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Permit D97-0377 - SOUTHCENTER BP - CANOPY
City of Tukwila Parcel No: Address: Suite No: Location: Category: Type: Zoning: Const Type: Gas /Elec.: Units: Setbacks: Water: Wetlands: 000580 -0038 16200 WEST VALLEY HY NRET DEVPERM II -N 001 North: TUKWILA Print Name:__, DEVELOPMENT PERMIT .0 South: .0 Sewer: TUKWILA Slopes: Y Contractor License No: ARMS TC *373N0 Permit Center Authorized Signature:_ Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Permit No: Status: Issued: Expires: Occupancy: SERVICE STATION UBC: 1994 Fire Protection: N/A East: .0 West: .0 Streams: (206) 431 -3670 D97 -0377 ISSUED 06/02/1998 11/29/1998 OCCUPANT SOUTHCENTER BP - CANOPY 16200 WEST VALLEY HY, TUKWILA WA 98188 OWNER TUKWILA STATION LLC 16200 WEST VALLEY HY, TUKWILA WA 98188 CONTACT ROGER OLLENBURG Phone: 425. 451 -1232 555 116 AV NE #155, BELLEVUE WA 98004 CONTRACTOR ARMSTRONG CONSTRUCTION CO INC 2709 AUBURN WY N, AUBURN WA 98002 r********,******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: CONSTRUCTION OF NEW 6,239 SF CANOPY OVER FUELING FACILITY. r**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 133,951.33 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) . Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N k**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 1,748.96 k**************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Date : 6 _ I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development per ( Signature:_'! ���itl% A Date: 4 2' 6 C� 2 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 "C 7F'.TUKWILA • Ad ir'ess: "16200. WEST .VALLEY HY S t e.: Tenant :;tatus • ISSUED. { Tvpe: DEVFERM`... Applied:- 12/03,' 1 997 Parcel #: 0005,30 -003 Is ued 06/02/1998 :• k: kk• k• k ''* • k• k"*:• k*• k*• k � k. k• k• k*; k' k• k kA- k• k*• k*•• k; k•k'• k: k'* k k: k; k* k* *•k•k*•kk•k *.•k•k*-k-k**•1 •kk erm "i :t• Condi.tions,:. :No . changes `will be made' to , the 'pi ens unless approved by the Architect 'o En 1n'ee r�:and the Tukwila "Bus lding Division, .F.l umb 1 no',permi is Shall:- b'e;,;obtu i:ried. thr �i'udh the Sett l e -King . ealth Piurnb1r w"i 11. 1 inspected by that adericv, irte3Uding e i ±has .ptp (29b 47 ''' r t i y ' y i e .'.v?, 3 R Electrical.0 m`its hall b 'c bi•ai ned. thrbug W hington State DI v i;:`i oh of Laborr= and In tr 'Fe s ;gi '.a'i l e l ec.til':4a i we rl .wi 1 i be'� in ,s ae:ct'ed' 'b.vl .,:t h r ' "" 7 .t A _ , E at a ' - x.. - ' -- a• '' • r .� � b: '. , 4 y r Ali perap . .i nspe. ct ton: record, e nd ' appr.o.ved fi i An' sr sha) 7 be avai.lab at . the lob; " p'rior'i : : -t the:.tart > o ;a .co ` • str uct,i on.,:.... T ,'do " curnents ?are' t o ° ,be maintained a nd ava r able �u ti, ;l ,, T ina l._' -insae`ct :i,on.'.approva1 is gran teii:: ,...; . pry nF . i ;�. .' a 'she x N ` tit .,.. All .s s tru ct ' ural welding l be.a'done by W.A,B 0.`'',,certifi welders rarsd svecit l i► _ "pect•ed fUBC' ;,' Sec. 306(a) 5) . ` A11; :T } h �tren+ h bo`1 inc : sh; 11 < spec ial ir i p cted t•: Sec f'306igh 1:' a >:)63, t be ^; i'' When. sa et: iai inspection' is i reai_r u, ed Iei'ther: the owner, ? c arrh,i.t.ect or^ ena3n,eer sha11, no the ?Tukwi la 13u11.diii,q:; D.i1f'ision t " f .apLi.0in•tmen't of ,the inr� sectio L7 n 'aaenc rio'r' the4itifir,st,b6l:ldi.nq irisuect'"ion. ' of,lall special _ in.s'p'ect'i•onr rep or t Shall be ,ubmi•tted �to =''the Biri 1din' Divisi ,;in a` :, tirneiv 06 por:ts , ' ha"i:1 • contain add ' .project na,nie permit number and., `type ot irisp�ec.ti :tng•. per.tu'rmed ;. • 3.. ..The`ispecial'1 inspector sha scibMit fin al s i . xned' r t tat whether the.. work requir`i'ng sp,eciai'' .i.,r"l;;pe"ction way to the,best- of th"e, inspector 's i noonf or niance: a „ :with ap l an� oved p s '.::and spec i f,:i cati ons .n'd a ' the app l'i ab.l workmans pr�ovi :of the UBC. ' 9: Subaradep'r�epei'i.at in "clud;,lna drainage; exeavet,i"o'n compact1 and fi'l1 reuuiremerir"�sh'al1 c•onform`�'stri,c't :l:v recommenda visors, Oven ii n the . s;o ills,. report . 10. All construcci.on`: to be done i.n confor rnance with aa: plans and reyu i'r Tali en of the ,Un f:or�`m' °'Bu i 1 d.1 nqC±ode (1 994 Edition) as amended. Uniform Mechanical Code '( 1994 Edition. and Washington $tate'"Ener`gv ",,Coda:4094 'Ed itt"ion) . 