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Permit MI2000-046 - PACWEST - GENERATOR ENCLOSURE
PACWEST GENERATOR ENCLOSURE City of Tukwila (206) 431-3670 Community Development / Public Works 0 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 MISCELLANEOUS PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 092304 -9120 Permit No: MI2000 -046 Address: 12201 TUKWILA INTERNATIONAL BL Status: ISSUED Suite No: Issued: 04/11/2000 Location: WEST SIDE OF UPPER PARKING BEHIND BLDG B Expires: 10/08/2000 Category: NSFR Type: MISCPERM Zoning: Const Type: Gas/Elec.: Units: 001 Setbacks: North: .0 South: .0 East: .0 West: .0 Water: 125 Sewer: RAINIER VI Wetlands: Slopes: Y Streams: Occupancy: OFFICE UBC: 1997 Fire Protection: Contractor License No SABEYCI033KM OCCUPANT PACWEST GENERATOR ENCLOSURE 12201 TUKWILA INT'L BL, TUKWILA, WA 98168 OWNER SABEY DAVID A & SANDRA L 101 ELLIOTT AV W #330, SEATTLE WA 98119 CONTACT HAYNES LUND 101 ELLIOTT AV W, #400, SEATTLE WA 98119 CONTRACTOR SABEY CONSTRUCTION INC. Phone: 206- 281 -4200 101 ELLIOTT AV W SUITE 330, SEATTLE WA 98119 4ik** A*• k* kh*** h*** kk•* kk** k• kk kk******* k• k* k• k*** kk- kkkk **kkk*h,4k*A*k:.kA**kk•k*khkkkA *kk-kk,4 Permit Description: CONSTRUCT ENCLOSURE FOR TENANT'S GENERATOR CONSISTING OF CONCRETE RETAINING WALLS ON (3) SIDES AND EIFS FACED SCREEN ON (4th.) SIDE. PUBLIC WORKS ACTIVITY INCLUDES STORM DRAINAGE MODIFICATIONS AND LAND ALERING (APPROX. 275 CUBIC YARDS OF CUT) TO ACCOMMODATE PROPOSED ENCLOSURE. kk** k• k, kv1***4 4******* k• k• k*** kk* Alkkhkkk *kkkkkAkkkk*h* * *k *kk*kkk kkk****kkkkkA*** ***** *tic* Construction Valuation: is 120,000.00 PUBLIC WORKS PERMITS: krWater Meter Permits Listed Separate) Eng. Appr: JJS Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(ln): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: Y Cut: 275 F111: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: Public: Storm Drainage: Y Street Use: N Water Main Extension: N Private: Public: * k' k' kkk' k*• k* kk 4' 4*'*** k' k4kkk k* kkkkkkkkkk*' kk* A* k' k• kkkkk kkk 4kkk' kkkkkkkk'k'kk * *Akkk *kkkk * *k'k*A TOTAL DEVELOPMENT PERMIT FEES: $ 1 767.96 k*' k'k. k*' k** k*' kkkk' kkk*' kk 'k'kk•k *'k *kk*kk *kkkk* * *A*k .jk. k** k/ y/ rrtikkkkk *k*kkk4kkk+kkk'k *k *kk *kkkk, Phone: Phone: 206.281 -8700 Phone: 206-281-8700 Permit Center Authorized signature: _ w ---- Date: __1.: , a 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 in for and obtain this development emit. Signature:_ Print Name: '17141.141_ Date: 4-11-U. This permit shall become null and void if the work is 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 TUKWILA Address: 12201 TUi(WILA INTERNATIONAL F3L Permit No: MI2000-046 Suite: inane.: Type: MISCPERM Pa'rge 1 N: 092304.9120 *A k•k *•k,k *•k•k *•k'k*�bk ** *•k•A k * ***** *-k•k **** k•k•k** ** k•k *•k* k **•k***** k k* kit A k *•k A k *•k* A* k k* Permit Conditions: 1. No changes will be made to the plans unless approved by the Engineer and the Tukwila Building Division. 2. When special inspection is required either the owner, architect or engineer shall notify the Tukwila Building Division of appointment of the inspection agencies prior to ,, the first building Inspection, Copies of all special I"' inspection reports shall be submitted to the Building 'Division yInf`..a timely manner. Reports shall contain address, project iffeme, permit number and type of inspection being performed. { The spec i a 1 inspector shell : submit. a final Signed report: stat n 'whether the work 'r'equ i r i nrg = special inspection :was r to the' be'st` of the inspector's knowledge, in conformance w i trh4lipproVed plans and spec i f 1 ca t i ons—' i't1 the applicable workman hips provisionS of the U13C, Ali constrUct.on to be done', in conformance with approved p 1ana and requirements of the Uniform ;Building Coda (1 997 Edition) on) as emended, Uniform Mechanical Code (1997 Edition), end ; ;Washington ° >i State Energy` Code (1997 Edition). 'Validity of Po► °►met. The issuance of a permit or approval pl'gls, ,Specifications, . and' computations shalt not be con- settled to be .a permit fors,' or an approval of, any violation . . af` any of the provisions of the building code or of any E ` otheP ov'dinence of the jurisdiction. No permit presuming to give' ;authorit.y to violate or cancel the provisions of this oode',.shel l be valid. • Ail permits, inspection records, and approved plans shall be avai t ibte at the job site prior; to the $tart:of any con- struction. fion. Tihese documents are ' to be maintained and aver1 l .. able unt; =1'1, fine) ,` inspect ion approval is granted;; . All structural concrete shall be .special inspected 1UBC - 1Sec. 306(01). Status: ISSUED Applied: 02/25/2000 Issued: 04/11/2000. Contractor she►:1, 1, notify i fy Pub 1;i.c , Warks .Utility Inspector at '206- 433 -0179 of ;::commencomeft''and completion of work at least 24 hours i 'n.a ivance. ` PER GEOTECH ENGINEER THE SLAB. FI R,,THE GENERATOR PAD SHALL BE SUPPORTED ON 4 INCHES OF CRUSHED ROCK. GEOTECH ENGINEER SHALL OBSERVE THE SLAB SUBGRADE SOILS PRIOR TO PLACING THE CRUSHED ROCi; TO VERIFY SOIL CONDITIONS AND BEARING. THE RETAINING WALLS ON THREE SIDES OF THE GENERATOR PAD SHALL BE BACKFILLED WITH FREE DRAINING GRAVEL. A 4" DIAMETER PERFORATED PIPE SHOULD BE PLACED ALONG THE BASE OF THE WALLS AND WRAPPED IN FILTER FABFIC. 9. Temporary erosion control measure. shall be implemented the first order of business to prevent sedimentation off - site or into existing storm drainage facilities . The site :. shell have 'ermanent erosion control measur.et place as soon as Of ible after final grading been completed and prior o the Final Inspection. 'Mauling over 50 cy shall require app l i oat ien for a Hauling `Permit prior to associated activity. CITY OF TU'llVILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 Project 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 mall or facsimile. Project ame/Tenant: 'ac.. L C VI1J1112A‘vaR_ _ cc sL R.E Description of work to be done: c.C.»T1Z J T t/JC.Lz'. t.NUF FOR.. TDB► • S ' • - . - ti'f'f OF CAW cAarrw RarnM4 1 M4J 04 :J 3fDSS ma) SF5 •fAc 1s0 OA% 4T t %1b . V lue of Construction: V 120 000 Site Address: 01 v r - �.. Onttic. - Name: City tate /Zi.: Tax Parcel Number: O°1230 - - - 12o - OCo urcwt • . '• • 8 Property Owner: PAS/ 117 A.. S•a•e:, ilL%-r Address: Phone: w. , 261 -b/00 Street Address: 101 eLl•tor r oa wt Sucre' 330 City S a te /Zipp: S e►NttC11NA 9 119 Fax #: W ( - 2 b 2 - 9° 51 Co tact Person: 4 L-cJr -3t 0 Standby Phone: 2,ot0-2181 - 8.loo Street Address: 101 mi t_L►o-rr Acv& tiV Su ►Ts r400 �C�ity State /Zip: SzArttzlwA VAN Fax #: 204- 2E51 - o at 20 Contractor: 44810Y ¶2Js-rQuc1 o,J 110 6 Phone: 2000 - 22)1-47.0 o Street . ddress: 10 i SO t '•O Ci State/b.: Ss:■ ►: -a ' Fax #: • . -ZQ)t -092,0 Architect: rJ As� t E A _-tM I1 Cr`t' u Phone: 246, -161 - 610 0 Street Address: 1 o 1 L4.1 o�-r Vil vut -qE� Cit S ate Z' • 614r-rrUS 80 Fax #: 266 - 261 W 09 20 E sneer: Phone: 40- e,z.1 --s9 s Street Address: C _?.'i__ 61 4 . rsTNrlllt�^1' t�b ♦ �.�u 1` 1 w_ City State/Zip: i�l RKi.Ar�Jb111��►q�07J Fax #: _ p�,�, 'Z�✓' me itte - s MISCELLANEOUS,PERMIT'REVIEW AND' APPROVAL. REQUESTED: 0: BE F!LLED OUT BYAPPLICANT a = Description of work to be done: c.C.»T1Z J T t/JC.Lz'. t.NUF FOR.. TDB► • S ' • - . - ti'f'f OF CAW cAarrw RarnM4 1 M4J 04 :J 3fDSS ma) SF5 •fAc 1s0 OA% 4T t %1b . Will there be storage of flammable /combustible hazardous material in the building? ❑ yes ❑ no Attach Ilst of materials and store a location on se crate 81/2 X 11 a er Indlcatln uantltles & Material Safet'Data Sheets Above Ground Tanks Antennas /Satellite Dishes Bulkhead/Docks Commercial Reroof ❑ Demolition tai Fence ❑ Mechanical ❑ Manufactured Housing•Roplacomont only ❑ Parking Lots RoIaInIng Walls ❑ Temporary Pedestrian Protection/Exit Systems ❑ Temporary Facilities L1 Tree Cuttln APPLICANTREQUEST FOR MISCELLANEOUS PERMITS' U Chonnolization/Strlping ❑ Flood Control Zone ❑ Landscape Irrigation ❑ Storm Dralnago ❑ Wator Motor /Exempt 0, _ Slzo(o): ❑ Water Motor /Permanent M _ Sizo(s): ❑ Water Motor Temp # SIzo(o : Est. quantity: gal Schedule: ❑ Miscellaneous ILI Moving Oversized Load/Hauling U Curb cut/Accoos /Sidowntk ■ Firo Loop /Hydrant (main to vault)H: SIzo(a): ❑ Land Altering: 0 Cut cubic yards 0 Fill cublo yards 0 aq,1I.grading/oioaring ❑ Sanitary Sido Sower ft: ._ ❑ Sowor Main Extension 0 Private 0 Public ❑ Street Use ❑ Wator Main Extension 0 Private 0 Public 0 Deduct 0 Water Only MONTHLY SERVICE BILLINGS TO; ` �' """"" Name: Phone: Address: City /State /Zip: 0 Water 0 Sewer 0 Metro 0 Standby WATER METER DEPOSIT /REFUND BILLING: Name: Address: Phone: City /State /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 ala(Ion ac led: MISCPMT,DOC 7/12/96 Gate ap atlo?V Applica • • wen by: (Initials) 1 ALL MISCELLANEOU °EI4MIT APPLICATIONS MUST BE MITTED WITH THE FOLLOWING: • ALL DRAWING :3 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 D CIVIL/SITE PLAN DRAWINGS REQUIRE STAMP BY WASHINGTON LICENSED CIVIL ENGINEER (P.E.) ri SUBMIT APPLICATION AND REQUIRED CHECKLISTS FOR PERMIT REVIEW •Submit checklist No: M -9 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 E Antennas /Satellite Dishes Submit checklist No: M -1 r AWnings /Canopies - No signage Commercial Tenant Improvement Permit Fax ;. Z y 1 oci zo Bulkhead/Dock Submit checklist No: M -10 1'T$ 4co CommerctI Reroof Submit checklist No: M -6 D Demolition - Submit checklist .. No: M -3, M•3a , Cl Fences - Over 6 teeth-Ft-Wight Submit Checklist. No: M -9 rl Land Altering/GradinglPreloads Submit checklist . No: M -2 © Loading Docks -• Commercial Tenant Improvement Permit.. Submit checklist No: H -17 O Mechanical ° (Residential & Commercial) . Submit checklist No M -8, Residential onl - H-6 H-16 0 Miscellaneous, Public;Works,Permits : Submit checklist No: H -9 CI Manufactured Housing (RED INSIGNIA ONLY) Submit checklist ". No: M-5. O Moving4OVersized:Load /Hauling if..f Submit checklist No: M -5` 0 Residentlai'Reroof Parking Lots Submit checklist No: M -4 • Exempt with following exceptionl.if roof structure to: be.re alred,or re 'laced : Residential Building Permit Submit checklist No: M -8 Retelling Wells - Over 4 °feet In height Submit checklist No: M-1 0 0 Temporary Facilities . Submit checklist No: M-7 mporary•Pedestden Protection/Exit Systems Submit checklist . • No: M -4 D Tree Cutting Submit checklist No: M -2 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 ". Bullding Owner' /Authorlsod 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 propertyowner authorizing the agent to submit this permit application and obtain the ermit will be re uired as art of this submittal, I HERESY 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. 11:t►11441drit•EfliL 1•RAUTHORiZ.,; ADEN', Signature: dr AdlyAs Di"' * UQ Print name: Phone`• is welloo Fax ;. Z y 1 oci zo Address: I O( 'Eu.e - • - 1'T$ 4co City /State /Zip: � � ' q . - MISCPMT,DOC 7/21/96 }k * ****ttArdsk ►hAh* * *AAh * *AAAAA4AA• kA** A*, 4* AAAAitiAAAAAk :4AA* * *k I Y of TUKWILAI If V1T 2000- 04110 TPF�NOMI T Ali *AA * *** **A�4� * * ***A* *A * * *AA * ** *A***A *Ahh*AAt *AAA *M.A *AAA** *h fNAN T rluwbsrs P9000264 Ae,c,urrt. 1..7h2.16, O4,1i /00 14s23 merit Method: GHI CI; Wot't itsns SAHCY CONST . n i l:d WIiR !_.. NisI1,j... ....111iW. M....r ........X11ad..".inr •....M.•rW....•..*.My \..+..Y.••. ... KY. tsarialt tJoa M 2OOQ 046 Typos MIV;PI fM MISCELLANEOUS PIIIU%IT Pk'r o0 Nos O92344'.19120 Adilydits 12201 TUKWZI.A INTERNATIONAL q[. Lccit1ons WEST SSE OF UPPER PAKKxt1O 0CHXNO C +L()O 11 Total Foils: 1,767.9G s Payment 1',x0.7.;96 Tc�titII ALL Pintos 1,707.96 Delan+:ui .00 A* A *`h *+h*** 1.A **I A A ** *,A+A° ******.A*+ ****A40 AA*** **** **0*OkA**** Account: V044 D(flU r i p t; i on Amount 000/322.11)0: 10111,U1U(3 .' RES 917.2V 00013,4t.UJO POW I.III;.CI► .. REO 641,.71 1)00/345a S0 PLf1N, CUCCl .. UT1LXTV 10.0() Q(o/30.9,04 I3`YA1',I. f1111.IXNG 9URCHH(i(3i: A.150 412/343.400 IKON; ICE , STORM DRAIN 15.00 . '400/122.,400 LAN(} ALTERING PERMIT FEE 72.00 0OO13o"El30 LA ALI LP INO PLAN CHOCK 17.00 I...! 1{ 1 i..1. N . 1 k . M .. ,9.. R. s. M ..... t... •. 1. .. f..I I . I..... I V r 1 • M . t ..1. M I. 1.. p l! , II M .. .. N .. +...• . Y. 1 • e... i s ale la! .... at . .M . tf 1;1 c1 1 .1 3422;04/13 /717 TOTAL 1767.76 ,.air' INSPECTION RECOkJ Retain a ropy with permit PERMIT NO INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 (206)431 -3670 'roject: Type ► spec ion: A . d ss: ..— q . • . . Date called: ,� r .- tip ...era/ / , • Special instructions: TA. 00 p P ate wanted: e'''' .- �r. Af a.m. ,�. . Phone: to NM. 3 0 Approved per applicable codes. Corrections required prior to approval. COMMENTS: ...era/ / , • /O" ■ s Af r . CAWS Al A_ one' .r .: ; Ill s,. _::.t■ t.' 1 ..n It / 4" ."k __ $47.00 REINSPECTION F.EE REQUIR D. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reins s action. 11 City of Tukwila Steven M. Mullet, Mayor Department of Community Development Steve Lancaster, Director September 5, 2001 Mr. Haynes Lund 101 Elliott Ave. W., #400 Seattle, WA 98119 RE: Permit Status M12000-046 Site Address: 12201 Tukwila international Blvd Dear Mr. Lund: In reviewing our current permit files, it appears that your permit for an enclosure for a generator for Pacwcst issued on April 11, 2000, has not receive! .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 Penult 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, Kathy() Atro„,) Kathryn A. Stetson Permit Technician Xe: Permit Rile No :M12000 046.? Duane Griffin, Building Otiicial 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 SBEY CORPORAT1ON March 7, 2000 Nora Gierloff Associate Planner Dept of Community Development City of Tukwila 6300 Southcenter Boulevard Tukwila, WA 98188 RE: Pac West Generator Enclosure 12201 Tukwila International Boulevard Miscellaneous Permit application #MI2000.046 Dear Nora: We are submitting herewith a Revision Submittal in response to Incomplete Letter #1 for the above referenced project that was Issued on 2/29/00, The Incomplete letter asked that we provide a site plan showing the setback from the rear property line. Today, we are submitting Civil drawing sheet C1, dated 3/1/00, which locates the building on the property. It shows the closest edge of the structure being 16,75' from the property line. It is our understanding that this location exceeds the 15' rear yard setback that is required under the Tukwila Zoning Code. We hope that this submittal will answer all your questions. Please contact us if you require any further information. We look forward to receiving our permit for this structure very soon, Sincerely, Ye Haynes Lund AIA Project Architect cc$ Pilo, Emest Mydon, Reno t alaviz architecture • construction • development • management 101 OW Avenue W. • Suite 330 • Seattle, WA • 98119- 4220.206/281.8700 • Fax: 206/282-9951 '04/05/00 TIED 18:00 FAX 208 281 0920 ARCHITECTURE Sabey Cor oration X001 FAX TRANSMITTAL City of Tukwila, Building Department To: 6300 Southeaster Blvd Tukwila, WA 96166 attn: JOANNA SPENCER FAX 205431.3665 Phone: 206.4330170 From: Re: Haynes Lund Permit MI2000-048 Date: Time: Project 6: Project: Number of Pages: ell 5-Apr-00 5:02 PM 98.70 -23 Pac West Generator Enclosure /3 (Including Ihin page) Jy2 IIIwi X A. indaled 0 No aeli 4 tratiamd r (um k you data rank* ollldom Mhen eoledul.e. corbel mild (20M2111.00 arl,lnedaleh. Following: Commend Memos from Poggemeyer Design Group, dated 4/4/00, & Earth Consultants Inc., dated 4/5/00 We would like to provide the following responses to the questions raised in your fax to us of 3/30/00. 1) The amount of art and *for this project will be 275 cubic yards. 2) Please see the enclosed letter from Earth Consultants, Inc. describing the foundation and drainage requirements for this project. .__. 