOJECT Jon NAMK 6/10t4P c IDATt e- -66 f ra tk/PLL 041- iL Iol! Veg. oncit,rn.4 a0 • .4 onn•woot: Mt ova/ CfsrtLi fig eAsq 4C4 EN lib CliCCT ION ria 0 CA Ced 0 I 1 1 t • ,itiote/v7. SHEtT / Or I BY r, L 16911, eCIL 'intl./ IF AN'Lle A OLL ch4 e.c. PA,J4L. (zy'tiA).) ■./ie L a /‘704 6 Choc° "pwru rr4. (PEA. 144CM fr4 f4 -p)stx ere Fri 0Jung e „ teedivr • • • ft • JF1,ow faMM Mal! • I • a Vat Ina. Mann= " to tit Avroplonmw mommart RECEIVED RY COF TUKWILA AUG 1 1 Mil PERMIT CENTEFI EXPIF1E572117-71- • • • SENT AY: ENW SEATTLE; 206 522 669A; AUO•A•r —s 5 :09PM; P•2 PAGE 2/2 ENGINEERS - NORTHWEST INC. RS. 6Afi� W000LAWN AVE. N. E. - SUITE 205 • SEATTLE, WA 98115 • (206)525.7560 • FAX A (206) 522•61198 Jolt No. SUeJeCT Jae NAME Grtuws' NEALrra CPet,AC J/rrr WALL. nr:VAIL t.f! vex OPPCIV/cc 1r a 0 0 • 0, --1. nnaiwaGC fRevil► ••■J' wt. c r vH ./ ere TR4N rt DATE S H t: E r / or 1 r, RAir. /'C/t Artt!/ IF 40r‘ra '4 ?c8 itYHB /Y ►. J h: e.C. i'ANEL (2Y 'MAO L e /`at Ga L• Chen" q ''J►+ro /r4. P(4. AacN 3:4 I') 11)c ere Fr6 c t.o.JUZE fi!Ye LVi• JO Ycdwr oNlb eft CcT1Ai PA o Pit 5No 11 tai,- t o VII CY nommoret CITY OF UEKWILA 4!' 3 1 1 2000 DERMIT CENTER NO - - JtCTr0A/ •l •, �(PIRES 7l26! CITY OF TUKWILA APPROVED SEP — 8 2000 AS NO(II) �rrrerw�� DUILO?NG DON GEOTECHNICAL ENGINEERING STUDY PROPOSED GROUP HEALTH AABAU 12400 EAST MARGINAL WAYM5UrTH TUKWILA, WASHINGTON E- 8806 -2 September 21, 1999 PREPARED FOR TRAMMELL CROW COMPANY 1 Mitch II G. McGinnis evk t Staff Geologist RECEIVED : TUKWILA pub 1 1 2000 PERMIT CENTER Lomb pilot 00 .....� Kyle R. Campbell, P.E. Manager of Geotechnlcal Services Earth Consultants, Inc. 1805 - 136th Place Northeast, Suite 201 Bellevue, Washington 98005 (425) 643 -3780 Toll Free 1- 888 - 739 -6670 RECE/ ve SAN _ D 2000 IANCE MUELLER & ASSOC MI z000 I "PORTANT INFORMATION ABOUT YOUR GEOTECHNICAL ENGINEERING REPORT More construction problems are caused by site subsur- face conditions than any other factor. As troublesome as subsurface problems can be, their frequency and extent have been lessened considerably in recent years, due in large measure to programs and publications of ASFE/ The Association of Engineering Firms practicing in the Geosciences. The following suggestions and observations are offered to help you reduce the geotechnical- related delays, cost - overruns and other costly headaches that can occur during a construction project. A GEOTECHNICAL ENGINEERING REPORT iS BASED ON A UNIQUE SET OF PROJECT-SPECIFIC FACTORS A geotechnical engineering report Is based on a subsur- face exploration plan designed to Incorporate a unique set of project - specific factors. These typically include; the general nature of the structure involved, its size and configuration; the location of the structure on the site and its orientation, physical concomitants such as access roads, parking lots, and underground utilities, and the level of additional risk which the client assumed by virtue of limitations imposed upon the exploratory program. To help avoid costly problems, consult the geotechnical engineer to determine how any factors which change subsequent to the date of the report may affect its recommendations. Unless your consulting geotechnical engineer indicates otherwise, your geotechnical engineering report should not be used; • When the nature of the proposed structure is changed, for example, if an office building will be erected instead of a parking garage, or if a refriger- ated warehouse will be built instead of an unre- frigerated one; • when the size or configuration of the proposed structure is altered; • when the location or orientation of the proposed structure is modified; • when there is a change of ownership, or • for application to an adjacent site. Geotechnical engineers cannot accept responsibility for problems which may develop if they are not consulted after factors consid- ered in their report's development have changed. MOST GEOTECHNICAL "FINDINGS" ARE PROFESSIONAL ESTIMATES Site exploration identifies actual subsurface conditions only at those points where samples are taken, when they are taken. Data derived through sampling and sub- sequent laboratory testing are extrapolated by geo- technical engineers who then render an opinion about overall subsurface conditions, their likely reaction to proposed construction activity, and appropriate founda- tion design. Even under optimal circumstances actual conditions may differ from those inferred to exist, because no geotechnical engineer, no matter how qualified, and no subsurface exploration program, no matter how comprehensive, can reveal what is hidden by earth, rock and time. The actual interface between mate- rials may be far more gradual or abrupt than a report indicates. Actual conditions in areas not sampled may differ from predictions. Nothing can be done to prevent the unanticipated, but steps can be taken to help minimize their impact. For this reason, most experienced owners retain their geotechnical consultants through the construction stage, to iden- tify variances, conduct additional tests which may be needed, and to recommend solutions to problems encountered on site. SUBSURFACE CONDITIONS CAN CHANGE Subsurface conditions may be modified by constantly - changing