11. "Canopy lighting is limited; t o tnit lighting power allow- ance proposed an the lighting summary that accompanied this permit submittal: (20) metal halide fixtures @ 400 watts ea. 12. Validity of Permit The issuance of a permit Or approval of plans, specifications, and computations shall not be con- strued to be a permit for, or an approval of any violation of any of the provisions of the b u i l d i n g code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid, • 13. Temporary erosion control measures shall be implemented as the first order of business to prevent sedimentation off - site or into existing storm drainage facilities. 14. The site shall have permanent erosion control measures in Place as soon as possible after final grading has beers Permit No D97 -0377- Project Name/Tenant: BP Gas Canopy_ Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse El Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Value of Constructi : /aa 95/. 3 5 Site Address: 16200 West Valley Highway Tukwila, WA City State /Zip: 98188 _ith Tax Parcel Number: 000580 - 0038 -04 Property Owner: Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating Phone: Tukwila Station L.L.C. 206 -623 -8517 Street Address: City State /Zip: Fax #: c/o Evan Zefkeles 600 Westlake N Seattle. WA 98109 206 -623 -4565 Contractor: Phone: Street Address: City State /Zip: Fax #: Architect: Phone: Roger 011enburq 425 - 451 -1232 Street Address: City State /Zip: Fax #: 555 - 116th Avenue NE #155 Bellevue, WA 98004 425 - 451 -1841 Engineer: Phone: Symonds Consulting Engineers, Inc. 206 - 441 -1855 Street Address: City State /Zip: Fax #: 1601 Second Avenue #1000 Seattle, WA 98101 206 - 448 -7167 Contact Person: Phone: Roger 011enburq 425 -451 -1232 Street Address: City State /Zip: Fax #: 555 - 116th Avenue NE #155 Bellevue, WA 98004 425 - 451 -1841 Description of work to be done: Construct new canopy over fueling facility. Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse El Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ® Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other itn Will there be a change of use? ❑ yes w no If yes, extent of change: . Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm w none ❑ other (specify) Building Square Feet: existing 6239 new Area of Construction: Will there be storage of flammable /combustible hazardous material in the building? Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating ❑ yes ® no quantities & Material Safety Data Sheets CITY OF TUKW/ILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 New Commercial / Addition / Multi - Family Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Flood Control Zone ❑ Hauling ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Moving an Oversized Load: Start Time: End Time: ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s): 0 Deduct 0 Water Only ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: Date app 'catioires: 4 7 is App yip by: (initials) PLEASE SIGN BACK OF APPLICATION FORM NCPLRMIT.DOC 1 /29/97 BUILDING OWNER 14 AUTHO I ED AGENT: Signature: 9A / ` Ol Date: , , (j 7 Print name: Reger l enbur/ Pho925- 451 -1232 Fax tI:425 451 -1841 Address: 555 - 116th Avenue NE 11155 City /State /Zip: Bellevue, WA 98004 ALL NEW COMMERCIAL/ADDITION/ TI- FAMILY PERMIT APPLICATIONS M BE SUBMITTED WITH THE FOLLOWING: ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ❑ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN • BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED WA SUBMITTED ❑ ❑ Copy of recorded Legal Description from King County ❑ ❑ Certificate of water /fire flow availability (Form H -11a). Contact the Public Works Department (206) 433- 0179 for servicing district. ❑ ❑ Certificate of sewer availability (Form H -11). Contact the Public Works Department (206) 433 -0179 for servicing district. ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Five (5) sets of working drawings, which include : ❑ ❑ Site Plan 1. North arrow and scale. 2. Existing and proposed utilities and existing hydrant location(s). 3. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements. 4. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions. 5. Location of driveways, parking, loading & service areas, with parking calculations & location & type of dump - ster recycling screening. 6. Location and screening of outdoor storage. 