3) Please see the attached letter from Poggemeyer Design Group describing the drainage alterations required for this project. We hope'that this memo and Its attachments will answer all your questions. Please contact me promptly If you require any further Information. so Y1 W. RKS 1 o§ THIS FAOIIIMILE COMMUNICATION ID INTENDED ONLY FOR THE UUC Or THE INDIVIDUAL, OR ENTITY TO WHICH IT IS ADOREI SED AND MAY CONTAIN INFORMATION AT I• pas VILCOED AND CONFIDENTIAL. IF PIE READCR OF THIS COVER PADS 1a NOT THE AODREauEL, OR THE EMPLQYCC OR AGENT of MC ADDREOOEE, PLEAEIC EE ADVIDEO THAT ANY DI••EMINATION, DISTRIOUTION, OR COPYING OF THIS COMMUNICATION I1 arRIQTL,Y PRQHIEITEO. IF YOU RECEIVE, THIS FACSIMILE IN CRROR, PLEASE NOTIFY UE IMMEDIATCLY EY TELCPHQNE AND MAIL WHO rACEIMILR TD us AT THE AOOVE ADDRESS. THANK YOU. w w CC: FILE rAXTUKPW.IIOC SAUCY COMPORATIoN AlrtITECTUtg GROUP (1 101 ELLIOTT AVE. WEST, surf ma a eEArn.C. WA 94119 0 GEM 31014VED a FAx pas) a?fial 04/06/00 WED 16:01 FAX 206 281 0920 • .Communication Record Saber Corporation �v, ► ►�► : utaM- 12 009 ,/juna..leme; Page 2/2 Earth Consultants Inc. 1ag6.1>M' Pro: N.Iv.. t, bib 901 Mum 04780 / sic (300) 7 *41000 Phone M M £b Phone Out Current Job Adrvilarlie0ng tit Flea Name(Owner) interoatc V11Mat. PO _ Generator Pat) Parson: Nevnec Lund Subject Gimps's] Pad Firm: orda o Job No, 8etl1-2 Datsfims 4-5.00 oy CoOlas Phone No,: Fax No,: 2 ' 211.11100 211.01120 Remarks: Haynes • As wa disouwd, the slab far the generator psd should bo supported on 4 Inebas of crushed rock base. ICI should obasrw Via slab 'Winds soils prior to pladng the crushed rods to verify soil conditions and bearing. 1110 retaking was sorted on throe sides the osneralor pad should be bechAlled with free graining grayed. A four i dissmeler psAbr pipe thould be placard along the bass of wails, and wrapped In a filler fabric. Please ealt with questions. Ray Caglaa, Prglod & Oinear RECEIVED APR 0 5 2000 • UMA °WORKS 1 04/05/00 WED 16:00 FAX 206 281 0920 ARCHITECTURE Y SabeY CorAoration [Z1001 FAX TRANSMITTAL City of Tukwila, Building Department To: 6300 southeaster Blvd Tukwila, WA 90154 attn: JOANNA *PINCER FAX: 2064314665 Phone: 2014330170 From: Re: Na1ne, Lund Permit M12000.046 X AN illdWtoe Date: 5•Apr -00 Time: 5;02 PM Project 4t: 98-70-23 Project Pac West Generator Enclosure Number of Pages: /3 (including ilia page) sh, • - , • 0 No action • roe 0 Fat si, netts end rolum ,• I Mien •Y 11: FoNotMng: Memos from Poggemeyer Design Group, dated 4/4/00, & Earth Consultants Inc., dated 4/5/00 Commas* NNW We would like to provide the following responses to the questions raised in your fax to us of 3/30/00. 1) The amount of Cut and for this project will be 275 cubic yards. 2) Please see the enclosed letter from Earth Consultants, Inc. describing the foundation and drainage requirements for this project. 3) Please see the attached letter from Poggemeyer Design Group describing the drainage alterations required for this project. We hope'that this memo and Its attachments will answer all your questions. Please contact me promptly If you require any further information, - •111_._.6_ ARNOW 11 • r III PUBLIC WORKS MI Woo -0Gt coo TMIa r *RMINII.0 COMMUNICATION IQ INTEN000 ONLY FOR THE WIC or THC INDIVIDUAL OR ENTITY TO WHICH IT le ADDREIMCI AND MAY CONTAIN INFORMATION THAT IB PRINLCOCQ AND CONYIDCNTIAL. IF TICE READER or THIS COVER PAGE IS NOT THE ADORSBPEE, OR THE CMPLuYCE ON AGENT QI THC ADDRCQDRE, •I.CA•s YE ADVIBED THAT ANY Q18AfMINATION, DIRTRIeUTION, OR COPYING OF THIS COMMUNICATION le eTRII TL.Y PAOHIBITED, IF YOU RECEIVE THIN FAGQIMILE IN Eamon, PLEABE NOTIFY u8 (MMEOIATeLY ay TCLCPHONC AND MA►L TM16 FACaIMILR TO UB AT THE ABOVE AODREBB. THANK YOU. CC: FILE FAXTUKPW. DOC ICY GORIORATION ARCHITECTURE GROUP 0 101 ELLIOTT AYB. WEST, SUITS 3S0 0 seAritz, 9111 w 0 GaccoasHinco 0 FAX pad affa -99s1 ;t �e 04/05/00 WED 16:00 FAX 206 281 0920 1 April 4, 2000 Sabey Architecture 12201 Tukwila In ational Blvd. Seattle. WA 961 3121 SBbev Cor>porgion.,� ATTN: Mr. Hayn Lund RE: PAC WE GENERATOR ENCLOSURE M 1 2000.046 NB JOB NUMBER 00012C Dear Mr. Lund: 1 We have reviewed the City of Tukwila review commence. from Engineer, dated March 30, 2000 end have prepared a narrative modifications: Item (3). Thee ng asphalt channel behind the curb was constructed piens shown on Sheet C$ and Detail 21C16. It was along weal side of the panting to the bypass between Bui channel has been designed to accommodate' equivalent runoff 1 The existing 12" diameter pipe was installed during construction u maintain the drainage flow Me regrading in this aroa. The downstream of the 12' pipe outlet has not beef impacted. Please do not hesitate to contact our office should you have any questions POGGEMEYER DESIGN GROUP CONSULTING £NilNUAS Spencer, Development address the drainage ing to the approved route the off -site runoK $ and C. The proposed the hillside above. a temporary measure to nape path and volume Sincerely, Popgemeyer Design Group, Inc, Northwest Division delieLeze_. P.E. 4 girding this item, RECEIVED APR 0 5 2000 TUKWILA PUBLIC WORKS Poggtmcyvr Ptaign Group. Inc. 512 Sinn Smug i►cu(h. Suite 202 prkIAnO. WA 9603 1425) s2 749s5 Fax (42 5) 0; 84850 "` City of Tukwila Steven M.- Mullet, Mayor Department of Community Development Steve Lancaster, Director February 29, 2000 Haynes Lund 101 Elliott Avenue West, Suite 330 Seattle, WA 98119 RE: Letter of Incomplete Application #1 Development Permit Application Number MI2000 -046 Pac West Generator Enclosure 12201 Tukwila International BI Dear Mr. Lund: This letter is to inform you that your revision to your permit application received at the City of Tukwila Permit Center on February 25, 2000 is determined to be incomplete. Before your revision to your permit application can begin the plan review process the following items need to be addressed. Planning Divlilon: Nora Glerlof, Associate Planner, at (206)431.3141, if you have any questions regarding the following: 1, Provide site plan showing setback from rear property lino. The City requires that four (4) complete sets of revised plans bo resubmitted with the appropriate revision block. If your revision does not require revised plans but requires additional reports or other documentation, please submit four (4) copies of each document. 1 In order to better expedite your resubmittal a `Revision Shoot' must accompany every rnsubmittal. I have enclosed one for your convenience. Revisions must be made in person and will not be accepted through the mall or by a messenger service. If you have any questions, please contact me at the Permit Center at (206)431 -3672. Sin9oroly, Brenda Holt Permit Coordinator cool File; Permit File No. MI2000.046 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 1ii UCTURAL CALCULATIO] FOR WEST: GENERATOR =CLOS PDG JOS #00011 MAR DESIGN GROUP, if W DMaOX February 22, 2000 1211M111.91 Mai Deign Criteria ........... ............................... e......1 — 9 Aide Walla .............................................•....... ............................... 3 — d Seo1C Wall... 00000000 00000 ossesmoommomososocosessommossesseesimoos,sosompeoesoolI -- 14 Deteils ................. •...................................... .............................19 19 otr MantA FEB 2 5 2000 iUT MNTER Ni LSON- BOURDAGES a Division of Poggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (425) 828 -4850 NELSON-BOURDAGES Consulting Engineers a Division ofpo88emeyer Design Croup, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 821.5995 • FAX (425) 828.4850 v e .y s,t 'ate PIISI o. o. doog C ec e..y Date S eetNo. Description Job Name Ik LNG ''.&mpg Eiuclosle _ &rhstAL (ox•Ng, &MOG --- 0' ck 1.41 /1 t k�e &24,0c dei,■_o 1.4-01/1 *mammal mom" 0'1N 101111 /3.! oti ll 6 IINVA?iarJ • NELSON-BOURDAGES Consulting Engineers a Division ofPossemeyer Design Group. Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828.4850 Made by cm 'by Date two° Job No. 000 II '1 Checked Date S eet No. k, X... 'Description w Job Name PAC OCT - 6rort4-tva. MUCL LA rbldi Pr/SS va 04> Govr9 llokotc erlisolur iO pcF (kat 00E-tel.) p pcF Is> aX1C, CSIlninft KA In. 6/kOhre Poi 6.2 pcF 62 Op 0,0 a Liiikfl • t NELSON•BOURDAGES Consulting Engineers Division ofMosgemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • FAX (425) 828.4850 Made by es) Date .2/ nivn Job No. ocorl 'Checked by Date Sheet No. ` 3 Description Job Name PAC OtSr — OesItiftthet CAL, S-x vA JJ S To specify your own special title block here, use the "Settings" screen and enter your title block information. Title : Side Wall -West Ftg T•16" Job* . 00011 Dagnr: SA Description.... Date: FEB 18,2000 Cantilevered Retaining Wall Design RetainPro V5.0.1 (c) 1989 -98 ENERCALC 1 Criteria Retained Height Wall height above soil Slope Behind WeN Height of Soil over Toe Soil Density Wind on Stem • 13.75 ft • 1.25 ft • 0.00 :1 • 0.00 In • 130.00 pcf 0.0 psi Design Summary Total Bearing Load .,.resultant ecc. • 10,212 Ibs a 12.57 in Soil Pressure ea Toe e Soil Pressure ® Heel • Allowable • Soil Pressure Less Than ACI Factored a Toe a ACI Factored ® Heel • Footing Shear ® Toe Footing Shear ® Heel Moveable Wall Stability Ratios Overturning - SUding • • • Sliding Cabs Slab Resists All Lateral BNding Foroa • 408 psf OK 1,185 psf OK 3,000 psf Allowable 568 psf 1,632 psf 32,6 psi OK 23.6 psi OK 93.1 psi Soil Data Allow Soil Bearing a 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure • 40.0 psf Toe Active Pressure a 30.0 pcf Passive Pressure • 0.0 pcf Water height over heel • 0.0 ft FootinglISoil Friction • 0.400 Soil height to ignore for passive pressure • 12.00 in Stem Construction II 4.37 OK 0.90 UNSTABLEI Ming I 4,523,5 Ibs [footing Desi n Results Factored Pressure • 568 13 psf Mu' : Upward • 32,947 8,446 ft4 Mu' : Downward • 11,340 12,521 t14 `Mu: Design • 21,007 4,075114 Actual 1 -Way Shear • 32,55 23.69 psi Allow 1 -Way Sheer • 93,11 93,11 psi Toe Reinforcing • 0 7 ® 16.00 in Heel Reinforcing • 0 6 ®18,00 In Key Reinforcing • None Speo'd Design height Wall Material Above "Ht" Thickness Rebar Size Reber Spacing Reber Planed at Design Data ib/FB + fa/Fa • 0.770 Total Force ® Section lbs • 4,694.1 Moment....Actual ft-0 • 18,385,3 Moment Allowable ft•N • 23,887.0 Shear Actuat psi • 40,6 Shear,-Allowable psi • 93,1 Bar Embed ABOVE Ht, In • 14.94 Bar Embed BELOW HI. In • 14.94 Wall Weight psf • 150,0 Reber Depth 'd' In • 9.63 1 Top Stem Stern OK ft a 2.00 e Concrete a • 12.00 0 6 9.00 Edge Footing Strengths S Dimensions tic a 3,000 psi Fy • -60,000 psi Min. As % • 0.0018 Toe Width Heel Width Total Footing Width Footing Thickness 9.00 ft • 4.00 • • 16.00 In Kay Width • 0.00 in Kay Depth • 0.00 in Key Distance from Toe • 0,00 ft Cover a Top • 2.00 in 0 atm.!' 3,00 in 2nd Stem OK 0.00 Concrete 12.00 0 7 9.00 Edge £m Fs Solid Grouting Special Inspection Modular Ratio 'n' Short Term Factor Equiv. Solid Think, • Masonry Block Typo • Medium Weight Concrete Data .,._ f'0 psi ■ 3,000.0 3,000,0 Fy psi • 60,000.0 60,000.0 Oda Acccpt.bit tiled 1 *pap Toe: 04$ 5.00 in, 050 7,60 In, 06a 10.75 In, #7tg►14.50 in, 04Q 19,00 In, 09a 24. Heel: Not req'd, Mu 0 8' Fr Key: psi • psi • • • • • 0.033 6,428.1 29,482.2 31,593.0 56.0 93,1 26.63 12,43 150,0 0,56 (_Summary of Overturning & Resisting Forces & Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent-Footing Load Added Lateral Load • Load Stem Above Soil a OVERTURNING Force Distance Moment ft4 5.03 22,877.1 -11,0 Ibs h • • • 4,550.1 -26.7 0.44 Total • 4,523,5 ' O.T.M. • 22,865.2 ResistinglOvertuming Ratio • 4.37 Vertical Loads used for Soil Pressure = 10,212.5 Ibs Vertical component of active pressure NOT used for soil pressure RESISTING Force Distance Moment ft n4 Sou Over Heel • 5,362.5 11.50 61,669.8 Sloped 8011 Over Heel • Surcharge Over Heel • Adjacent Footing Load • Axial Deacl Load on Stem • 0.00 Soil Over Toe • Surcharge Over Toe • Stern Weight(c) • 2,250.0 9.50 21,375.0 Earth © Stem Transitions • . Footing Weight Koy Weight Vert, Component 2,600.0 6.50 16,899.9 a • Total • 10,212.5 Ibs R.M. • +99,843.6 ts 11 !t NELSON-BOURDAGES Consulting Engineers *Division of Posgenieyer Design Group. Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425)827.5995 • FAX (425)828.4850 a e 5A Date , I .71111a1) ' 00011 Checked by Date Street No. Description Job Name n pit 1,067-- 6ewitio,ct. Eitt.. Entr ecarmt/ 46 Voe. tiovIl NOMMEN& • - .!, , •. • • • • 2chvir $0,11 Fi) 11,0 CA Wp is *0 (136)(t.0)(gro li,) 1.14q Isto) 1- Z16 "Err p Co. T-P - Rp ,36 ( 1 + 3 t—er \Alp 11, r 1,0 t;v7 /II 11 "- 3.0 )((w)( i) ( if 3 li•) :10.0 s ,2,88 Wp Art ( isc)) Li3 psp vip V Olhonvn 111414 , 7 CA Wp v, 17 (.74)(1) Wg vYp To specify your own special title block here, use the "Settings" screen and enter your title block Information, Title • Side Wall east FTG t016" Job alt . 00011 Dsgnr: SA Descriptl'on.... Date: FEB 18,2000 Cantilevered Retaining Wall Design RetainPro V5.0.1 (0) 1989 -98 ENERCALC [Criteria -Retained Height Wall height above soil Slope Behind Wall Height of Soil over Toe 8o11 Density Wind on Stem 1.3111iiin Summary Total Bearing Load a 7,190 Ibs ,,.resultant eco, a 18,79 in .a 6.00 ft = 9.00 ft • 0.00 :1 ■ 0.00 In ■ 130.00 pcf ■ 43,0 psf 8oN Pressure ® Toe Sort Pressure © Heel Allowable Soil Pressure Less Than Allowable a 153 psf OK a 953 psf OK ■ 3,000 psf ACI Factored Toe ACI Factored t@ Heel Footing Shear ® Toe Footing Shear ® Heel Allowable Wall stability Ratios Overturning • 9,08 OK BNdIng a 2,02 OK Sliding Coke Slab Resists AN Skiing 1 Lateral Biding F'orco • 1,427,0 Ibs • 215 psf • 1,334 psf • 14.7 psi OK • 3,1 psi OK • 93.1 psi [Soil. Data Allow Soil Bearing a 3,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure 40,0 psf Toe Active Pressure a 40.0 pcf Passive Pressure a 0.0 pcf Water height over heel = 0.0 ft FootingIISoil Friction 0.400 Soil height to Ignore for passive pressure 12.00 in L Stem Construction Design height Wall Material Above "Ht" Thickness Reber Size Reber Spacing Reber Placed at Footing Design Results 1 -4l._ _ thisl_ Factored Pressure a 216 1,334 psf Mu' : Upward • 19,157 7,184 ft -0 Mu' : Downward • 11,340 8,174 (t-A4 Mu: Design • 7,817 9901t4 Actual 1 -Way Shear • 14,71 3,10 poi Allow 1-Way Shaer • 93,11 93.11 psi Toe Reinforcing • 0 7 0 18,00 in Heel Reinforcing • 0 8 018,00 In Key Roin(orcing a None 8peo'd Summary o erturnine i Resistin OVERTURNING Force Distance Moment Ibs ft 114 Design Data fb /FB + fa /Fa • 0,513 0,749 Total Force ® Section Ibs■ 1,201.9 1,881,9 Moment....Actual f1-0 • 8,317.5 9,358,0 Moment Allowable 11.0 12,324,3 12,492.4 Shear Actual psI • 10.4 18,3 Shear Allowable psi • 93,1 93,1 Bar Embed ABOVE Ht. In ■ 12.00 14,85 Bar Embed BELOW Ht. ins 12.00 8,54 Well Weight psf • 160.0 160,0 Reber Depth 'd' Ina 9,63 9.63 Masonry Data =;:. ... _ �= pal • Fs psI • Solid Grouting • Special inspection • Modular Ratio 'n' • Short Term Factor • Equiv. Solid Thick, • Masonry Block Typo • Medium Weight Concrete Data . T-= - 1'o Fy 1 Footing Strengths 'tic = 3,000 psi F Min. As % Toe Width Heel Width Total Footing Width Footing Thickness a_Dimensions y = - 60,000 psi • 0.0018 9.00 ft 4.00 ■ 16.00 in Key Width 9 0.00 In Key Depth a .0.00 in Key Distance from Toe a 0,00 ft Cover 6 Top a 2,00 in 0) Btm.a 3.00 In Top Stem 2nd S ft ■ 2.00 ate 0,00 a Concrete Concrete ■ 12.00 12,00 ■ N 8 0 6 • 18.00 17.75 • Edge Edge psi • 3,000.0 3,000,0 psi • 60,000,0 80,000,0 011s1 Acccpt.blc Slate 6 i sclago Toe: 04t 9,00 In, 059 14.00 In, MSS 19.76 In, #78 28,76 In, 089 35.25 In, 09tm 44 Heel: Not roq'd, Mu a 8 ' Fr Key: Forces li Moments Item Heel Active Pressure Toe Active Pressure Surcharge Over Toe Adjacent Footing Load Added Lateral Load Load 9 Stem Above Boil • ■ a ■ a a 1,075,8 2.44 2,820,1 •35,8 0.44 •15,8 387.0 11.83 RESISTING Force • Distance Ibs ft Soil Over Heel Sloped Soil Over Heel Surcharge Over Heel Adjacent Footing Load Axial Dead Load on Stem a 4,579,6 Soil Over Toe Surcharge Over Toe Stem Weight(s) a 2,250.0 Earth (D Stem Transitions Footing Weight Key Weight Vert. Component a 2,340.0 11.50 • a a Total • 1,427.0 O.T.M. a 7,192.8 ReststinglOvertuming Ratio Vertical Loads used for Soil Pressure a 9,06 7,190,0 Ibs Vertical component of active pressure NOT used for soil pressure a a • 2,600.0 a Total :: 0,00 Moment n4 26,910.0 9.50 .21,375.0 6.50 16,890.9 7,190.0 Ibs R,M.a 65,184.9 7 NELSON- NOURDAGES ConsultingEnaineers a Divis ionofroggemeyerDesignCroup,Int. 512 Sixth Street South, Suite 202 • Xirkland, WA 98033 (425) 827.5995 • MX (42S) 828.4850 Made by `4 Date 4 nit.