natural forces. Because a geotechnical engi- neering report is based on conditions which existed at the time of subsurface exploration, construction decisions should not be based on a geotechnical engineering report whose adequacy may Have been affected by time, Speak with the geo- technical consultant to learn If additional tests are advisable belore construction starts. Construction operations at or adjacent to the site and natural events such as floods, earthquakes or ground- water fluctuations may also affect subsurface conditions and thus, the continuing adequacy of a geotechnical report. The geotechnical engineer should be kept apprised of any such events, and should be consulted to determine if additional tests are necessary GEOTECHNICAL SERVICES ARE PERFORMED FOR SPECIFIC PURPOSES AND PERSONS Geotechnical engineers reports are prepared to meet the specific needs of specific individuals. A report pre- pared for a consulting civil engineer may not be ade- quate for a construction contractor, or even some other consulting civil engineer. Unless indicated otherwise, this report was prepared expressly for the client involved and expressly for purposes indicated by the client. Use by any other persons for any purpose, or by the client for a different purpose, may result in problems. No indi- vidual other than the client should apply this report for its intended purpose without first conferring with the geotechnical engineer. No person should apply this report for any purpose other than that originally contemplated without first conferring with the geotechnical engineer. A GEOTECHNICAL ENGINEERING REPORT 1S SUBJECT TO MISINTERPRETATION Costly problems can occur when other design profes- sionals develop their plans based on misinterpretations of a geotechnical engineering report. lb help avoid these problems. the geotechnical engineer should be retained to work with other appropriate design profes- sionals to explain relevant geotechnical findings and to review the adequacy of their plans and specifications relative to geotechnical issues. BORING LOGS SHOULD NOT BE SEPARATED FROM THE ENGINEERING REPORT Final boring logs are developed by geotechnical engi- neers based upon their interpretation of field logs (assembled by site personnel) and laboratory evaluation of field samples. Only final boring logs customarily are included in geotechnical engineering reports. These logs should not under any circumstances be redrawn for inclusion in architectural or other design drawings, because drafters may commit errors or omissions In the transfer process. Although photographic reproduction eliminates this problem, It does nothing to minimize the possibility of contractors misinterpreting the logs during bid prepara- tion. When this occurs, delays, disputes and unantici- pated costs are the all- too - frequent result. lb minimize the likelihood of boring log misinterpreta- tion, give contractors ready access to the complete geotechnical engineering report prepared or authorized for their use Those who do not provide such access may proceed un- der the mistaken impression that simply disdaiming re- sponsibility for the accuracy of subsurface information always insulates them from attendant liability. Providing the best available information to contractors helps pre- vent costly construction problems and the adversarial attitudes which aggravate them to disproportionate scale. READ RESPONSIBILITY CLAUSES CLOSELY Because geotechnical engineering is based extensively on judgment and opinion, it is far less exact than other design disciplines. This situation has resulted in wholly unwarranted daims being lodged against geotechnical consultants. lb help prevent this problem, geotechnical engineers have developed model dauses for use in writ- ten transmittals. These are not exculpatory dauses designed to foist geotechnical engineers' liabilities onto someone else. Rather, they are definitive dauses which identify where geotechnical engineers' responsibilities begin and end, Their use helps all parties involved rec- ognize their individual responsibilities and take appro- priate action. Some of these definitive dauses are likely to appear in your geotechnical engineering report, and you are encouraged to read them closely. Your geo- technical engineer will be pleased to give full and frank answers to your questions. OTHER STEPS YOU CAN TAKE TO REDUCE RISK Your consulting geotechnical engineer will be pleased to discuss other techniques which can be employed to mit- igate risk. In addition, ASFE has developed a variety of materials which may be beneficial. Contact ASFE for a complimentary copy of its publications directory, Published by A5FE THE ASSOCIATION OF ENGINEERING FIRMS PRACTICING IN THE GEOSCIENCES 8811 Colesville Road /Suite 0106 /Silver Spring, Maryland 20910/(301) 565 -2733 0760 /7M 1 1 1 ti gt Earth Consultants Inc. Ge ntevhn cni t nginee•rs. rienin tilts & Environmental Scientists September 21, 1999 Trammell Crow Company 1687 - 114th Avenue Southeast Suite 250 Bellevue, Washington 98004 Attention: Dave Startzel Dear Dave: E- 8806 -2 We are pleased to submit our report titled "Geotechnical Engineering Study, Proposed Group Health Garage, 12400 East Marginal Way