* Job No. ODO/' C ec ed y Date S eet No. 1 i Description Job Name Pfk weT C-6svenAi.et. Entddsvr7ts' a mot. t-GA 11 heitpr 16' twat,' IS bi. Lai is /AC 1 Dim 3 Poor 1 q• 1.0 y =o Pig - - .oas w A3 ny %i,; 4 a )(A= .S y: o Mx : 4 , 00 I two 11t Pa ivt 3 =O y:o MY�0 n,r q 1:1 � ,.r ,o19wn1 SSG /M NELSON- BOURDAGES Consulting Engineers at) ivisionorroggemeyerDesignGroup ,tnc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • VAX (425) 828.4850 Ma ec e y % Date 1JobNo. c//0/00 00I/ Checked by Date Sheet No. �} D Descri ton p Job Name �}� wcar `ef'ot,Mtir1L E't it' %►2L bAt (C a' 1 .ro12wa] NELSON-I3 OURDAGES Consulting Engineers a Division ofPoggemeyer Design Group, Inc. 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827.5995 • VAX (425) 828.4850 Made by 54 Date /1.76n, imo. mot/ Checked by Date Sleet No„ II Description Job Name ft _ , — rnc wesr 6...oNtimvit Emosyra or Oftc lc uto- /I seerkw D tie Serilw EE 6evrito Fr 4,1013 (ceOciesfr bfr to# 0.0 ) = -,011 (62 per )(162 -1/57 PS. .4•044 .44 • ..:2V—Z:z=z., r. , • • .• _ POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 .1 Fax (425) 828-4850 Made by G#1 Date , .z1 M, oo Job No. Checked by 1....._._L_E._ Date Sheet No. Description Job Name P'1 War 66uf/mtift 64.cleowee 6 Atte UM I. 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Job NamepaC wet r ` evvea.41.,,el, Ea,te.it er}eK (4 1/ Stiorcile tkn 1Is -- vie .,oS a�. s»4n/ /Vr dfrr25 Moutrhi ,ciertyl be w?,v /f tins :- .2 4 NoNeCivintr 14, spltt'IJ /?( I 10/ clew( 62446.re' e74 4 se e Non it e IG" V((; -° ClNFc,fLt4n'►lk'wl" ON rNs�41 Sunr-fic 06 wn 1l ( Na1= Soil» SIDE POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827 -5995 • Fax (4251 828 -4850 Made by IA "Date c7117/00 Job No. Well 1 Checked by - Date Sheet No. J 1 -1 Description Job Name PAt. uer Gavc4Attia- mac. + . +► 4 1 *'sc', Gar Veto - ;gip -- - -__�■ 11� it 'e 1 • lel 4i1 4 • r S rt.'L1 s/hrl,U aI . C?en& r /N tb Till' Sib& Ltr /I S /m'a. sofa s !R. S, /i r lfn w) t? 1)01-0-44 .)nvvj •r M S l0 d 001 U/ r /% /rar,a, atto NELSON - BOURDAGES Consulting Engineers a Division orpog emeyerDesignGroup ,Inc. 512 Sixth Street South. Suite 202 • Kirkland, WA 98033 (42S) 827.5995 • FAX (425) 828.4850 Mare .y A 'ate jo' No. pocIll Checked by Date Meet No. ��� 1 i Description �o Name Cues r • &A.tetitheri. EMI nsvf te /io(ir S` eit.t' LA:4AL Alessi/4r w 1R DLAO L D 16 /owl.. • to r fir11'np GA Its .1 & t0 # :OIL auisIov umlI • 00sX(I5'X( SO I) (IPCP ) . 01I03Gt )(') (ISa p(F aoa ryat k 17.1. Ic 1os +. 11Z k,ps • 4/ 1.4 ,S 10/4 aesfi 7hcj Fmci-'oN n (G o10 Clio J k1�� 1141,7 K;fiS (d)(3X;)(lrivf) Ii112 (VW/)>" 21i°Z(20)/ 2. ar 1 IZ Ne 1C..fis ( ?S& rfntci.' at1u;a b- ,44tS:' ps = 1,5' A 14 6 < Am it AK POGGEMEYER DESIGN GROUP CONSULTING ENGINEERS 512 Sixth Street South, Suite 202 • Kirkland, WA 98033 (425) 827-5995 • Fax (425) 8284850 Made by Date 4V/Am Job No, acd' / Checked by Date - Sheet No. t\ Description Job Name Pile vVes % - 6eaff4fi1L &IA.. 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(3AGu WA 11 PG an) A(40C 16" S1Ae 0,4 nplr City of Tukwila Department of Community Development Steven M.- Mullet, Mayor Steve Lancaster, Director February 2, 2000 Haynes Lund Sabey Corporation Architecture Group 101 Elliott Avenue West Suite 330 Seattle, WA 98119 -4220 RE: Pacific View Office ParkfIntergate West L98 -0021 Pac West Generator Enclosure Dear Haynes, Jack and I have reviewed your recent proposal for a generator enclosure for Pac West to be located in the landscape area behind Building B. Per our previous discussions we determined that the enclosure would not require Board of Architectural Review approval because it is set into the hillside and screened with landscaping. However, the retaining walls and generator • enclosure meet the definition of a structure and so are required to be at least 1S feet from the rear Property line. Please adjust the plans to meet this setback requirement. If you have any questions about this please call me at (206) 433 -7141. Sincerely, Nora Glerloff ' Associate Planner CC. Jack Pace, Planning Manager ■ 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206.431.3670 • Fax: 206.431.3665 GEOTECHNICAL REPORT For Pacific View Office Park Building B January 13, 1999 Report by: Earth Consultants, Inc. 1805 136th Place NE Suite 201 Bellevue, WA 98005 With Additional Information from: Geotech Consultants, Inc. 13256 NE 20th Street Suite 16 Bellevue, WA 98005 RECEIVED JAN 2 2199y ENgNEERS Npp1FBYEST, INC, P.S. v1120001-0% Earth Consultants Inc Croieehnical Engineers. Geologists 4 Environmental Scknittsts • December 9, 1998 Sabey Construction 101 Elliott Avenue West Suite 400 Seattle, Washington 98119 Attention: Mr. Doug Schumacher Subject: Geotechnical Review Gateway Corporate Park Tukwila, Washington Reference: City of Tukwila Department of Community Development Letter dated November 3, 1998 Geotech Consultants, Inc. Summary 'of Geotechnlcal Observations Letter dated November 28, 1998 Geotech Consultants, Inc. Daily, Field Reports August 14, 1998 to October 14, 1998 Dear Mr. Schumacher: E -8499 In accordance with your request, Earth Consultants, Inc. (ECI) has reviewed the referenced letters and reports regarding the Building A earthwork and Keystone wall construction. ECI previously performed an initial review of the referenced Geotech Daily Field Reports as part of the transition between geotechnicai engineers on the project. This letter is intended to present a more detailed discussion of the Daily Field Report review, and to address some of the issues raised in the referenced City of Tukwila letter. • . • II I 1805 .136th Place N.E., Suite 201, Bellevue, Washington 98005 Bellevue (425) 643.3780 FAX (425) 746.0860 Toll Free (888) 739.6670 k 1 • , Sabey Construction ' december 9, 1998 . E -8499` Page 2 ECI is now the geotechnical engineer of record for the referenced project, and began earthwork observations at the site on October 22, 1998. Since beginning work on the referenced project, ECI has observed placement and compaction of backfill for the Building A foundation walls and Keystone walls on the northern portions of the site Prior to the beginning of our work on the site, much of the Keystone wall construction had been completed under the observation of Geotech Consultants, Inc. A portion of the Building A foundation wall backfill had also been completed prior to the start of our work. Building A Backfill . gCI has reviewed the referenced daily field reports by Geotech. As indicated on the Geotech daily field report dated September 30, 1998, three density tests performed on the Building A backfill behind the west foundation wall had relative compactions below the 90% specification. The report indicates these tests were performed at an elevation approximately twelve feet below final grade behind•the walla The Geotech report dated October 13, 1998 Indicates that some additional fill had also been placed on October 10, 1998 to provide, access behind the wall for the waterproofing installation, The backfill was re- tested by ECI on October 22, 1998 at an elevation 'of approximately twelve feet below final grade. The test. results are recorded on ECI daily field report #1, and Indicate relative compactions of 90% or greater. No additional backfilling of•the Building A west foundation wall has been performed to date, I1�i Based on the re -tests and ow: observations of the backfill behind the Building A west foundation wall,, it is. our opinion lateral earth pressures from the backfill will not exceed the design pressures. We understand the wail has been designed for en equivalent fluid pressure of. 50 pcf, In our opinion, total settlement of the backfill will not exceed one inch, provided the remainder of the backfill is placed and compacted in accordance with specifications:' >rThe backfill in these areas will support pavement areas, We anticipate any settlement in the backfill will occur relatively quickly; and should occur within a month after the backfill is placed. EC! will observe placement and compaction of the backfill, and provide density testing. of the fill. girth Con.ultonts, Inc. 1 ig Sabey Construction December 9, 1998 We hope this information meets your current needs, If you have any questions or if additional information is required, please call. Respectfully submitted, . EARTH CONSULTANTS, INC. 0 R mond A. las 'Staff Engineer o r S. Levinson, P.E. Principal • RACOISLibit,► Attachments: Field Reports i 11 Earth Consultants, Inc. CONTINUED ON NEXT PAGE Dl_J • Earth Consultants Inc. a.er.d..e..4w ,g. Ceeee.. a N..evo_.._M ..r 1805 136th Place N.E., Suite 201 Bellows, WA 96005 • Bellevue (425) 643.3780 FAX (425) 74608.60 Tacoma (253) 272.6608 Seattle (206) 464.1584 DAILY FIELD REPORT Field Rep. Time On Site Job No. Page o 49q Time Off Site Dat Report No. Da of Week Travel 'Time project Job Location GI i General Co General Contractor Grading ontractor w trac .r's Supe ntendent Miles W ath oV2r6444,O° Hrs. C arged Visitors 1101 kt; el ev eceiv nchecked By Gra • ing Foreman Checked By Date Are approved Plans/Permits on -site p Yes No Project No. Permit No, If No, contact the building department or explain below: 0Test Number . • • 4, call • , lion , • . : Elevation Reference Compaction Curve Maximum Dry Density lbs. /cu, ft, Fill Moisture % Test Dry Density Ibs./cu, It. % of Maximum 0 Dens - �C7'ki�L ' ifs! MINI °O 411111V6 4 I ■ lat ■di / • ! 4 'llJ. • .7, I M..� , a d ` �w� •. fillllr h J• L� I OR" . j '/t. 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O.s.e„ar.+wwn ears • In,.n.n..+hti... Project 1805138th Place N.B., Suite 201 Bellevue, WA 9800* Bellevue (425) 643.3780 FAX (425) 74408-80 Tacoma (253) 272.6608 Seattle (208) 484.1584 DAILY FIELD REPORT Field Rep. Time On Site 10130 Travel Time 5tit Job Location General Contractor SG b( Grading ontractor W General Contr ctor's uparfntendent • Job No. Page of 8'+99 1 a Time Off Site Oat , of Week 1P30 102996 TIM Miles W atheN 90 edit SSD Hrs, C arged Visitors 2,0 ►:iii Cflent/ rmer Report No. d a Received nchecked By Grading Foreman Checked By Date Are approved - lans/Permits on•site Yes Project No. Permit No. If No, contact the building department or explain below; 'Test Number r - 4 ► 1 r Stet_ a Test Location Elevation Reference Compaction Curve Maximum Dry Density Ibeicu. ft, Fill Moisture % Test Dry Density Ibs /cu..ft, % or Maximum 0 Oenst t . 0 4 dG : .1 A • 5 I - . T Q 4 , 4 j, 9.3 1 11, 6 :IJ. . 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Es.,.i.. &wegrw.r.l kw... 1805136th Place N.E., Suite 201 Belfewe, WA 98005 Bellevue (425) 843.9780 FAX (425) 74.608.60 Tacoma (253) 272.6608 Seattle (206) 464.1584 DAILY FIELD REPORT aro Fielg I ep. .Time On Site L1/30 Travel Time Job No. 8499 Time Off Site 121!5 Project few Job Location General Contractor 5 Gee Grading ontractor kw; General Con(ra • tor's uperintendent Grading Foreman Miles '0 Hrs. Ciarge4 sitors Client/Owner ab Page of 1 1 o .tt z� a W athe� � ar�fl Report No. Day of — 0* Received nchecked By Checked By Date Are approved'Plans/Permits on-site Project No. Permit No, If No, contact the building department or explain below: • Test Number LIM .1S Test Location 4 ' or • ._ ot4 , ' 0 �.yy�� • 1 lI • . . • , a 1 e,1 •e / /,11111 ! Elevation Reference Compaction Curve Maximum Dry Density Ibs. /cu, ft. Fig Moisture % Test Dry Density lbs. /cu. R, % of Maximum 0 Oen ' • •11. 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C Job Location General Contract SO bey Grading contractor w • General Con recto s Superintendent Grad ng Foreman arged mih Client/ Sa b Receiv Visitors er Unchecked By Checked By Date Are approved Plans /Permits on•site Yes to N Project No. Permit No. If No, contact the building department or explain below; Test Number 11• ,Ste, 1 ,... ! -� :. $.• = 40 Test Location . .v A Elevation • Refer erenee Compaction Curve Maximum Dry Density Ibs. /cu, lt, FM Moisture % Test Dry Density Ibs. /cu, ft, IIPINDP WI % o�� f Maximum 0 Dens - I .. :: •t• e , : . . I • , , • • • Supplementary Report: f►!( a W tali Loot gine EfillEMINFINNIZIP I4I a ail RIM writimintm. dizzy I COPY TO: CONTINUED ON NEXT PAGE ❑ 1 CONTINUED ON NEXT PAGE Cl fi 1605126th Place N,E., Suite 201 Bellevue, WA 9e00o Bellevue (425) 643.3760 FAX (425) 74-60660 Tacoma (263) 272.6606 Seattle (206) 464.1584 DAILY FIELD REPORT Fiel Rep. Job Nb. Time I On � Site Time Off Site 11100 Travel Time .Shy Miles Hrs. C arged Page of Date , Day of Week 10/16/9 Mb W dear Report No, Visitors Earth Consultants Inc. awe..e1 41110Ww* 60110111 £ &nr.s• met fa.... Pro eft General Contractor Grading ontractar Job Location QCrli c General Contra tor's Grading Foreman w' perintendent Client/ er Received • checked By Checked By Are approved Plans/Permits on -site es Y No Project No, Permit No. Date If No, contact the building department or explain below; 'Test Number Test `,yoga ,n 1 0 u Elevation Reference Compaction Curve Maximum Ory Density lbs. /cu. It. Fill Moisture % Test Dry Density ibslcu, R. rl.�►.iG'� % of Maximum 0 Dens idamo pm t t 0 G- . .. • -, 0 , ,. . , r r 1 Supplementary Report; . . ".'�l :. movormigraimmorammummianomir MUM UM r1 ..Ili' eitel _ Liti '.77. irminvoripaminstre m I COPY TO: I t Og 1t Earth Consultants Inc. eaU.d McMea a..e.1 p .s... -1 tower Project 1805 136th Place N.E, Suite 201 Bellevue, WA 9800* • Bellows (425) 843.3780 FAX (425) 74408-80 Tacoma (253) 2724808 Seattle (206) 464.1584 DAILY FIELD REPORT Job Location Field Rep. 1'I Time On Site (oP4S Job No. 4dG�I Page of Report No, Time Off Site 11:30 D 0 Day of Week Travel Time ,5 hr Mil O ther � SQ* Hrs. arg Visits IMIh� Client/Owner Received nchecked By W General Contractor u w General Contrac • is Su • • rintendent Grading ontractor Grading Foreman Are approved Plans/Permits on•site Yes p No Project No. Permit No. Checked By Date If No, contact the building department or explain below; ;Test Number , L lion e OA e kliki Elevation Reference Compaction Curve Maximum Dry Density Ibeicu. It Fill Moisture % Test Dry Density lbslcu, R. % of Maximum 0 Denslh 7 Sta. _I + ECG ' • .. , •30G f•a B 1);1.5 9.0 109.$ 4 di 4, „ A4 • I • Sppplementary Report; . �,�r� 1311 •l! l EEIII i '1►.' r. lia 0 44111101217=111111276 e p x. C � ,.. . II.E ' 7i ,rir . .. .AI LTR ° . JIMI �i a /' o r ' • %�i ! ARM •+ .� . rair 3” es r aii . ''. IIIMIS731111110M •ell av .. , e (a u ' ''�'C1 _ r pry I . 1 �Ii//irl- c..� ~ /. , %lLL ' d r. ■ t . 111117MIMEMININ ,r ' inmensurammintmense r MIN IMMINIMMEMINIMMIIIISIM a : u e . e,/21111BLI !. '�''� M . a OINEMIEAMIIIIIIII Fl. 4 6 LOPY TO: CONTINUED ON NEXT PAGE ❑ • Earth Consultants Inc. afech•or Wn,wilb 0.a•e•r • tw•.•rareal ... 1805136th Place N.E., Suits 201 Bellevue, WA 9800* Bellevue (425) 643.3780 FAX (425) 74.608.60 Tacoma (253) 272.6808 Seattle (206) 464.1584 DAILY FIELD REPORT Project JIB + /I 6-d4Cw_4q General Contractor Job Location I14aI P Field RI ep. Time On Site 12'15 Travel Time Job No. 8494 • Time ON Site 1 :15 Miles Page o Dat Report No. 1 Oa of Week Wdether Hrs. Charged ik Visitors Cilent/Owner w General Contra ors Su Grading Foreman rintendent (, so I U Received nehecked Sy Date Are approved Plans /Permits on•site ra Y Project No. Permit No. No If No, contact the building department or explain below: Test Number Test Location Elevation Reference Compaction Curve Maximum Ory Density IbsJeu, It. Fill Moisture % Test Dry Oensity lbs. /cu• ft. % of Maximum Density • w t ;4e bid 1 LItV A A56"--g 1 1 3 ,. I SS s of N e kt _____:J 130'S of e.h .1705 ot ek • i •7.. •o • N o b S'i'd. 1 i XO ..S.t� 3'7.S _,.- t 5. 'f ' 4( .41r:., ,L ... J . . Supplementary Report: es Og [COPY TO: CONTINUED ON NEXT PAGE ❑ GEOTECH CONSULTANTS, INC. 13256. NE 20th Street, Suite 16 , Bellevue, WA 98005 (425) 747 -5618 FAX 7474561 MemoJN: 98063 Ta Haynes Lund wars Marc R. McGinnis company: Sabey corporation Dater June 9,1998 Adds.: 101 Elliott Avenue West, Suite 330 PAM (208) 281 -0920 • Seattle, Washington 98119.4220 Phones (206)281-4200 I!f2 Additional Considerrtions for Wall and Foundation Design Padfic View Office Park Tukwila, Washington This memo Is an addendum to our March 181 1998 geotechnical engineering study. The following Items are addressed by this addendum: • Reuse of on -site soils as structural fill. • Recommended foundation types for the three buildings following the recently- conducted supplemental test pitts. • Design parameters and beckffill considerations for the perrnanent building walls, ▪ As we have discussed in our meetings, the on -site soils could be reused as structural fill on a very limited basis. The fine - grained slit soils, which will constitute most of the excavated material, must be moisture- conditioned, then be compacted in thin layers using a sheepsfoot roller to achieve 85 to 90 percent compaction. If these soils are treated with kiln dust or cement to aid with moisture conditioning and to add compressive strength, they can be used as structural fill beneath pavements, These soils should not be used beneath foundations, as compaction; results can be variable, Where the treated soils are used for beckfill of foundation walls, at least 3 feet of free - draining gravel should be placed against the walls, The on -site soils cannot be used for geogrid- reinforced fill walls, regardless of whether or not they are treated with kiln dust or cement. Attached are copies of the footprints of the three buildings (labeled A to C from south to north) On these plans are approximate locations of the test pits and borings that have been conducted, and the estimated elevations of dense or hard bearing soils at each location. Where the bearing is noted to be below an elevation, this Is the lowest elevation explored at that location, and suitable bearing soils were not encountered. Augercast concrete piers will likely be needed for the northeastern portion of Building A and the southeastern portion of Building B. The explorations In these areas found deep fill extending at least 10 feet below the planned footing grades, This depth is excessive for overexcevatlon and structural fill, The extent of the actual extent of the piered sections can only be determined accurately at the time of building excavation, At least a portion of each of the western extensions of the buildings, west of the basement floors, will need to be supported on piers, or on deep overexcavated trenches backfllled with lean concrete. Supporting all of these portions of the buildings (slabs and walls) on deeper foundations allows less stringent compaction of backfiil below the western extensions, As summarized below, the basement walls will need to be designed for much higher soil pressures if the westem extensions are not supported on piers or lean concrete - filled trenches. The piers or lean concrete-filled trenches must extend ',EXPIRES 1 ti 211/9 , - 'savoy Corp. Page 2 below a 1.5 :1 (H :V) zone that slopes up from the base of the lower garage wall to avoid addif'ig a lateral surcharge pressure in addition to the active soil pressure. Design parameters for piers and conventional foundations are presented in our previous report. The high bearing pressure (5,000 psf) can be used for footings that bear on competent 'soils, or on overexcavations that are backfilled with lean concrete. A lower bearing pressure must be used where footing overexcavations are backfilled with imported granular structural fill (on -site soils, even when treated with kiln dust or cement, are not acceptable for structural till beneath footings), Three scenarios exist for the design soil pressures behind foundation waits: Scenario 1 The basement walls are constructed as permanent soldier pile wails having a 2.5 :1 (H :V) backslope until the permanent concrete walls are constructed. This will be necessary where adequately - sloped cuts cannot be made without encroaching into the steep, western slopes. As discussed, the benefit of using the shoring walls is that the amount of the excavation behind the basement wails is drastically reduced, This is a significant consideration due to the difficulty of reusing the excavated soils as on -site fill. Active earth pressure - 50 pd Scenario 2: Foundation walls are backfilled with Imported free - draining granular till compacted to 95 percent compaction to support foundations above. Active earth pressure - 40 pcf equivalent active fluid density for cantilever walls, or 55 pcf for restrained walls. Surcharge pressure from western footing of west extension (1f not carried on piers or lean coneittr- filled trenches) - 100 psf uniform pressure over entire height of well. 1 Scenario 3: Foundation, walls are backfilled with a minimum 3-foot width if free - draining gravel, then kiln dust - treated on -site soils compacted to at least 9,0 percent (piers would be used to support foundations on the backfill zone). :.; Active earth pressure - 50 pd equivalent active fluid density for cantilever walls, or 60 pcf for restrained walls, Surcharge pressure from western footing of west extension (if not carried on piers or lean concrete - filled trenches) - 100 psf uniform pressure over entire height of wall. Please call with any questions. Gip Netsson 8outdaaes - Robert 9ourdages (425) 828.4850 °§ 0 • P4 0 N N • • • • • • M • Genk. er• •' • els INNIS 11:••• �� ., ;; 1 — • • 's• ' • • i t 4 ?q? • m realmwof; 1111111.1112111°11.11 +?a■�a�tx 'IMAMItairA arilNIMIMak �� """"IN IN 1; Mg .1jiti;kimak-1 1.1■111miumummul GEOTECH CONSULTANTS, INC. Mem To: Haynes Lund Company: Sabey Corporation Add:usu 101 Elliott Avenue West, Suite 330 Seattle, Washington 98119.4220 / S 9 ..2�:•`) JN: 98083 Flame Marc R. McGinnis Date: May 18, 1998 FAX: (206) 281.0920 ✓ Phone: (206)281.4200 13256 NE 20th Street, Suite 16 Bellevue, WA 98005 (425) '747-5618 FAX 747 -8561 RE: Additional Considerations for Walt and Foundation Design Pacific View Office Park Tukwila, Washington RECEIVED t'rAY 1 9 1598 Sabi ;orpo This memo Is an addendum to our March 18, 1998 geotechnlcal engineering study. The following items are addressed by this addendum: • Reuse of on -site soils as structural fill, • Recommended foundation types for the three buildings following the recently - conducted supplemental test pits. • Design parameters and backflli considerations for the permanent building walls, • As we have discussed In our meetings, the on -site �soiis could bo reused as structural fill on a very limited basis. The tine - grained silt soils, which will constitute most of the excavated material, must be moisture•conditioned, then be compacted In thin layers using a sheepsfoot roller to achieve 85 to 90 percent compaction, If these soils are treated with kiln dust or cement to aid with moisture conditioning and to add compressivp strength, they can be used as structural fill beneath pavements, These soils should not be used beneath foundations, as compactiori results can be variable. Where the treated soils are used for backflll of foundation walls, at least 3 feet of free - draining gravel should be placed against the walls. The on -site soils cannot bo used for geogrid- reinforced fill walls, regardless of whether or not they are treated with kiln dust cr cement. Attached are copies of the footprints of the three buildings ,(labeled A to C from south to north) On these plans are approximate locations of the test pits and borings that have been conducted, and the estimated elevations of dense or hard bearing soils at each location. , the bearing is noted to be below an elevation, this is the lowest elevation explored at tha location, and suitable bearing soils were not encountered. Augercast concrete piers will likely be needed for the northeastern portion of Building A and the southeastern portion of Building B. The explorations in these areas found deep ;ill extending at least 10 feet below the planned footing grades. This depth is excessive for overexcavation and structural fill. The.extent of the actual extent of the piered sections can only be determined accurately at the time of building excavation. At least a portion of each of the westem extensions of the buildings, west of the basement .floors, will need to be supported on piers. Supporting all of these portions of the buildings (slabs and wails) on piers, prevents the foundations from adding surcharges to the basement walls. As summarized below, the basement walls will need to be designed for much higher soil pressures if piers are not used for the westem extensions, Less stringent compaction of backtill below the westem extensions would also be possible if piers were used. L!. . • sabey corp. Page 2 May 18;1998 JN 98063 Design parameters for piers and conventional foundations are presented in our previous report The high bearing pressure (5,000 psf) can be used for footings that bear on competent soils, or on overexcavations that are backfilled with lean concrete. A lower bearing pressure must be used where footing overexcavations are backfilled with imported granular structural fill (on -site soils, even when treated with kiln dust or cement, are not acceptable for structural fill beneath footings). Three scenarios exist for the design soil pressures behind foundation walls: Scenario 1: The basement walls are constructed as permanent soldier pile walls having a 2.5 :1 (H :V) backslope until the permanent concrete walls are constructed, This will be necessary where adequately - sloped cuts cannot be made without encroaching into the steep, westem slopes. As discussed, the benefit of using the shoring walls is that the amount of the excavation behind the basement walls is drastically reduced. This is a significant consideration due to the difficulty of reusing the excavated soils as on -site fill. Active earth pressure - 50 pcf Scenario 2: Foundation walls are backfllled with imported free - draining granular fill compacted to 95 percent compaction to support foundations above. Active earth pressure - 40 pcf plus a uniform pressure equal to 10 psf multiplied by the wall height to account for restrained walls. Surcharge pressure from westem footing of west extension (if not carried on piers) - 200 psf uniform pressure over entire height of wall. Scenario 3: Foundations walls are backfilled with a minimum 3-foot width of free - draining gravel, then kiln dust - treated on -site soils compacted to at least 90 percent (piers would be used to support foundations on the backfill zone). Active earth pressure- 50 pcf plus a uniform pressure equal to 10 psf multiplied by the wall height to account for restrained walls. Surcharge pressure from westem footing of west extension (1f not carried on piers) - 200 psf uniform pressure over entire height of wall. Please call with any`questions. GEOTECH CONSULTANTS, INC. 132561 NE 20th Street, Suite 16 Bellevue, WA 98005 (425) 747 -5618 FAX (425) 747-8561 Sabey Corporation 101 Elliott Avenue West, Suite 330 . Seattle, Washington 98119-4220 (. Attention: Haynes Lund Subject: Preliminary Geotechnical Engineering Study Proposed Pacific View Office Park 12421 Pacific Highway South Tukwila, Washington Dear Mr. Lund: • . March 16, 1998 ,s 0'1980634 We are pleased to present this preliminary geotechnical engineering report for the proposed office complex to be constructed along Pacific Highway South in Tukwila, Washington. The scope of our work consisted of exploring site surface and subsurface conditions, and then developing this report to provide recommendations for general earthwork, and design criteria for foundations and retaining walls. You authorized our work by accepting our confirming proposal dated February 16, 1998. The subsurface conditions of the proposed building site were explored with seven test pits and eight borings that encountered' a variable thickness of fill and loose soils overlying glacially - compressed soils, Conventional footings can be used for the buildings where the excavation will be close to the glacially- compressed soils. Augercast piers should be planned in areas of deeper fill and for the western extensions of the buildings over the garage wall backflli. The marginal stability of the steep slopes, and the possibility of future slope movement, must be considered in the site configuration and final grading. The on -site soils are not acceptable for reuse as structural .., . fill or wall backflll, which will require Importing of most fill. The site soils are sensitive to moisture, which will make wet weather grading more costly and difficult. The attached report contains a discussion of the study and our recommendations. Please contact us if there are any questions regarding this report, orlf we can be of further assistance during the design and construction phases of this project, MRM: alt Respectfully submitted, GEOTECH CONSULTANTS, INC. Marc R. McGinnis, P.E, Associate PRELIMINARY GEOTECHNICAL ENGINEERING STUDY Proposed Pacific View Office Park 12421 Pacific Highway South Tukwila, Washington • This report presents the findings and recommendations of our geotechnical engineering study for the site of the proposed office complex in Tukwila. The Vicinity Map, Plate 1, illustrates the general location of the site. We were provided with Sheets CO and SK8 -1 dated February 13 and 10, 1998, respectively. These plans were developed by the Sabey Corporation Architecture Group. The provided plans showed the property dimensions, existing topography on 5 -foot contours, the location of existing structures, and the location and finish floor elevations for the proposed buildings. We anticipate that the site will be developed with four office buildings, each of which will have three floors of tenant space, Beneath the middle two buildings (Buildings B and C) will be a daylight basement parking garage. The northern building (Building D) Is to have a daylight basement garage and one more floor of parking beneath the three floors of office space. Paved, on -grade parking will cover most of the remainder of the property. No parking is indicated west of the southern building (Building A), where the building will be cut into the toe of a steep slope. No final grades for the ,parking areas were available at the time of this report. However, cuts into the toe of the western slope appear likely for construction of the parking west of proposed Buildings B, C, and D. We understand that the configuration of the buildings and pavement areas, as well as final site grading, are still being evaluated, with possible modification from what was indicated on the plans that were provided. SITE CONDITIONS urflo The site is a long, relatively- narrow property that abuts the western edge of Pacific Highway South. At the time of this study, the property was developed with several structures and was being used by Valley Truck and Equipment. This business has an address of 12421 Pacific Highway South. Two of the existing buildings are metal structures located west of proposed Building B, and Inside the footprint of proposed Building A. A one -story woodframe office for the business Is situated immediately east of the southern metal building. On the northeastern portion of the site Is a small sanitary sewer lift station, with several manholes around it. This lift station is