South, Tukwila, Washington." This report presents the results of our field exploration, selective laboratory tests, and engineering analyses. Based on the results of our study, It is our opinion the proposed structure can be constructed generally as planned. Support for the proposed parking garage can be provided using a conventional spread and continuous footing foundation system bearing on competent native soil or on structural fill used to modify site grades. Slab -on -grade floors may be similarly supported. We appreciate this opportunity to be of continued service to you. If you have any questions, or if we can be of further assistance, please call. Sincerely, EARTH CONSULTANTS, INC. Kyle R. Campbell, P.E. Manager of Geotechnical Services MGM/KAClbkm 1805 - 1361h Place N.E., Suite 201, Bellevue, Washington 98005 Bellevue (425) 643.3780 FAX (425) 746 -0860 Toll Free (888) 739-6670 TABLE OF CONTENTS E- 8806 -2 INTRODUCTION, 1 General 1 Project Description 1 SITE _CONDITIONS 2 Surface 2 Subsurface 2 Groundwater, 3 Laboratory To sting 3 DISCUSSION AND RECOMMENDATIONS 4 S#snwl 4 Site Prong ation and oneral_ Earth�e�ork 4 Foundation. 5 Slab -on -Grad& Flaors 6 liftlamkatalmactnaidatialum 7 ccavations and Moen 8 Bite Drainage 8 Utility Support and Backfiit 9 LIMI= 10 Additions! S&rv, -, Ices 10 APPENDICES Appendix A Appendix B ILL USSeTRATIONS Plate 1 Plate 2 Plate 3 Plate 4 Field Exploration Laboratory Test Results Vicinity Map Boring Location Plan Typical Footing Subdrain Detail Utility Trench Backfill Plate A1 Plates A2 through A6 Plate B1 Legend Boring Logs Grain Size Analyses GEOTECHNICAL ENGINEERING STUDY PROPOSED GROUP HEALTH GARAGE 12400 EAST MARGINAL WAY SOUTH TUKWILA, WASHINGTON E- 8806 -2 INTRODUCTION General This report presents the results of the geotechnical engineering study completed by Earth Consultants, Inc. (ECI) for the proposed Group Health Garage at 12400 East Marginal Way South in Tukwila, Washington. The general location of the site is shown on the Vicinity Map, Plate 1. The purpose of this study was to explore the subsurface conditions at the site and based on the conditions encountered to develop geotechnical recommendations for the proposed site development. At the time our study was performed, the site, existing building, proposed parking garage, and our exploratory locations were approximately as shown on the Boring Location Plan, Plate 2. Proiact Daacrio�Qn We understand it Is planned to construct a parking garage within a portion of an existing complex. The proposed parking structure will have an approximate footprint of 74,000 square feet and will occupy the northern portion of the site. The parking garage will consist of one level of on -grade parking and two to three levels of above grade parking. The structure will be of relatively heavily loaded concrete -frame construction with the ground level consisting of a concrete slab -on -grade floor. Based on our experience with similar projects, we anticipate wall Toads will be on the order of six to eight kips per lineal foot, column Toads on the order of one thousand two hundred (11 200 to one h v .,(1,. QQ.,kips, and slab -on -grade floor loads of two hundred fifty (25QL.iattodLper square foot. In order to achieve construction subgrade elevations, we anticipate cuts and fills of less than five feet will be necessary. If the above design criteria are incorrect or change, we should be consulted to review the recommendations contained in this report. In any case, ECi should be retained to perform a general review of the final construction design. EKth Consultant', Inc. • GEOTECHNICAL ENGINEERING STUDY Trammell Crow Company E- 8806 -2 September 21, 1999 Page 2 SITE CONDITIONS Surface The subject site consists of an irregular shaped property located at 12400 East Marginal Way South (see Plate 1, Vicinity Map). The proposed garage site is currently occupied by an asphalt paved, surface level parking lot used by an existing Group Health medical facility. The site is bordered to the east by a detention pond, to the west by East Marginal Way South, to the north by a Metro Transit facility and to the south by an access road that extends out to East Marginal Way South along existing parking lots and the north wall of the existing medical building. The proposed parking garage area is essentially flat with little discernible elevation change. This area was graded for the existing surface level parking lot. The northern portion of the site is bordered by a three to five foot high north facing slope that extends down to the adjacent property to the north. The proposed garage site Is paved and contains little to no vegetation. Vegetation Is limited to planter areas around the perimeter of the existing parking lot. Subsurface Subsurface conditions were evaluated by drilling three borings at the approximate locations shown on Plate 2. Please refer to the Boring Logs, Plates A2 through A6, for a detailed description of the conditions encountered at each location explored. A description of the field exploration methods is included in Appendix A. The following is a generalized description of the subsurface conditions encountered. Underlying the asphalt at our boring locations, we encountered one