operated by the VaiVue Sewer District. While not indicated on the provided plans, we understand from discussion with sewer district personnel that the inlet pipe for this lift station crosses onto the site from Pacific ' Highway South over 100 feet south of the lift station. The outlet pipe generally follows the north property line, extending up the slope toward the west. We understand that all, or a portion, of the sewer system located on the property will be moved or reconfigured in the near future, but possibly not before starting the proposed office complex. it Is our understanding that a gas station may once have existed on the site along Pacific Highway South, in the southern portion of the property • east of propo "sod Building B. The property has obviously undergone significant regrading in the past. The ground surface generally slopes down toward the northeast to Pacific Highway South. Three benches have been GEOTECl I CONSULTANTS, INC. 2 Op Sabey Corporation March 16, 1998 JN 98063 Page 2 constructed on the northern approximately two - thirds of the property. These benched areas provide access and parking for trucks and equipment that are being sold and repaired. Between the lower two benches is a short slope having a height of 5 to 10 feet. Between the upper two benches is a taller slope having a height of 25 to 30 feet and an inclination of 60 to 70 percent. These slopes appear to have been constructed by filling. West of the upper bench, the ground slopes steeply up to the adjacent western property, which is developed with an apartment complex. This slope is covered with small- to moderate -sized deciduous trees. Several shallow ditches have been cut across this slope to carry surface water, in addition to seepage that exits the slope. In the ditch that crosses the southwestern corner of the site, we observed loose, silty sand and fractured silt overlying glacial till and glacially- compressed silt. The ground surface on the southeastern portion of the site, where the existing office is located, slopes gently down to the edge of Pacific Highway South, This area is covered with asphalt and provides access to the property. The site grade rises above Pacific Highway South over the northern approximately one -half of the property. Near the sewer lift station at the northeast property corner, the slope down to Pacific Highway South from the eastern property line Is approximately 15 to 20 feet tall and has an inclination of 50 to 60 percent. History of Slope Instability on Site in 1988, a large landslide affected the northern end of the site, extending upslope onto the adjacent western apartment property. We have been provided with a copy of documents prepared previously by Associated Earth Sciences (AES) and GeoEnglneers related to the investigation and repair of this landslide, Based on this information, it appears that a large slump occurred on the steep slope northwest of proposed Building D. The headscarp of this landslide was located approximately 70 feet west of the western property line. Test borings conducted by AES in the slide mass found up to 20 feet of slide debris overlying glacially - compressed silt. An inclinometer Installed In the upper portion of the slide found that the slope movement extended to a depth of 15 feet, Two borings (EB -4 and EB -5) were drilled at the base of the slide mass, on the northern end of the upper beach of the site. Stabilization of this landslide consisted of constructing a large concrete rubble buttress at the toe of the slide, with unclassified f111 being placed upslope of the buttress to create a final slope of approximately 40 percent. The buttress and this regraded area are still visible. As a part of this slope stabilization, the slope between the upper and middle benches had to be regraded, with a smaller buttress constructed at the toe of this regraded slope In the northern end of proposed Building D, During the course of our site visits, we have observed Indications of previous smaller landslides and slope movement elsewhere on the site. The topography on the western slopes above the upper bench is hummocky, and some older tension cracks and scarps were observed. In the vicinity of. proposed Building A, there are several small slides at the toe of the slope that have been buttressed with rock fills. in the northern end of the site is a shallow ravine. Downslope of this ravine is a mound of soil that has either resulted from past slope movement or from erosion of soil in the ravine. Subsurface The subsurface conditions were explored by excavating seven test pits and drilling eight borings at the approximate locations shown on the Site Exploration Plan, Plate 2. The field exploration GGOTECI I CONSULTANTS, INC. , Sauey Corporation March 16, 1998 JN 98063 Page 3 program was based upon the proposed construction and required • design criteria, the site topography and access, the subsurface conditions revealed during excavation and drilling, the scope of work outlined in our proposal, and on time and budget constraints. The test pits were excavated on February 18, 1998 with a tracked excavator. A geotechnical engineer from our staff observed the excavation process, logged the test pits, and obtained representative samples of the soil encountered. "Grab" samples of selected subsurface soil were collected from the backhoe bucket. The Test Pit Logs are attached to this report as Plates 3 through 6. The borings were drilled on February 16 and 17, 1998, using a truck- mounted, hollow -stem auger drill. Samples were taken at 5 -foot intervals with a standard penetration sampler. This split -spoon sampler, which has a 2 -inch outside diameter, is driven into the soil . with a 140 -pound hammer falling 30 inches. The number of blows required to advance the sampler a given distance is an Indication of the soil density or consistency. A geotechnical engineer from our staff observed the drilling process, logged the test borings, and obtained representative samples of .the soil encountered. The Test Boring Logs are attached as Plates 7 through 14. Generally, the explorations conducted on the site encountered a varying thickness of loose fill or colluvium overlying dense, glacially- compressed silts. Colluvium is soil that has been deposited by erosion or sloughing from the slopes above. Thorough visual evaluation of the samples of glacially- compressed silts that were retrieved showed no Indications of significant fracturing or disturbed zones. Slickensldes resulting from either stress relief or small slope movement after the glaciers receded were noted In some of the samples. Several of the explorations (B -1, 8.2, and B -5) found ' remnants of glacial till, a glacially- compressed mixture of gravel, silt, and sand, overlying the dense silts. Boring 3, which was drilled on the eastern side of proposed Building B, revealed loose to medium -dense fill to the 17 -foot depth of the boring. This fill Is apparently the .result of backfllling an excavation for removal of underground storage tanks associated with a previous gas station, Test Pits 3, 4, and 5, excavated in the western portions of proposed Buildings C pnd D, and In the north end of the site found fill and unsuitable native soils to the maximum depth of 10 to 13.5 feet that could be explored. Explorations conducted near the toe of the western slope, south of Building D, found several feet of loose fill overlying dense siit, Test Pits 4 and 5, and Borings EB -4 and EB -5 conducted by AES, revealed upwards of 10 feet of old landslide debris overlying dense siit, As discussed previously, borings conducted In'the landslide mass northwest of proposed Building D encountered upwards of 20 feet of old slide debris over the glacially- compressed silt, Based on the results of the borings, and our, observations of the soil exposures on the southern portion of the site, it appears that the depth of old landslide debris is greatest on the northern approximately one -half of the property. For clarity, the soil conditions encountered in the explorations are summarized as follows for each of the four buildings: Building A: Up to 4 feet of loose fill or colluvium was encountered overlying dense silt or glacial till, Building B: Test Pit 7, excavated near the northwest building corner, found approximately 5 feet of fill overlying dense silt. The boring drilled east of the building found fill to a depth of 17 feet without encountering competent, native soils. GGOTI:CFI CONSULTANTS, INC. •n. • Sabey Corporation March 16, 1998 JN 98063 Page 4 Buildings C and D: The borings conducted in, and near, the eastern portions of these buildings encountered dense silt or glacial till within 5 feet of the existing ground surface. The test pits excavated on the west sides of the buildings were not able to extend through the fill that was encountered to a depth of 10 to 13.5 feet. The final Togs represent our interpretations of the field logs and laboratory tests. The stratification lines on the logs represent the approximate boundaries between soil types at the exploration locations. The actual transition between soil types may be gradual, and subsurface conditions can vary between exploration locations. The logs provide specific subsurface information only at the locations tested, If a transition in soil type occurred between samples in the borings, the depth of the transition was interpreted., The relative densities and moisture descriptions indicated on the test pit or boring logs are interpretive .descriptions based on the conditions observed during excavation and drilling. The compaction of bdckf'ill was not in the scope of our services. Loose soil will therefore be found in the area of the test pits, if this presents a problem, the backfill will need to be removed and replaced with structural fill during construction. Groundwater Groundwater seepage was observed in Boring 3, and in Test Pits 1 and 7. The depth of seepage in these explorations varied between 2.5 and 5 feet. The seepage encountered In Boring 3 appears to be groundwater that has filled the previous tank excavation, with the soils being wet over the entire depth of the exploration, Seepage in Test Pits 1 and 7 appears to be the result of groundwater that Is perched above the glacially - compressed silt, which is relatively Impermeable. The explorations were left open for only a short time period. Therefore, the lack of seepage observed in the remaining borings and test pits, does not necessarily Indicate that no groundwater is present, It Is common to encounter groundwater perched above the silt ancj glacial till, and in sandier zones within these soils, particularly following extended periods of heavy'rainfall. • l General ► :+►! i C•ltll__ko . •k Based on our observations, and the results of the explorations, the proposed development appears feasible from a geotechnlcal engineering standpoint. Because the final site configuration. and grading are still not finalized, the conclusions and recommendations of this report should be considered preliminary, Conventional foundations bearing on the glacial till or dense silt can be used to support a majority of proposed Buildings A, C, and D. Overexcavation will likely be necessary to expose competent soils in portions of these buildings. If these overexcavations are backfilled with lean concrete, instead of structural fill, the higher allowable bearlpg pressure recommended below can be used for the foundation design. Due to the depth of unsbitabie fill encountered by Boring 3 in proposed Building B, It does not appear that overexcavation to expose competent soils will be feasible for this structure. Therefore, we recommend that deep foundations be planned for this building. However, if competent soils are encountered in a majority of this building excavation at the time of the GEO'rECU CONSULTANTS, INC. • 0§ Og 4 Sabe1j Corporation March 16, 1998 JN 98063 Page 5 construction, it is possible that portions of the foundation could be constructed using conventional footings. Augercast concrete piers appear to be one of the most feasible deep foundation systems for use on this building, considering'the potential that caving soil and seepage will be encountered in the drilled holes. The western portions of the four buildings will extend over the backfill placed behind the western walls of the below -grade floors. Footings should not be supported on this backfill, as a large surcharge would be exerted on the backfilled wails. For this reason, we suggest that deep foundations consisting of augercast piers be used to support the western extensions of the buildings. The foundation design for all of the buildings should include options for both conventional footings and piers, in order to compensate for varying soil conditions without requiring a redesign of the foundations. Slab -on -grade floors are possible over the existing loose fill or native soils, but some noticeable slab settlement relative to the foundations must be expected. Cracking of the slabs due to settlement can be reduced, but not eliminated, by reinforcing them with a grid of steel bars and by placing at least 12 inches of imported structural fill beneath the slabs. ; Typically, a grid of No 4 rebar on 12- to 18 -inch centers is adequate reinforcement. The structural fill should be • a weli- graded, gravelly fill, such as crushed rock or pit -run sand and gravel. Backfill behind the western basement wall must be well- compacted to limit settlement of the slab floor in the western extensions of the buildings. The steep slopes west of the proposed development have experienced landslides in the past, and will likely be affected by soil movement again in the future. This Will occur regardless whether or not the site is developed as planned. Future slope movement on the southern portion of the site appears most likely to occur as mudflows, as the loose, near - surface soils are observed to be relatively thin overlying the glacial till and dense silt. The western slopes are underlain by a significant thickness of old landslide debris on the northern portion of the site. Based on this, and the landslide that occurred in 1988, It appears that deeper slope movement is possible on this portion of the site. The height and Inclination of the western slopes makes stabilization impractical. Therefore, the development should be configured In such a way as to minlmize; the potential for damage to at least the bulldings from slope movement. The northern three buildings appear to be adequately set back (over 30 feet) from the toe of the step slopes to protect them from serious damage from landslides, If proposed Building A cannot be moved at least this far from the toe of the steep slopes, It will be necessary to construct a catchment wall between the building and the • slope. The purpose of this catchment wall would be to slow and divert a mudflow traveling down • the steep slope, The, size and design of this wall would depend on the proximity of the building to • the steep slope, but possibly could be Incorporated Into the western building wall itself. We can provide recommendations for this wall when the final site configuration is determined, The near - surface soils on the western slope are likely standing near their angle of repose. Cutting them at a steeper inclination will likely not be successful for permanent slopes. If it is necessary to grade them steeper, the potential for slope movement and future repair, such as the buttress that was constructed in 1988, will be increased. Cuts at the toe of the steep slopes should be retained by engineered structures that are designed to resist shallow movement on the south portion of the site, and deeper movement on the northern portion. These retaining structures should be founded on the glacially- compressed soils to function prop,. Design of retaining structures for these cuts will depend on the final configuration and grading in the parking areas. We understand that rockeries are proposed for these cuts. Generally, rockeries are not intended to retain loose soils, and it is likely that episodes of slope movement would carry away major portions of rockeries over time. Regardless of the type of retaining structure utilized, soil movement upslope is to be GEOTt CI I CONSULTANTS. S. INC. Sabey Corporation March 16, 1998 JN 98063 Page 6 anticipated, requiring periodic maintenance, regrading, and revegetation of the slopes. The majority of the steep slope lies on the upslope apartment complex's property, so slope maintenance would likely be conducted in cooperation with the adjacent western property owner. The parking area east of proposed Buildings C and D will extend close to the crest of the steep slope that drops to Pacific Highway South. Soil movement on this slope is possible in the future, but the slope appears to lie entirely on Washington Department of Transportation (WSDOT) property. This would indicate that maintenance of the slope, and repair of landslides, would likely be mainly their responsibility. However, the proposed project must not increase the potential for movement on this slope. Paving the area above the slope, and directing collected surface water to a storm sewer, will have some positive effects on the stability of this slope. No fill or debris should be placed on, or above this slope. The parking lot grading must account for this. Disturbance of the steep slope, and the existing vegetation, must be avoided. Catchbasins and storm sewer pipes, and other utilities, should be moved as far from the crest of this northeastern slope as possible. This reduces the potential for leaks and damage in the event of slope movement. The recommendations of this report are not intended to protect the proposed structures from damage due to falling trees. Attempting to incorporate mitigation for this hazard into the buildings would be very difficult. Wherever possible, sickly or undermined trees should be cut down, and their roots left in place, to reduce the hazard, Water from the existing ditches that extend down the western slope will need to be collected and directed to an appropriate stormwater outfall. This water Is originating from groundwater, and from surface runoff from the upslope property, A awale with catchbaslns incorporated into it should be constructed upslope of the retaining structures that will be constructed below the western toe. This will collect other surface runoff not Intercepted by the existing ditches. Proper drainage will be Important behind the below -grade building walls to reduce the potential for future seepage. Free - draining, imported granular fill should be used as backfill. The silty, on -site soils are not acceptable for use as Wall backfill. Performance of all subsurface drainage systems will degrade over time, Therefore, as a minimum, waterproofing should be used for below -grade areas that will be occupied, or for areas that will serve as mechanical, electrical, or storage spaces. ' The siit encountered In our explorations was originally deposited as lake sediment before being glacially consolidated. These deposits usually contain bedding planes that are often not horizontal. Bedding that dips down Into an excavation can sometimes cause localized soil failures in the excavation face. Flatter, temporarily cut slopes, shoring, or buttressing of cut slopes may be necessary, depending on the bedding encountered during excavation. Our personnel can assist with remedial procedures, if the bedding becomes a significant consideration during excavation. The on -site soils will not be suitable for reuse as structural fill or wall backfill due to their high silt and moisture contents. Imported granular fill should be planned, including for utility trench backfill in pavement or slab areas. Grading and earthwork on this site will certainly be more costly and difficult during wet weather, as the on -site soils are highly sensitive to moisture. Excavated footing subgrades should be protected with a thin (3 to 4 inches) layer of crushed rock or lean concrete to protect them from disturbance during placement of forms and reinforcement for the foundations. All disturbed and softened soils would need to be removed prior to pouring concrete, which can be a difficult process once the reinforcing steel Is in place. COVSUt: rA \TS IN Sabey Corporation March 16, 1998 JN 98063 Page 7 The silty subgrade soils will soften easily under pavements unless gravelly imported fill is placed beneath pavement sections. Generally, 9 inches of structural fill should be planned beneath pavement sections in parking and Tight traffic areas. At least 12 inches of imported structural fill should be used In heavy traffic areas, such as main entrances and drivelanes, and around dumpsters and other possible areas of truck traffic. Geotech Consultants, Inc. should be involved in the design of site retaining structures once the sit grading has been finalized. We should also be allowed to review the final development plans to verify that the recommendations presented in this report are adequately addressed in the design. Such a plan review would be additional work beyond the current scope of work for this study, and it may include revisions to our recommendations to accommodate site, development, and geotechnicai constraints that become more evident during the review process. Conventional Foundations Conventional footings to support the proposed buildings must bear on undisturbed, glacial till or dense silt, or on imported, granular structural fill placed above these competent, native soils. Footings bearing on structural fill will need to be designed for a lower allowable bearing pressure. See the later sub - section entitled General Erarthwork and Structt ;rat Fill for recommendations regarding the placement and compaction of structural (ill beneath structures. We recommend that continuous and individual spread footings have minimum widths.of 16 and 24 inches, respectively. They should be bottomed at least 12 Inches below the lowest adjacent finish ground surface for frost protection. The local building codes should be reviewed to determine If different footing widths or embedment depths are required. Footing subgrades must be cleaned of loose or disturbed soil prior to pouring concrete, Depending upon site and equipment constraints, this may require removing the disturbed soil by hand. Overexcavatlon will likely be required below portions of the foundations in each building to expose competent, native soil. • Unless lean concrete Is used to fill an overexcavated hole, the overexcavation must be at least as wide at the bottom as the sum of the depth of the overexcavation and the footing width. For example, an overexcavation extending 2 feet below the bottom of a 3-foot-wide footing must be at least 6 feet wide at the base of the excavation. If lean concrete is used, the overexcavation need only extend 6 Inches beyond the edges of the footing. • The following allowable bearing pressures are appropriate for footings constructed according to the above recommendations: Bearing Condition Allowable Bearing Pressure Bearing directly, or on lean concrete, above competent native soil Supported on structural fill placed above competent native soil 6,000 psf 3,000 psf Where: (1) psf Is pounds per square too . ONSUL rANTS,1`:C. lg Sabey Corporation March 16, 1998 JN 98063 Page 8 A one -third increase in the above design bearing pressures may be used when considering short - term wind or seismic Toads. For the above design criteria, it is anticipated that the total post - construction settlement of footings founded on competent, native soil, or on structural fill up to 5 feet in thickness, will be less than two - thirds of an inch, with differential settlements on the order of one -half inch In a distance of 50 feet along a continuous footing. Larger differential settlements could occur where more than 5 feet of structural fill is used beneath foundations. Lateral loads due to wind or seismic forces may be resisted by friction between the foundation and the bearing soil, or by passive earth pressure acting on the vertical, embedded portions of the foundation. For the latter condition, the foundation must be either poured directly against relatively level, undisturbed soil or surrounded by level, structural fill. We recommend using the following design values for the foundation's resistance to lateral loading: Parameter Coefficient of Friction Design Value Passive Earth Pressure 0.40 300 pcf Whore: (I) pat is pounds par cubic foot, and (11) passive earth pressure Is computed using the equivalent fluid density, If the ground In front of a foundation is loose or sloping, the passive earth pressure given above will not be appropriate, We recommend a safety factor of at least 1,5 for the foundation's resistance to lateral loading, when using the above design values, Auoercast Concrete Piers Drilled piers should be used to support the buildings In areas of deep fill, such as beneath proposed Building B, or where the western sides of the buildings will extend over backfill for the parking garage wells. These piers should be constructed using augercast methods, which allows pier installation where caving soils or groundwater are present. Augercast piers are installed using continuous flight, hollow -stem auger equipment. Concrete grout must be pumped continuously through the auger, as it is withdrawn. We recommend that augercast piers be installed by' an experienced contractor who Is familiar with the anticipated subsurface conditions. An allowable compressive capacity of 40 tons can be ,attained by installing a 16- inch - diameter, augercast concrete pier at least 10 feet into dense, native soil. For 15 feet of embedment, an allowable capacity of 50 tons is appropriate. For transient loading, such as wind or seismic Toads, the allowable pier capacity may be increased by one - third. We can provide design criteria for different pier diameters and embedment lengths, if greater capacities are required. The minimum center -to- center pier spacing should be three times the pier diameter. We estimate that the total settlement of single piers installed as described above will be on the order of one -half inch. Most of this settlement should occur during the construction phase as the dead Toads are applied. The remaining post- construction settlement would be realized as the live - loads are applied. We estimate that differential settlements over any portion of the structures should be less than about one - quarter inch. • • S'abey Corporation March 16, 1998 JN 98063 Page 9 We recommend reinforcing each pier its entire length. This typically consists of a rebar cage extending a portion of the pier's length with a full - length center bar. Each pier can be assumed to have a point of fixity at 10 feet below the ground surface for the computation of lateral Toad resistance. The loose soil against the piers can be assumed to have a design passive earth resistance of 150 pounds per cubic foot (pcf) acting on two times the pier diameter. Passive earth pressures on the grade beams will also provide some lateral resistance. If structural fill is placed against the outside of the grade beams, the design passive earth pressure from the fill can be assumed to be equal to that pressure exerted by an equivalent fluid with a density of 200 pcf. SeismJG Considerations The site is located within Seismic Zone 3, as illustrated on Figure No 16-2 of the 1994 Uniform Building Code (UBC). In accordance with Table 16 -J of the 1994 UBC, the site soil profile is best represented by Profile Type S2. The glacially- compressed silts and silty sands that will support the foundations are not susceptible to seismic liquefaction. globs- on-Gra,e All slabs -on -grade should be underlain by a capillary break or drainage layer consisting of a minimum 4 -inch thickness of coarse, free - draining, structural fill with a gradation similar to that discussed later In Pe manent Foundation and Rotainino Watts, In areas where the passage of moisture through the slab is undesirable, a vapor barrier, such as a 6 -mil plastic membrane, should be placed beneath the slab. Additionally, sand should be used In the fine- grading process to reduce damage to the vapor barrier, to provide uniform support under the slab, and to reduce shrinkage cracking 'by Improving the concrete curing process. We recommend placing concrete slabs over at least 1 foot of structural fill to provide more uniform support for the slab where the subgrade is soft or settles more rapidly than the Surrounding ground. Isolation joints: should be provided where the slabs intersect columns and Walls. As discussed above in the c;e ,ea section, rebar should also be used In the slabs to reduce cracking from differential slab settlement, Control and expansion joints should also be used to control cracking from expansion and contraction. Saw cuts or preformed strip joints used to control shrinkage cracking should extend through the upper one - fourth of the slab, The spacing of control or expansion joints depends on the slab shape and the amount of steel placed In it. perrranept Foundation and Retalnina Walls Retaining walls backfilled on only one side should be designed to resist the lateral earth pressures Imposed by the soil they retain. The following recommended design parameters are for walls that restrain level backfill: 1 •, • Sabey Corporation March 16, 1998 Parameter Active Earth Pressure • Passive Earth Pressure Coefficient of Friction Soil Unit Weight Design Value 40 pcf 300 pcf 0.40 130 pcf Where: (1) pcf Is pounds per cubic foot, and (11) active and passive earth pressures are computed using the equivalent fluid pressures. • Fora restrained wall that cannot deflect at least 0.002 times Its height, a uniform lateral pressure equal to 10 psf times the height of the wall should be added to the above active equivalent fluid pressure. JN 98063 .. , Page 10 The values given above are to be used to design permanent foundation and retaining walls only. The passive pressure given is appropriate for the depth of level, structural fill placed In front of a retaining or foundation wall only. We recommend a safety factor of at least 1.5 for overturning and sliding, when using the above values to design the walls. The design values given above do not Include the effects of any hydrostatic pressures behind the walls and assume that no surcharge slopes or loads, such as vehicles, will be placed behind the wails. If these conditions exist, those pressures should be added to the above lateral soil pressures. Also, If sloping backlit' Is desired behind the walls, we will need to be given the wall dimensions and the slope of the backfill In order to provide the appropriate design earth pressures. The surcharge due to traffic loads 'behind a wall can typically be accounted for by adding a uniform pressure equal to 2 feet multiplied by the above active fluid density, • Heavy construction equipment should not be operated behind retaining and foundation walls within a distance equal to the height of a wall, unless the walls are designed for the additional lateral pressures resulting from the equipment. The wall design criteria assume that the backfill will be well - compacted In lifts no thicker than 12 Inches. The compaction of backfill near the walls should be accomplished with hand - operated equipment to prevent the walls from being overloaded by the higher soil forces that occur during compaction. .,r .. Retaining Wall Backfill Backflli placed behind retaining , or foundation walls should be coarse, free - draining, structural fill containing no organics. This backfill should contain no more