to two and one -half feet of medium dense fill. The fill consists of silty sand with gravel and an angular silty gravel base material (Unified Soil Classification, SM and GM, respectively) with trace amounts of organic and miscellaneous debris. Earth CQnwltant.. Ino, GEOTECHNICAL ENGINEERING STUDY Trammell Crow Company E- 8806 -2 September 21, 1999 Page 3 Underlying the asphalt and fill, we encountered medium dense to very dense silty sand with gravel (SM) and silty gravel with sand (GM). The dense to very dense soil was encountered at two and one -half to six and one -half feet below existing grade to the maximum exploration depth of twenty -one and one -half (21.5) feet. Localized zones of medium dense soil were encountered in Borings 8 -2 and 8 -3 at nine and one -half to eleven (11) feet below grade in areas of increased moisture or seepage. Groundwatet Groundwater seepage was observed in our borings at depths ranging from nine to twenty (20) feet below existing grade. Seepage was observed at several levels between this range and appears to be predominantly occurring in interbeds of relatively permeable sand and gravel. In addition, localized zones of iron oxide staining and mottling were observed at three to four feet below grade. The presence of the iron oxide staining and mottling suggests perched groundwater seepage may be encountered in site excavations If earthwork is performed during the winter or spring. The contractor should be aware that groundwater is not static. There will likely be fluctuations in the level depending on the season, amount of rainfall, surface water runoff, and other factors. Generally, the water level is higher and the seepage rate is greater in the wetter winter months (typically October through May). Laboratory Tasting Laboratory tests were conducted on representative soil samples to verify or modify the field soil classification and to evaluate the general physical properties and engineering characteristics of the soil encountered. Visual field classifications were supplemented by grain size analyses on representative soil samples. Moisture content tests were performed on all samples. The results of laboratory tests performed on specific samples are provided either at the appropriate sample depth on the individual boring logs or on a separate data sheet contained in Appendix S. It is important to note that these test results may not accurately represent the overall in -situ soil conditions. Our geotechnical recommendations are based on our interpretation of these test results and their use in guiding our engineering judgment. ECI cannot be responsible for the interpretation of these data by others. Earth Cornuhann, Ina. GEOTECHNICAL ENGINEERING STUDY Trammell Crow Company E- 8806 -2 September 21, 1999 Page 4 In accordance with our Standard Fee Schedule and General Conditions, the soil samples for this project will be discarded after a period of fifteen days following completion of this report unless we are otherwise directed in writing. se PISCUSSION AND RECOMMENDATIONS ' 1 gu>in! Based on the results of our study, it is our opinion the proposed parking garage can be constructed generally as planned. Building support can be provided_ using a conventional spread and continuous footing foundation system 'eearing.oncompetent native soils or on_ structural.fili used to modify site grades. YSlab -on -grade floors may, be similarly supported. This report has been prepared for specific application to this project only and in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area for the exclusive use of Trammell Crow Company and their representatives. No warranty, expressed or implied, is made, This report, in its entirety, should be included in the project contract documents for the information of the contractor. ,fille.P.rinamilaninsiaanandlanliwals The footprint area of the proposed parking garage should be stripped and cleared of existing asphalt paving and other deleterious material. Existing utility pipes to be abandoned should be plugged or removed so they do not provide a conduit for water and cause soil saturation and potential instability problems. Following the stripping operation, the ground surface where structural fill, slabs or foundations are to be placed should be observed by a representative of ECI. Proofrolling may be necessary in order to identify soft or unstable areas. Proofrolling should be performed under the observation of a representative of ECI. Soil in loose or soft areas if recompacted and still excessively yielding, should be overexcavated and replaced with structural fill to a depth that will provide a stable base beneath the foundation or general structural fill. The optional use of a geotextile fabric placed directly on the overexcavated surface may help to bridge unstable areas. For this application, Mirafi 600X or approved equivalent should be used. Earth Con,ult.nts, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow Company E- 8806 -2 September 21, 1999 Page 5 It may be possible to crush the existing site pavements and concrete curbing for use as structural fill materials. Materials reclaimed by crushing and used as fill should have a maximum size of three inches and should be mixed with