than 5 percent silt or clay particles and have no gravel greater than 4 Inches in diameter. The percentage of particles passing the No. 4 sieve should be between 25 and 70 percent, The silty, on -site soils are not free - draining and should not be used for retaining wall backfill. Additionally, due to their low compacted strengths, the on -site soils would exert a much higher lateral Toad on the walls than is recommended above The purpose of these backfill requirements is to ensure that the design criteria for a retaining wall are not exceeded because of a build -up of hydrostatic pressure behind the 1 k 1 IS Sabey Corporation March 16, 1998 JN 98063 Page 11 wall. The top 12 to 18 inches of the backfill should consist of a compacted, relatively impermeable soil or topsoil, or the surface should be paved. The ground surface must also slope away from backfilled walls to reduce the potential for surface water to percolate into the backfill. The sub - section entitled General Earthwork and Structural Fill contains recommendations regarding the placement and compaction of structural fill behind retaining and foundation walls. The above recommendations are not intended to waterproof the below -grade walls. If some seepage through the walls or moist conditions are not acceptable, damp - proofing or waterproofing should be provided. This could include limiting cold - joints and wall penetrations, and possibly using bentonite panels or membranes on the outside of the walls. Applying a thin coat of asphalt emulsion is not considered waterproofing, but it will only help to prevent moisture, generated from water vapor or capillary action, from seeping through the concrete. gxcaya�_, tlons and_Slopes Excavation slopes should not exceed the limits specified in local, state, and national government safety regulations. Based upon Washington Administrative Code (WAC) 296, Part N, the soll type at the subject site would generally be classified as Type C. Therefore, temporary cut slopes should not be excavated at an inclination steeper than 1.5:1 (Horizontal :Vertical), extending continuously between the top and the bottom of a cut. Due to the loose, occasionally wet condition of the near- , surface soils, and the likely presence of Inclined bedding or fracture planes In the glacially- compressed silts, it Is likely that additional measures may be necessary to provide stable temporary cut slopes In some areas. These measures could consist of flatter cut slopes, shoring, or constructing rock buttresses. 1 The above recommended temporary slope recommendations are based on what has been successful at other sites With similar soli conditions. Temporary cuts are those that will remain unsupported for a relatively short duration to allow for the construction of foundations, retaining walls, or utilities. Temporary cut slopes should be protected with plastic sheeting during wet weather. The cut slopes should also be backfllled or retained as soon as possible to reduce the potential for instability. All permanent cuts into the near - surface, loose native soil should be inclined no steeper than 2.5:1 (H:V), In areas of excessively poor soil, it may be necessary to use flatter permanent slopes, or to reconstruct and buttress the cut slope using quarry spells or a similar fill material. Fill slopes constructed of Imported granular fill should not be constructed with an inclination greater than 2:1 (H:V). To reduce the potential for shallow sloughing, fill must be compacted to the face of these slopes. This could be accomplished by overbuilding the compacted fill and then trimming it back to its final inclination. Water should not be allowed to flow uncontrolled over the top of any temporary or permanent slope. Also, all permanently exposed slopes should be seeded with an appropriate species of vegetation to reduce erosion and improve the stability of the surficial layer of soil. ea LL� • • ` Sfibey Corporation March 16, 1998 • JN 98063' Page 12 Drainaoe Considerations We recommend the use of footing drains at the base of all perimeter footings and at the base of all backfilled, earth - retaining walls. These drains should be surrounded by at least 6 inches of 1 -inch- minus, washed rock and then wrapped in non - woven, geotextile filter fabric (Mirafi 140N, Supac 4NP, or similar material). At its highest point, a perforated pipe invert should be at least as low as the bottom of the footing, and it should be sloped for drainage. Drainage should also be provided inside the footprint of a structure, where (1) a crawl space will slope or be lower than the surrounding ground surface, (2) an excavation encounters significant seepage, or (3) an excavation for a building will be dose to the expected high groundwater elevations. We can provide recommendations for Interior drains, should they become necessary, during excavation and foundation construction. All roof and surface water drains must be kept separate from the . foundation drain system. A typical drain detail is attached to this report as Plate 15, For the best long -term performance, perforated PVC pipe is recommended for all subsurface drains. Groundwater was observed during our field work. If seepage is encountered in an excavation, it should be drained from the site by directing it through drainage ditches, perforated pipe, or French drain or by pumping it from sumps interconnected by shallow connector trenches at the bottom of the excavation. The excavation and site should be graded so that surface water Is directed off the site and away from the tops of slopes. Water should not be allowed to stand in any area where foundations, slabs, or pavements are to be constructed. Final site grading in areas adjacent to buildings should slope away at least 2 percent, except where the area Is paved. Water from roof, storm water, and foundation drains should not be discharged onto slopes; it should be tightlined to a suitable outfall located away from any slopes. general Earthwork a dS�ructural Flil All building and pavement areas should be stripped of surface vegetation, topsoil, organic soil, and other deleterious material. The stripped or removed materials should not be mixed with any materials to be used as structural fill, but they could be used in non - structural areas, such as landscape beds, Structural fill is defined as any fill placed under a building, behind permanent retaining or foundation walls, or in other areas where the underlying soil needs to support loads. All structural fill should be placed in horizontal lifts with a moisture content at, or near, the optimum moisture content. The optimum moisture content is that moisture content that results in the greatest compacted dry density. The moisture content of fill is very important and must be closely controlled during the filling and compaction process. The allowable thickness of the fill lift will depend on the material type selected, the compaction equipment used, and the number of passes mlade to compact the lift. ' The loose lift thickness should not exceed 12 inches. We recommend testing the fill as it is placed. If the fill is not compacted to specifications, it can be recompacted before another lift is placed. This eliminates ` Sabey Corporation March 16, 1998 98083 Page 13 the need to remove the fill to achieve the required compaction. The following table presents recommended relative compactions for structural fill: Location of Fill Placement Minimum Relative Compaction Beneath footings, slabs j 95% or walkways Behind retaining walls 90% .��. .........�... 95% for upper 12 inches of Beneath pavements subgrade: 90% below that level Where: Minimum Relative Compaction is the ratio, expressed in percentages, of the compacted dry density to the maximum dry density, as determined In accordance with ASTM Test Designation 01587.78 (Modified Proctor). Al • The on -site soils are not suitable for reuse as structural fill due to their high silt and moisture contents. Structural till that will be placed in wet weather should consist of a coarse, granular soil with a silt or clay content of no more than 5 percent. The percentage of particles passing the No. 200 sieve should be measured from that portion of soil passing the three - quarter -inch sieve. LIMi T'�, IONS The conclusions and recommendations contained in this report are based on site conditions as they existed at the time of our exploration and assume that the soil encountered in the test pits and borings Is representative of subsurface conditions on the site. if the subsurface conditions encountered during construction are significantly different from those observed in our explorations, we should be advised at once so that we can review these conditions and reconsider our recommendations where necessary. Unanticipated soil conditions are commonly encountered on construction sites and cannot be fully anticipated by merely taking soil samples in test pits and borings, Subsurface conditions can also vary between exploration locations. Such unexpected conditionsifrequently require making additional expenditures to attain a properly constructed project, It is recommended that the owner consider providing a contingency fund to accommodate such potential extra costs and risks, This Is a standard recommendation for all projects, The recommendations presented In this report are directed toward the protection of only the proposed structures from damage due to slope movement, Predicting the effects of development on the stability of slopes is an Inexact and imperfect science that is currently based mostly on the past behavior of slopes with similar characteristics. Landslides and soil movement can occur on steep slopes before, during, or after the development of property, The owner must ultimately accept the possibility that slope movement could occur, resulting in possible loss of ground or damage to the facilities around the proposed building. This report has been prepared for the exclusive use of Sabey Corporation, and its representatives, for specific application to this project and site. Our recommendations and conclusions are based on observed site materials, and selective laboratory testing and engineering analyses. Our conclusions and recommendations are professional opinions derived in accordance with current standards of practice within the scope of our services and within budget and time constraints. No N$ULTANTS, INC. ea F �e Sabey Corporation March 16, 1998 JN 98083.E Page 1 warranty is expressed or implied. The scope of our services does notinciude services related to. construction safety precautions, and our recommendations are not intended to direct the contractor's methods, techniques, sequences, or procedures, except as specifically described in our report for consideration in design. We recommend including this report, in its entirety, in the . project contract documents so the contractor may be aware of our findings. ADDITIONAL SERVICES Geotech Consultants, Inc. should be retained to provide geotechnlcal consultation, testing, and observation services during construction. This is to confirm that subsurface donditions are consistent with those indicated by our exploration, to evaluate whether earthwork and foundation construction activities comply with the general intent of the recommendations presented in this report, and to provide suggestions for design changes in the event subsurface conditions differ from those anticipated prior to the start of construction. However, odr work would not include the • supervision or direction of the actual work of the contractor and its employees or agents, ' Also, job and site safety, and dimensional measurements, will be the responsibility of the contractor. The following plates are attached to complete this report; Plate 1 Vicinity Map Plate 2 Site Exploration Plan Plates 3 - 6 Test Pit Logs Plates 7 -14 Boring Logs Plate 15 Footing Drain Detail Attachments Previous Boring Logs o• tabey corporation March 16, 1998 We appreciate the opportunity to be of service on this project. If you have any questions, or if we may be of further service, please do not hesitate to contact us. Respectfully submitted, GEOTECH CONSULTANTS, INC, [EXPIRES 11172fia7 nD Marc R. McGinnis, P.E. Associate James R. Finley, P.E. Principal MRM/JRF: sit PI 5 4N ,V 1 ) 4 nisi 1 tr., ?ft • I 2 a■■••■■■• 4'4:4 • .4.../8A2A';;4110'1 la• .`; ;11:1!fit ;1 °I.-1•11m8:3!,:iraiC: 9 s. I 6,1 0 T • 4.eft 91TH ST 66611r •. 4011.001,11.• 6001.. , tivt 0.1 •-m "011af. =.1. n --• /11. 4.41 •■••■•• ontirow it! 1N aeotiAt " IN, $ , 1N $ num 5 Miro r GEOTECH CONSULTANTS VICINITY MAP 12421 PACIFIC HIGHWAY SOUTH TUKWILA, WA lob No. 98063 ago, MARCH 1998 Conti 8/1 P/;#*: —1 1 . . • .. . . . • • i / 1 , / `J ® (� TP'5 • I ES -S/ "\� J� )/P'N‘,1‹.• ;°' r ..-/ .06°�I moo • War ► 8 FOR CURRENT STUDY 'FOR CURRENT STUDY 8 BY ASSOCIATED EARTH SCIENCES (MAY 1998) SITE EXPLORATION PLAN 12421 PACIFIC HIGHWAY SOUTH TUKWILA, WA ivo.+ Oow,+ Scot+ 18083 I MARCH 1998 I Plates 2 , e, fi c TEST PIT 1 Description, 10 15 -- 16 Dark brown SAND and SILT, with organics, wet, soil Brown, sandy SILT, very moist, soft to medium -stiff (Cofuvfum) . Brown SILT, with some gravel, moist, dense to very dense pig 9 +7,4isive FILL • Test Pit was terminated at 8 feet on February 18, 1998. • Moderate groundwater seepage was observed at 10 feet during excavation. • Caving was observed from top to 2,8 foot during excavation. TEST PIT 2 Description Crushed concrete with organics (FILL) Brown, slightly sandy SILT, low plasticity, moist, vary dense Grey SILT, Iow plasticity, moist, very dense • Test Pit was terminated at 5 feet on February 18, 1908. • NO groundwater seepage was observed during excavation. • No caving was observed during excavation. GEOTECH CONSULTANTS, INC. Job No: 98063 TEST NT LOG 12421 Pacific Highway South Tukwila, Washington Date: 1 [owed bn Plate: February 1991 053 3 i; TEST PIT 3 Description, 10 15 WWI IMMO FILL FILL Brown SANO and SILT, with organics FILL Brown SILT, very moist to wet, soft (FILL) FILL. Oark gray, sandy SILT, with some gravel and organics, soft to medium•stiff (FILL or Colluvlum) 0,xei At% iscooFogo4,cortot,, • Tat Pit was tsrmtnated at 10 feat on February 18, 108. • No groundwater swap was observed during excavation. • Caving was observed during excavation. TEST PIT 4 FILL FILL Description ,,,10,10_ Brown.gray, sandy SILT with some gravel, wry moist, soft (PILL) Dark gray, sandy'SILT, with organics and togs, soft (FILL or Slide Debris) • Test Pit was terminated at 13.6 test on February 10, MIL • No groundwater seepage was observed during excavation. " Minor caving was observed during excavation. GEOTECH CONSULTANTS, INC. TEST NT LOG 12421 Pacific Highway South Tukwila, Washington mlimagismoMPIP Job No: Dale: Lo/Jed by: 90063 February 1998 DBt3 Pale: 4 042:", 40614 v'cr TEST PIT 5 Description 1 1 1 10 1 FILL Concrete rubble, with brown, sandy SILT (FILL) ML Brown -gray, sandy SILT, with organics, moist to very moist, medium -stiff (Slide Debris) - 6 foot diameter tog encountered Sas PT Dark brown, organic SILT to PEAT ' Test Pit was terminated at 12 feet on February 10,1!80 • No groundwater seepage was observed during excavation. • No caving was observed during excavation, . 06016 fcie 406 IONS 1 FILL TEST PIT 6 Description Crushed rock and cobbles, with brown, silty SAND (FILL) FILL Dark brown to gray, silty SAND, with some gravel, wet, medium dense (FILL) - hydrocarbon odor Brown SILT, low plasticity, moist, very dense • 'Net Pit was terminated at 7,6 feet on February 19, 1990, • No groundwater seepage was observed during excavation. • No caving was observed during excavation, GEOTECH CONSULTANTS, INC. IN ma TEST PIT LOG 1 .2421 Pacific Highway South Tukwila, Washington Job No; 99043 Date: February 1888 cogged aa: Plate: 6 . rr 4Y1 7 . • 06 to 9 eta c, 0 TEST PIT 7 Description. 10 15 Brown SAND and SILT, with wood debris, moist, medium-dense (P111) • FILL Brown SILT, low plasticity, moist, very dense • Test Pit was terminated at 7 feet on February 18, 1998. • Minor groundwater seepage was observed at 6 feet during excavation. • No caving was observed during excavation, • GEOTECH CONSULTANTS, INC. ti vow •------ .- TEST PIT LOG 12421 Pacific Highway South Tukwila, Washington 'Job No: I Date: I [owed by; Plate: 98003 February 1998 Duo 6 . 444e. /Nod/ Ap 1 i 120~ I 25 MOM OM 30 —' INN MO OW 35 40 70 75re" 65/6' 95 75/11' 30 fl BORING 1 Description . Brown, gravelly, silty SAND, moist, very dense (Glacial Till) Cray SILT, low plasticity, massive, moist, very dense • Boring was drilled to 26 feet on February 16, 1998. • No groundwater seepage wee encountered during drilling. GEOTECH CONSULTANTS, INC, BORING LOG 12421 Pacific Highway South Tukwila, Washington Job No; Oate: Lo/ed 90063 tr 1sbruary 1998 ou Plate: 7 ig 1 1 1 110 1 15 1 1 20 1 26 1 30 1 135 lioY BORING 2 Description , 23.0% 80/11" 78 02 76/8" Gray, gravelly, silty SAND, moist, very dense (Glacial 7710 ML Tan to gray, clayey SILT, with occasional slidcenaldes, moist, hard u� 97.1, P1.14.1 • becomes sandy, non•piasttc, very dense • Boring was drilled to 30.6 feet on February 1611998. • No groundwater seepage was encountered during drilling, BORING LOG 12421 Pacific Highway South Tukwila, Washington Job No: I Date: !Logged � IPlate: 96063 February 19951 D8 8 1 1 1 • , 5 110 1 15 20 BORING 3 Description, IMP NMI ONO 25 --- 30— 35 — 40 -- 1 9 18 59 1 FILL Dark brown to gray, gravelly, silty SAND, with some wood debris, wet, loose to medibm.dense (PILL) - hydrocarbon odor - becomes very gravelly • • Boring was drilled to 17 het on February 10,199$. • Water level reassured In monitoring watt on February 18, MO at 4.5 feet. GEOTECH CONSULTANTS, INC. BORING L OG ' 12421 Pacific Highway South Tukwila, Washington Job No: halo: Logged �: 98063 February 1996 DB Plato: 0 1 1 110 1 1 1 1 1 6. 24,0' 16— 20 6 30 1 36 1 40 1 Immo 85/10" 80 74 80/6" 80 /4" 50 0 's. BORING 4 Description Brown, silty SAND, fine-grained, moist, medium -dense ML Brown SILT, low plasticity, massive, moist, very dense - becomes gray LL 38.8,p1N14,8 - becomos wet ML Ught brown, sandy SILT, low plasticity, moist, very dense • Boring wee drilled to 31 het on February 17, 1995. • No groundwater seepage was encountered during drilling. • BORING LOG 12421 Pacific Highway South Tukwila, Washington Job No: Date: Logged 98083 February 1998 D9 Pate: 10 10 18 20 26 30 35 40 ti t 4 )s BORING 5 Description INENNO 23,5% 23,3% 88 88 5cre• 78 71 75 2 g n Brown to gray, silty, gravelly SAND, moist, loose (FILL) FILL Old Topsoil 1111:11 Ili L Gray, silty SAND, with trace of gravel, moist, dense to very dense Brown, salxty ILT, non•plasao, moist, very dense LL*33,8, P1110,3 II1II II II I D 11 In' ownialinwerrw Brown, gravelly, silty SANG, finegralned, moist, vary dense (Wads/ 77/0 Gray SILT, low plasticity, massive, wry lone. LL•12,1,'Pl.LO • Boring was drilled to 31 feet on February 17,19911. • No groundwater seepage was sncountend during drilling, GEOTECH CONSULTANTS, INC, BORING LOG 12421 Pacific Highway South Tukwila, Washington Job No: 1 !late: Loeser/ by. Pate: 96063 February 1998 DBG 11 1 1 � . ,■„ ,��6 , ° dig ° r A¢ .� BORING 6 Description 110 1 1 1 1 1 1 1 15 20 25 30 1 mom 40.-- 79 Brown, gravelly, silty SANG, fine - grained, very moist, loose (FILL) FILL Brown, sandy SILT, non - plastic, moist, very dense • Boring was drilled to 18 feet on February 171 1898. • No groundwater seepage was encountered during drilling. ■ GEOTECH CONSULTANTS, INC. t., BORING LOG, 12421 Pacific Highway South Tukwila, Washington Job No: 98083 Date: Logged : February 1998 DB Mate: 12 ets ig t 10 15 20)'i' 25.0% 26 30 36 40 • 79 97 78 75 3G FILL BORING 7 Description Brown, very silty SAND, very moist, loose (FILL) Brown, sandy SILT, low plasticity, moist, very dense •♦ • becomes gray with occasional gravel Gray, clayey SILT, with occasional slIckensides and fractures, medium-plasticity, moist, hard LL0t78,4, P1a11,4 • Gray SILT, low plasticity, moist, very dense • Boring was drilled to 20 feet on February 1711008. • No groundwater seepage was encountered during drilling. 1 • • BORING LOG, 12421 Pacific Highway South Tukwila, Washington Job No: Date: Logged y: Mate: 98083 February 1998 DB 13 • 1 1 1 110 1 15 1 I 20 1 126 30 1 I35 1 A `06 ��o0 44c, 4 5� BORING 8 Description r 40- -• 22,5% 78 74 70 70 FILL Dark brown, gravelly, silty SAND, very moist, medium -dense (FILL) • Brown, slightly sandy SILT, low plasticity, moist, very dense Gray SILT, low asticity, massive, moist, very dense LL' 37.3, Plat, i • Boring was drilled to 91,8 feet'on February 1711990. • No groundwater seepage was encountered during drilling. ft BORING LOG 12421 Pacific Highway South Tukwila, Washington Job No: 98083 Dale: February 1998 DSO Plate: 14 Stops bock/,Y/ owoy /tom /oundol/on, • T/GHTL /NE ROOF DRAIN Do no connect /o' fooling drain. BACKF /L L See /ix/ for requirements. WASHED ROCK S 0'4 NCNW OV (N COTEXTIL E VAPOR BARRIER .�L 4 "m /n. FREE- GRAIN /NO SAND /GRAVEL 4" PERFORATED HARD PVC PIPE /aver/ of /cos/ os /ow of fool /np and /or crawl spore. Slope to droln. Place wsepholes downward, GEOTECH CONSULTANTS d FOOTING DHAIN DETAIL 12421 PACIFIC HIGHWAY SOUTH TUKWILA, WA ig '09 06/20 09141 THE TECTON Co 1 O. 4 . tg 1 1' EXPLORATION BORING LOG EB -4 SEDIMENT DESCRIPTION Damp, brown and grey, mottled, • slightly oxidized, gravelly, silty fine to coarse sand with occessional organics. DEPTH Dry to damp, brown and grey, mottled, slightly oxidized, silt with occasnione. clay and very fine sand. Becoming dark gray to light grey silt. 5 '10 15 20 25 • • 1 f • I I STANDARD 1'INITNAfl60 MI11TANto h1w1AMt 10 20 30 40 • 1 • • A A 53 J A 30 35 Woodridge Apartments Xing County, Washington. 8804 -31 May 1988 ASEDCIATEC3 EARTH gt 3 • • • '00 06/20 09142- THE TECTOHCo' • 12 .. • • • EXPLORATION BORING LOG EB -k SEDIMENT DESCRIPTION DEPTH fo 1 STANDARD HMtfAAT10M P1S%$TA11C! win ipso 10 !0 S0 40 • As above 52 r .••■• W.* Wet, grey, equigranu3Dr fine sand With some gravel and thin beds of dark grey and light grey silt. 60 v • 'ee 06/20 09142' 4 r. v . THE TECTOH Ce 13 *EXPLORATION BORING LOG EB-4 M _I• •• SEDIMENT DESCRIPTION DEPTH 3 •TA1104” N0IT11AT10M Ml111TA)SCt wM0Peet 10 !0 0 40 Wet, grey, tine to coarse sand and gravel.. BO/1841 Woodridge Apartments King County, Washington. • —6 85 x,90 • ABECICIATEI r r 1 '08 06/2O 8!143 THE TECTON Co • AO •.• .• ►• • • EXPLORATION BORING LOG EB -5 GRAPH 1 E0 SEDIMENT DESCRIPTION DEPTH t 0 •TAMDA110 PiMtt•AT10M 6ltItTAMC! ' KWHif.? 10 20 20 40 Damp, brown and grey, mottled, slightly oxidized, gravelly, silty, fine to coarse'send. 1 1 . 10 15 ' ,.m... ••••■•• ••••••■• ••■■ - with minor organics . , . Domp, brown and grey, slightly oxidized, silt with occcasional. very fin4, rind,. .l. I 1 I — •_.1_•_• ._._. •..� •_.• Becoming grey silt with otcassional very fine sand. . 20 . , A EON 23 1/2' 25 30 35 '- ..�,._. Wooctridgo Apartments esti) PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI2000 -046 DATE: 3 -7 -2000 PROJECT NAME: PAC WEST GENERATOR ENCLOSURE SITE ADDRESS: 1.220 UK 1 TWILA TER IN NATIONAL BLVD Original Plan Submittal XX Response to Incomplete Letter # Response to Correction Letter # .-.,._ Revision # After Permit Is Issued ,DEPfrRTMENTS: Built7in gDivision • Fir 'Prevention S Pla ning Division ANG 3,01-00 Public Woks Structural ❑ Permit Coordinator ■ ■ DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: Incomplete ❑ DUE DATE:3 -9 -2000 Not Applicable ❑ TUES /THURS ROUTI G: Please Route LJ REVIEWER'S INITIALS: nommia, Structural Review Required No further Review Required DATE: ikPP.ROVALQICQRRECTIOOS: (ten days) Approved ❑ Approved with Conditions REVIEWER'S INITIALS: C ON O : Approved Ei Approved with Conditions REVIEWER'S INITIALS: \PRRQUTE.DOC 5,99 DUE DATE, 4 -6 -20QQ Not Approved (attach comments) ❑ DATE: DUE DATE Not Approved (attach comments) DATE: PERMIT COORD COPY PLAN REVIEW /ROUTING SLIP ACTIVITY NUMBER: MI2000 -046 DATE: 2 -2.5 -2000 PROJECT NAME: PACWEST GENERATOR ENCLOSURE XX Original Plan Submittal Response to Incomplete Letter # _ Jesponse to Correction Letter # ____,_Revision # After Permit Is Issued DEPARTMENTS: Building Division Public Works �� 5-4 Fire Prevention Sze) Structural 1-1 Plannin ivision PGb ; -v1cv mon Permit Coordinator DETERMINATION OF COMPLETENE5j: (Tues., Thurs.) Complete ❑ Incomplete Comments: 1 4 DUE DATE: 2- 29-2000 Not Applicable ❑ TUES/THURS ROUTING: Please Route El Structural Review Required ❑ No further Review Required REVIEWER'S INITIALS: APPROVALS OR CORREC,TTIONS: (ten days) DATE: DUE DATE 3- 20 -2QQ2 Approved ❑ Approved with Conditions ❑ Not Approved (attach comments) REVIEWER'S INITIALS: DATE: CQRBEcTION DETERMINAAJION: DUE DATE Approved E Approved with Conditions E Not Approved (attach comments) ❑ REVIEWER'S INITIALS: DATE: \PRROUTE.DOC 5/99 ig s§ gb 4� City of Tukwila Department of Community Development - Permit Center 6300 Southcenter Blvd, Suite 100 Tukwila, WA 98188 (206)431 -3670 Revision submittals must be submitted in person at the Permit Center. Revisions will not be accepted through the mail, fax, etc. Date: Plan Check/Permit Number: M12000-046 Response to Incomplete Letter # 1 ❑ Response to Correction Letter # ❑ Revision # after Permit is Issued Project Name: Project Address: 12201 Tukwilajnt&rnational 131 Contact Person: Havnes Lund Phone Number: - 28binco Summary of Revision: `kvihhs vtzs. bwrw +skd�r�-r C,1 s►ao e4sk —_ + _ Ig - • L ,.1 las r- $TY OF TUKWItA MAR 7 2000 Sheet Number(s): "Cloud" or highlight all yeas of revision Including dale of revision Received at the City of Tukwila Permit Center by: ntered in Sierra on 7' 2-000 02/29/00 City of Tukwila Steven M. Mullet, Mayor Fire Department Thomas R Keefe, Fire Chief March 2, 2000 Fire Department Review Control #MI2000 -046 (510) Re: Pac West generator enclosure - 12201 Tukwila Intl Blvd. Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. The total number of fire extinguishers required for your establishment is calculated at one extinguisher for each 1,500 sq. ft. of area. The extinguisher should be of the "all purpose" (2A, 20 B:C) dry chemical type. The travel distance to any extinguisher must be 75 or lees. (NFPA 10, 3 -1.1) Portable fire extinguishers shall be securely installed on the hanger or in the bracket supplied, placed in cabinets or wall recesses. The hanger or bracket shall be securely and properly anchored to the mounting urface in accordance with the manufacturer's instructions. The extinguisher shall be installed so that the top of the extinguisher is not more than 5 feet above the floor and the clearance between the bottom of the extinguisher and the floor shall not be less than 4 inches. Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they Shall be identified with a sin stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1-6.3) (UFC Standard 10 -1) Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed, (NFPA 10, 1 -6.5) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206.575.4404 • Fax: 206.575.4439 City of Tukwila Steven M Mullet, Mayor Fine rDepertment Thomas R Keefe, Fire Chief Page number 2 Fire extinguishers require monthly and yearly inspections. They must have a tag or label securely attached that indicates the month and year that the inspection was performed and shall identify the company or person performing the service. (NFPA 10, 4 -3, 4 -4 and 4 -4.3) Every six years, dry chemical and halon type fire extinguishers shall be emptied and subjected to the applicable recharge procedures. (NFPA 10, 4 -4.1) If the required monthly and yearly inspections of the fire extinguisher(s) are not accomplished or the inspection tag is not completed, a reputable fire extinguisher service company will be required to conduct these required surveys. (NFPA 10, 4 -3, 4 -4) 2. Exit hardware and marking shall meet the requirements of the Uniform Fire Code. (UFC 1207 -1212) Exit doors shall be openable from the inside without the use of a key or any special knowledge or effort. Exit doors shall not be locked, chained, bolted, barred, latched or otherwise rendered unusable. All locking devices shall be of an approved type. (UFC 1207.3) Dead bolts are not allowed on auxiliary exit doors unless the dead bolt is automatically retracted when the door handle is engaged from inside the tenant space. (UFC 1207.3) 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) When two or more exits from a story are required and when two or more exits froma room or an area are required, exit signs shall be illuminated. (UBC 1003.2.8.4) Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206.575.4404 • Fax: 206.5754439 city of Tukwila Steven M Mullet, Mayor Fire Department Thomas P. Keefe, Fire Chief Page number 3 Manually operated edge- or surface- mounted flush bolts and surface bolts are prohibited. When exit doors are used in pairs and approved automatic flush bolts are used the door leaf having the automatic flush bolts shall have no door knob or surface- mounted hardware. The unlatching of any leaf shall not require more than one operation. (UFC 1207.3) 3. An approved fire alarm system is required per City Ordinance (# #1742) An approved automatic sprinkler system may be installed in lieu of a fire alarm system. (Plans must be submitted to the Fire Prevention Bureau for approval prior to installation.) (City Ordinance #1742) (UFC 1001.3) All new fire alarm systems or modifications to existing systems shall have the written approval of The Tukwila Fire Prevention Bureau. No work shall commence until a fire department permit has been obtained. (City Ordinance #1742) (UFC 1001.3) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) An aisle to and working space shall be provided for each electrical panel. An aisle width not less than 24 inches shall provide access to the panel and 30 inches of working space shall be provided direct! y in front of the panel. (NEC 110- 16(a), NEC 110- 16(c)) Each circuit breaker shall be legibly marked to indicate it's purpose. (NEC 110 -22) 5. Hazardous materials shall not be released into a sewer, storm drain, ditch, drainage canal, lake, river or tidal waterway, or upon the ground, sidewalk, street, Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206 - 575.4404 • Fax: 206. 575.4439 City of Tukwila Fire Department Page number 4 Steven M. Mullet, Mayor Thomas 1' Keefe, Fire Chief highway or into the atmosphere. (UFC 8001.5.1) 6. Satisfactory provisions shall be made for containing or neutralizing spills or leakage of hazardous materials. (UFC 8001.5.2.3) 7. Visible hazard identification signs shall be placed at entrances to locations where hazardous materials are stored, dispensed, used or handled in quantities requiring a permit. Individual containers, cartons or packages shall be conspicuously marked or labeled in accordance with nationally recognized standards. (UFC 8001.7) 8. "No Smoking" signs shall be conspicuously posted within and at all entrances to hazardous materials storage areas. 9. 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. Yours truly, 5l0 The Tukwila Fire Prevention Bureau cc: TFD file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 206.575 4404 • Fax: 206.575.4439 DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL EXP-. ;;DATE :..SABEYCr0.33KM .12/31`/2000; :EP4FECTIVE ; bATE .05/14/1997' SABEY CONSTRUCTION INC 101 ELLIOTT AVE W STE 330 SEATTLE WA 98119 ' - — Dclach And t kpluy COtti icatc - REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST. # EXP. DATE CCO1 SABEYCI033KM 12/31/2000 EFFECTIVE' ;DATE 05/14/1997 SABEY CONSTRUCTION INC 101 ELLIOTT AVE W STE 330 SEATTLE WA 98119 Please Remove And Sign Identification Card Before Placing In Billfold Signature Issued by DEPARTMENT OF LABOR AND INDUSTRIES