soil to provide a well graded material. Structural fill is defined as any compacted fill placed under buildings, roadways, slabs, pavements, or other load - bearing areas. Structural fill under floor slabs and footings should be placed in horizontal lifts not exceeding twelve (12) inches in loose thickness and compacted to a minimum of 90 percent of its laboratory maximum dry density determined in accordance with ASTM Test Designation D- 1557 -91 (Modified Proctor). The fill materials should be placed at or near their optimum moisture content. Fill under pavements and walks should also be placed in horizontal lifts and compacted to 90 percent of maximum density except for the top twelve (12) inches which should be compacted to 95 percent of maximum density. During dry weather, most soils which are compactible and non - organic can be used as structural fill. The on -site soils at the time of the subsurface exploration should be suitable for use as structural fill, provided the grading operations are conducted during dry weather. However, the site soils have greater than 5 percent fines passing the No. 200 sieve. Soli with fines in this range will degrade If exposed to excessive moisture, and compaction and grading will be difficult if the soil moisture Increases significantly above its optimum condition. If the site soil is exposed to moisture and cannot be adequately compacted then it may be necessary to import a soil that can be compacted. During dry weather, any non - organic compactible soil with a maximum grain size of six inches can be used. Fill soils for use during wet weather should consist of a fairly well graded granular material having a maximum grain size of aix inches and no more than 5 percent fines passing the No. 200 sieve based on the minus 3/4 -inch fraction. A contingency in the earthwork budget should be included for this possibility. foundatiopa Based on the results of our study, it Is our opinion the proposed parking garage can be supported on a conventional spread and continuous footing foundation system bearing on competent native soil or on structural fill used to modify site grades. Earth Can.ultwnt,, Inc. GEOTECHNICAL ENGINEERING STUDY Trammell Crow Company E- 8806 -2 September 21, 1999 Page 6 For frost protection, exterior foundation elements should be placed at a minimum depth of eighteen (18) inches below final exterior grade. Interior spread foundations can be placed at a minimum depth of twelve (12) inches below the top of slab, except in unheated areas, where interior foundation elements should be founded at a minimum depth of eighteen (18) Inches. With foundation s • • ort obta ed as described, for desi ! n, an allowable soil bearing capacity a#�eigghhtthousa = , •'S "• ) • . can be used for com • etent native soil or structural fill. Loading of this magn to • e-we • • • e provided with a theoretical factor -of- safety in excess of three against actual shear failure. For short -term dynamic loading conditions, a one -third increase in the above allowable bearing capacities can be used. Continuous and individual spread footings should have minimum widths of eighteen (18) and twenty -four (24) inches, respectively. With structural loading as expected, total settlement of about one inch is anticipated with differential movement of about one -half inch. Most of the anticipated settlement should occur during construction as dead loads are applied. Horizontal loads can be resisted by friction between the base of the foundation and the supporting soil and by passive soil pressure acting on the face of the burled portion of the foundation. For the latter, the foundation must be poured "neat" against the competent native soils or backfilled with structural fill. For frictional capacity, a coefficient of 140 can be used. For passive earth pressure, the available resistance can be computed using an equivalent fluid pressure of four hundred 4„00,_) pcf. These . lateral resistance values are I�Ilio,nrableypluea, „f gtor -of- safety of 1.6 has boon included..As movement of the foundation element is required to mobilize full passive resistance, the passive resistance should be neglected if such movement is not acceptable. Footing excavations should be observed by a representative of ECI, prior to placing forms or rebar, to verify that conditions are as anticipated in this report. Slab-on-Grada Floors Slab -on -grade floors may be supported on competent native soil or on structural fill used to modify site grades. Disturbed subgrade soil must either be compacted in -place or replaced with structural fill. Earth Cancult4nto, Inc, ig 62 GEOTECHNICAL ENGINEERING STUDY Trammell Crow Company E- 8806 -2 September 21, 1999 Page 10 Existing utility pipes to be abandoned should be plugged or removed so that they do not provide a conduit for water and cause soil saturation and stability problems. LIMITATIONS, Our recommendations and conclusions are based on the observed site conditions, selective laboratory testing and engineering analyses, the design Information provided us and our experience and engineering Judgment. The conclusions and recommendations are professional opinions derived in a manner consistent with that level of care and skill ordinarily exercised by other members of the profession currently practicing under similar conditions in this area. No warranty is expressed or implied. The recommendations submitted in this report are based upon the data obtained from the borings. Soil and groundwater conditions between borings may vary from those encountered. The nature and extent of variations between the exploratory locations may not become evident until construction. If variations do appear, ECI should be requested to reevaluate the recommendations of this report and to modify or verify them In writing prior to proceeding with the construction. Additional Service As the geotechnical engineer of record, ECI should be retained to perform a general review of the final design and specifications to verify that the earthwork and foundation recommendations have been properly interpreted and Implemented in the design and in the construction specifications. ECI should also be retained to provide geotechnical services during construction. This Is to observe compliance with the design concepts, specifications or recommendations and to allow design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. We do not accept responsibility for the performance of the foundation or earthwork unless we are retained to review the construction drawings and specifications, and to provide construction observation and testing services. Earth Consultants, Inc. j :fent . • 4,rosna eoLe I Nu 144 tr. 4COM 'NATIONAL 'WORT itge Cr CU•VriViS E/IRIOr 0091v. stD LIE 518 1111141141,9:1 ,teLn.414.1E.: 6v1.-t‘iiiill‘St 4 \'''41111te \IIIPPP" grriifOrMC:., 44, Reference: King County / Map 655 By Thomas Brothers Maps Dated 1999 s NOTE: This plate may contain areas of color. ECI cannot be responsible for any subsequent misinterpretation of the information resulting from black & white reproductions of this plate. 4•111101111111.1••■• Earth Consultants, Inc. GeolechniazI Enaineets, Geologists & gnvironmanial Scientists Vicinity Map Group Health Parking Garage Tukwila, Washington Drwn. GLS Date Sept. '99 Proj. No. 8806-2 Checked MGM Date 9/17/99 Plate 1 .■111111111111■11111•4 92 -1•-•;11"a • .• ***ell Slope To Drain 8 Inch m • • 4 b • • • • 4.000 • • 0 • •e • • • •d • •• •b • 6 • •1 • e • web e e 0 • • eie•To• • • • • O • •. • • • • e • • ••• • •i 0 • 0 • • • • • b b • 0 • • • e •• •0 •I 18 inch min. 4 Inch min. Diameter Perforated Pipe Wrapped In Drainage Fabric 4 f 2 Inch min. / 4 Inch max. 0 LEGEND 12 Inch min. SCHEMATIC ONLY - NOT TO SCALE NOT A CONSTRUCTION DRAWING 2 Inch min. Surface seal; native soN or other low permeability material. Fine aggregate for Portland Cement Concrete; Section 9.03,1(2) of the WSDOT Specifications. Drain pipe; perforated or slotted rigid PVC pipe laid with perforations or slots facing down; tight Jointed; with a positive gradient. Do not use flexible corrugated plastic pipe. Do not tie building downspout drains Into footing Tines, Wrap with Mirafi 140 Filter Fabric or equivalent. Earth Consultants Inc. c OMOV 1111 F„ryrrsns, G OID S* • Fn.luonTwnwaI scirnwws Prof. No.8806 -2 Drwn. GLS Date Sept.'99 TYPICAL FOOTING SUBDRAIN DETAIL Group Health Parking Garage Tukwila, Washington Checked MGM Date 9/17/99 Plate 3 Backfill Bedding Non -Load Supporting Floor Slab or Areas Roadway Areas 1 Foot Minimum LEGEND; Asphalt or Concrete Pavement or Concrete Floor Slab Base Material or Base Rock Backflli; Compacted On-Site Soli or imported Select Fill Material as Described In the Site Preparation of the General Earthwork Section of the Attached Report Text. 95 Minimum Percentage of Maximum Laboratory Dry Density as Determined by ASTM Test Method D 1557.78 (Modified Proctor), Unless Otherwise Specified In the Attached Report Text. Bedding Material; Material Type Depends on Type of Pipe and Laying Conditions, Bedding Should Conform to the Manufacturers Recommendations for the Type of Pipe Selected, Earth Consultants Inc. timorttinir411:140wrrit c*Y104444 4 fm+mnnrnual ScrTntuc Proj. No.8806 -2 Drwn. GLS Date Sept. '99 TYPICAL UTILITY TRENCH FILL Group Health Parking Garage Tukwila, Washington Checked MGM Ite 9/17/99 Iate 4 1!:2 APPENDIX A FIELD EXPLORATION E- 8806 -2 Our subsurface exploration was performed on September 2, 1999. Subsurface conditions at the site were explored by drilling three borings to a maximum depth of twenty -one and one-half (21.5) feet below existing grade. The borings were drilled by Associated Drilling Inc. using a truck - mounted drill rig. Continuous - flight, hollow -stem augers were used to advance and support the boreholes during sampling. Approximate boring locations were determined by pacing from features as shown on the site map provided by the client. The locations of the borings should be considered accurate only to the degree implied by the method used. These approximate locations are shown on the Boring Location Plan, Plate 2. The field exploration was continuously monitored by a geologist from our firm who classified the soils encountered, maintained a log of each boring, obtained representative samples, and observed pertinent site features. All samples were visually classified in accordance with the Unified SoII Classification System which is presented on Plate Al, Legend. Representative soil samples were placed in closed containers and returned to our laboratory for further examination and testing. Standard Penetration Tests (SPT) were performed at selected intervals in general accordance with ASTM Test Designation 0-1586. The split spoon samples were driven with a one hundred forty (140) pound hammer freely falling thirty (30) inches. The number of blows required to drive the last twelve (12) inches of penetration are called the "N- value ". This value helps to characterize the site soils and is used in our engineering analyses, Logs of the borings are presented on Plates A2 through A6. The final Togs represent our interpretations of the field logs and the results of the laboratory examination and tests of field samples. The stratification lines on the logs represent the approximate boundaries between soil types. in actuality, the transitions may be more gradual. E.th Consultants, Ina. o§ Boring Log Project Name: Group Health Parking Garage Sheet of 1 2 Job No. 8808 -2 Logged by MGM Start Date: 9/2/99 Completion Date: 9/2/99 Boring No.: B-1 Drilling Contactor. Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: ❑ Monitoring Well ❑ Piezometer El Abandoned, sealed with bentonite General Notes W 06) t Ft. E c & rn N E m iii Surface Conditions: Parking Lot I 11.6 12.9 10,1 ae " ee 06111" for ••• :" ''''' •.4., 6 .4* • % 1 2 - . SM (1.5" of Asphalt) Brown silty SAND with gravel, meidum dense, moist (Fill) 1111 311 4 6 e 1n 11 12 13 14 15 16 17 15 19 ■N IN NI 11 NI SM Brown silty SAND, very dense, moist -31% fines -trace iron oAdde staining -light seepage at approximately 91- 10' al 1 SM Grades to greenish gray silty SAND with gravel, very dense, wet ..�. - becomes gray, moist • 1 is im um Ill pp LI il mu r ill NI ��i., i ! Earth consultants inc. �l \ I r%% \����1 ���� �n4� $ . F, �,u,�„►�„n�* Boring Log Group Health Parking Garage Tukwila, Washington Proi. No. 6806-2 1 Don. GLS 1 oat• Sept. '99 Checked MGM 1 Dole 9/1699 I Piste A2 .. Subriurfaoe conditions depicted represent our otrvations at the time and location of this eprloratory Iwie, modified by engirwering testa, . anatysis and nfern . rTeyNar not on necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of 1 k 1 Boring Log Project Name: Group Health Parking Garage � sheet of 2 2 Job No. 8808 -2 Logged by: MGM Start Date: 9/2/99 Completion Date: 9/1/99 Boring No.: B-1 Drilling Contactor: Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: 0 Monitoring Weil 0 Plezometer (8) Abandoned, sealed with bentonite Gene W a. NBlown 1General t _r.. "-'- f. 5 El 17.8 95111" GM Brown silty GRAVEL with sand, very dense, moist SAND with Gravel, very dense, water bearkq 21 SM Brown silty Boring terminated at 21.5 feet below odsting grade. Perched q% Iwateer countered at 9.0 and 21.0 feet during drilling. Boring 6a cuttings. ' ��i.,f r �l Ir% i` • I Earth Consultants Inc. �"f�l +���,u►�,Fnw►,►,�k� Boring Log Group Health Parkins Garage Tukwila, Washington Pro). No. 8806 -2 l Dwn. GLS I Date Sept. '99 Checked MGM 1 Date 9/16/99 `Plata A3 _�a_J L. ��1www.iww .w�f fVl! ffl SubsWfa m O n *ionb depicted Mr.wM Our , 111WIwu VJ ayn�wnRy is..., www�ww..,.. They are Anecessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of this log. information Baring Log Project Name: ' Group Health Parking Garage sheet or 1 2 Job No. 8808.2 Logged by: MGM Start Date: 9/2/'99 Completion bate: 9/2199 Boring No.: 0-2 Drilling Contactor. Associated Drilling Method: HSA _ Sampling Method: SPT Ground Surface Elevation: Hole Completion: 0 Monitoring Welt 0 Pieometer [Xi Abandoned, sealed with bentonite General Notes W ( %) Ft. c W . g = ri surface CortdNions: Parking Lot 1 d 8,1 12,5 10,7 11.0 1A,4 75 41 51 e7 /11" 4� 5 e■■ a o 10 t t 12 13 14 15 18 17 18 is III SM (2" Asphalt, 8" Gravel Base) Brown silty SAND with gravel, medium dense, moist - becomes very dense, iron o,dde staining - becomes wet IN NI III IA IN 11 ■■ SM Gray silty SAND wfh gravel, dense, wet - becomes wry dense, 30% fines - contains Interbeds of wet sand - becomes most •becomes medium dense, wet from 10' -11', brown, highly weathered •becomes very dense, moist - contains abundant volcanic rocks 1■ 111 /■ IN 11 ■■ • = nu IIII ... 11 • is Ili w MI , -s. /ill .,,,), \�1., ill) Earn! Consultants Inc. Pl, Nut,/ GnIvechning F„ gityr" Cruoinithis &FaWI „m►"►,. Boring L 09 Group Health Parking Garage Tukwila, Washington Pro!. No, 8806.2 Own. GLS [lets Sept. '99 Checked MGM I Date 9/16/99 I Plate A4 Subsurface conditions depicted represent our observations at the tune and ioation of this esplorstory toll, mairied by teats, ini - They are en on necessarily representative of other times and locations. We cannot accept responsibility for the use or interpretation by others of og Boring Log Project Name: Group Health Parking Garage Sheet of 1 1 Job No. 8808 -2 Logged by: MGM St art Date: 9/2/99 Completion Date: 9/2/99 Boring No.: B-3 Drilling Contactor. Associated Drilling Method: HSA Sampling Method: SPT Ground Surface Elevation: Hole Completion: 0 Monitor! ! Well 0 Piezometer 23 Abandoned, sealed with bentonite General Notes w ('16) Ft. . g r�i' vi E z 4. Surface conditions: Parking Lot 1 bd 7.4 e.5 12.9 124 ee � 13 hors" SM (2" Asphalt, 8" Gravel Base) Brown silty SAND with gravel, dense, most - becomes very dense - becomes medium dense 2- 3, 4-- 5 1-..^ e — 7-- e 9 to --- -- _ ' I , • is • tt 12 t3 14 15 1 e SM Gray silty SAND wkh gravel, medium dense, water bearing -20% fines — GM Gray silty GRAVEL w*h sand, very dense, water bearing - refusal at 17' --- — ..._, 17 Boring terminated at 17.0 feet below existing grade. Groundwater encountered at 11.0 feet during drilling. Bonng backfilled with cuttings. ., -� ,i» ,,� }, . ,o Earth Consultants Its Inc. 8 '. P�' \ V \„ ill) Onnseal rskroiFogInms:.C,roi to 4 NwIrriunri viol Scirnrivri Boring Log Group Health Parking Garage Tukwila, Washington Checked MGM 1 pate 9/16/99 lPIat.A8 pros. No. 8806 -2 I awls. GLS I Date Sept. '99 Subsurface conditions depicted ropressM our aloservaticns at the time and Iocauon o this e>aiioratory twle, modified by orgkww toots, analysis and judgment They an not nsosssar�ly representative of other times and locations. Ws cannot accept responsibility for the use or interpretation by others of Information presented on this log. 1 u § APPENDIX 8 LABORATORY TEST RESU_ LTS E- 8806 -2 girth Con.ultint., Ina, PERCENT COARSER BY WEIGHT 0 0 0 N (0! 0 • t• to 0 • Qrf 0 0 111111111 111111111111111111111111111111 11111111 II111II111IIuIIIIIuI111111I11I11111111II111I111II IIIIIIIMIIIIIIIIIIIIIMIIIIIiIIIIIiIIIIRIIIII ulAlluaI11uuIRMINI ultuIlIuMll URIUMENU l.flhlur 11NNN awNNNN fNNN■N 1MNNNNMINNNNNNNNNANNNNNNNNNNN■ N wwwww•wwrnirwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwwww wwwwwwwrwwwwwwwwwwmwwwwwwowwwwwwwwwwwwwwwwuwwwww 10 wwwwwwwrw rwwrwwwww rwwwwww wwwrwwwwrwwwrlwwwrwwwww �01111111111111111111111111111111111111111111111111 Eo. IIII11IIIIIIIIIII1111111IIIIlIIIIIIIIIIIIII11II111 IIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIIII ■ I1 IIuIIIIlIagli1r11ulIII IulIul1UPaIIp! 1Iffar ! °0t III!I!I!fhlulfhhl1iDlifuhfhu A ■a.ia 08 09 ■N���A�NNrA ■A��AN►, ����N Z�91twANNI�N��� /AA��ltA /AII�NNA It 11t111aini��1ilali Mlh1II� illfillIIII1111l tl 1 11111111/. 1111 1 1 1!611111111111 11111 1�1. oe `, 11 1,.11 1 1 � 0Z11I111M111111111i 111111111111x111111111111111: •t IIM�I�. IM11rIMI11��IMiI !!41111111111111�IIN11111111. IN /!a■NNNN/N$RARNNNr: a NNNIN■ II111 if11 NNNNN■NN ianu ww*ww 1piI1I11iiIjiIIIiiilhIIIlIII1II1IIIII1IIIIIII1IH Pid1111iiii111 11111111111111111111111111 I'IIIlIC1111I11!i1I111 IIIIIIIIIIIIIIIIIIIIIIIIME 1��1117111111Md1�1'll 11111111111111I111I1111iI UIII III /�III1�RfiIIII IIINI1I *QuIIIIIIIIIIIIIIII 1IIIII �rrnIIIIla: aaallulIIII ■aaf hIIaIrllalluiNIlIIaIflIfl d!4 i11N5i1I111111M1111111111111111111MII1111111I1i1 InI1���11IIIMIIlIUIUulI111N1lIIIIflhIllIUIIII11! III' IIIMIIIIIIIflhIIIIIlhIIIIIlIIMIlllllHl lhhl 111111111111I111111111111111111111111111111111111 I111111111111111111I1111111111111111 111111111111± 11111111111111111111111111111111111 1111111111111 IIlIIIIlIliIlIIIIlIIIIIIlIlIIIIlIlIIlIIlIIIli t o s s PERCENT FINER BY WEIGHT I00' ZOO' COO' PO0' 900' 900' 10' 90' 00Z 0e ter' 90' 90' e 0 0 01 OL oC Op 00 08 001 00Z 00C 0 W 2 LL MOM I 8 8 o CO 0 u 1 3 3 3 3 3 3 3 3 r- o . . . - c N � 14 M co 5 ) 04 LJ 4J N N M CO CO at V C9 Z N N i C.4 r; o rZ ea w �+ M ('I1 • r Earth Consultants Inc. GYUrrMutvd wigie rrs. C1tirhµtisi,Q litivtro gurbriti.11 Sort GRAIN SIZE ANALYSES Group Health Parking Garage Tukwila, Washington Proj. No.8806 -2 1 Drwn. GLS ( DateSept. 99 I Checked MGM I Date 9/16/99 I Plate B1 11 1i W ea • ( DISTRIBUTION E- 8806 -2 Copies Trammell Crow Company P.O. Box 80326 Seattle, Washington 98108 Attention: Mr. Michael Hubbard Earth Cornukina, Inc, .4") PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER:, MI2000 -189. DATE: 8 -11 -2000 PROJECT NAME: GROUP HEALTH PARKING GARAGE SITE ADDRESS: 12400 EAST_MARGI_NAL'WY_S___.___ _,X_ Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # _ _ ,_Revision # After Permit 1s Issued DEPARTMENTS: Building Division Fir Prevention evention tiVO a.1.0 •-•15v0 P lecd Wolc s $44, Structural P1 nnLpn g Division R► Sale) 60 Permit Coordinator JZ ETER INATION OF COMPLETENESS: (Tues., Thurs.) DUE DATE: 8 -15 -2000 Complete [Er Comments: Incomplete Not Applicable ❑ TUES/THURS ROUTING: Please Route Er Structural Review Required REVIEWER'S INITIALS: SI No further Review Required DATE: APPROVALS OR CORRECTIONS,; (ten days) Approved ❑ Approved with Conditions REVIEWER'S INITIALS: DUE DATE 9- 12-2000 Not Approved (attach comments) DI DATE: CO B, Ecji2912 E ULM NATION: DUE DATE, Approved ❑ Approved with Conditions L Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: ,ltpoc sIvro 08/31/280018:39 4256499601..,E ■ I 61.w ,• ryyy 1. 4,' '- �'14411 FOUSWEE AND ASSOC -,, Arrldt 1140404 q . 451.1.14/4 PAGE 01 1 425.03240W & 7) DEPARTMENT; OF •LABOR AND INDUSTRIES ' .1 +'' , ,. REGISTERED AS:.PROVIDED 8Y LAW AS CONST CONT GENERAL :r ,1 �,POt SBEE.,R 'ASSOCIATES !'Co." INC": 'SOK , 3 '267 • . iBELLEVUE 4WAfi='9800 1. ,• 1 g ; g Of ,. i REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL ' . REGIST.`* EXP. DATE CC03;::? FOUSHAC1S8OD 08/12/x001 EFliECTIVE DATE.`,':'} +r�;'. 09/04/198S EOUSHEEt ASSOCI ES' CO 'NC : ; PO ..BOX -"\'C T P' BELLE 98 9 Please Remove And Sign Identification Card Before Placing In Billfold srsna&ws Issued by DEPARTMENT • F LABOR AND INDUSTRIES mu•on'ouo (IA7)