7. Limits of clearing /grading with existing & proposed topography at 2' intervals extending 5' beyond property's boundaries, erosion control measures & three buffer protection measures. 8. Identify location of sensitive areas slopes 20% or greater, wetlands, watercourses and their buffers (TMC 18.45.040). 9. Identify location and size of existing trees, note by size and species those to be maintained and those to be removed. 10. Landscape plan with irrigation: Existing trees to be saved by size and species. Proposed: Include size, species, location and spacing. Location of service areas and vault with proposed screening. 11. Location of high water mark of the Green /Duwamish River if site is located within 200' of the high water mark. 12. Lowest finished floor elevation (if flood control zone permit required). 13. Civil plans to include size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. 14. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H -9). ❑ ❑ Vicinity Map showing location of site ❑ ❑ Building Elevations (Include dimensions of all building facades and major architectural elements) ❑ ❑ Mechanical Drawings ❑ ❑ Structural Drawings (detail of sprinkler hangers, pipe, duct & vent penetrations in structure) ❑ ❑ Architectural drawings ❑ ❑ Specifications (if separate document) ❑ ❑ Structural Calculations ❑ ❑ Sprinkler structural calculations indicating load of water - filled sprinkler piping ❑ Cl Height Analysis ❑ ❑ Soils Report stamped by Washington State licensed Geotechnical Engineer ❑ ❑ Topographical and Boundary Survey ❑ ❑ Tree Coverage Analysis (Multifamily only ) ❑ ❑ Washington State Energy Code Data and Non - Residential Energy Code Compliance Form H -7 ❑ ❑ Completed Land Use Applications if not previously submitted (i.e. SEPA, BAR, Variance, Shoreline or Tree permit) ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Pub- lic Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal. I HEREBY CERTIFY THAT 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. NCPERMIT.DOC 1/29/97 4 1 4 ,4:1‘. it • i••• '•, • *A • * * r ** * ****.** * 'IS • k #4; e 760 774 • "C14ECI: ZX,.ENTE.11r12:ISES :.; • • !•': •••• ••• • - ": ••" .-,•••••%-Pp•rnrit. No : :1)97-.0377 •::-:Tvile: DEVELOPMENT .PEIZMIT i •P•i.troe1-,.t1o:,..000„.590702,3P • S i . te - ;:,..14C1die WEST • :„ • • , •‘.• ": ' • Total FOe •.• 061..75 *tot 1 L.L (mti - 1.748.96 • • -, - .•:00 •;•.:: *1**A *.**4 *44- ** it":* * *:**.* 4****,i• **1,.******7+•4**** 1cCOLIfl Code •• ••.:• ; .• Amount •. 000/322.100 I1u]:LDINU -: :370..01 00,10/.345.1330 PLAN CHECI UONRES 1:660/38..901 • STATE BUILD:110 •,Sl114CHAIISE • •• , ." 4k.50 2530 9603 1717 TOTAL 1061.75 . ; T 1 1 . 1 'P ym rat;. C87.21, Tatal 'F1L.L..Pmtas : 687.21 Balances 1.6 61.75. �F, ► h .* A .ot d k k 1• * k • •a fir, dr.,i 74 4• * * k .k *:le i * Il ** •A +5 •k . * h it •k 0, 4 4 * fi •A * * ; a1, •k, k 4 k •k •k is flccbu ni Code Deecr i pt i an Ilmaar t 000I22.1.00 .... 687.21 `l 1`^P .a is /'''(�i• il. :t= :Y ! h n , } . .� k+A A '.iAakk��k�; *s1 �k* • •.�A * * •kd• 4rd• • G StY OF fu KNIL(- Nf�: ��� •A .4 kO8i41.f. * k �h t �C * s1. * ,i ; A A *fir ;! * A . A i 4 A �1 k � .i�•i4.,c A A. fir: � 'k A ,� k .l • # A ,� ,1 •h •k * •n .�C � •A 4t4.. •k. ; f:RAI4Shil f numb r 0:6 0,9 unt ''Amo X87.2 /).5/9'7:..13: 5. 'aym r� t e Me.thad • 'CFIECI( Net :: l I:NT'ERPR1I3E :: xn 1t WPI3 Perniii;: MC DEVPEkM ; DEVEI.C'PhENT PEFM T P arcel ;.Na�''000 80�003n, Si'1•� .:H�Sdr•k� 16200 WES;T.. :VtaL.LEY: N 48 ;96 BUTLDINc - .NDNi2Ea T 12919 CASCADE TESTUN,,:ABORATORY, INC. & INSPECTION / ENGINEERS / GEOLOGISTS PREVIOUS 8 7 8 NE. 126TH PLACE. REPORT No 4 5 KRCLANO, WA 000334 12001823-9000 EVERETT (2081250.0817 IRE( „ 1V D f � �.....,9,W. AUG 2 5 1998 (C-1 2 ,C j & Cf .MMUNI Y DA — a o,, V ,(jam I CE ( NO. / ` TO. PROD T - Cefi P LOCATION /a 20o (A ) (41 f/ � 7'� �r�, / VINE TEMP. AT AT AM PM BLDG. G. P NO. - RMIT ^�� -�1' 1 -� C 37 / \ DE E) .UVivit.:11 1 FATHER 1 a., ENGINEER ATTN ARCHITECT CONTRACTOR (2) INSPECTION PERFORMED _ RESTEEL/CONCRETE XRESTEEL ONLY RESTEEL/MASONRY STR.ST/WELDING OTHER STR.ST /BOLTING (3) ITEMS INSPECTED ,FOOTINGS _ AUGER CAST PILES - DRILLED PIERS - FOUNDATIONS _ SLAB _ COLUMNS -- WALLS BEAMS - - - 4 LOCATION (AREAS) CR) C G crii7 A17 �. (5) CONCRETE/MASONRY SUPPLIER MIX NO DESIGN STRENGTH (Pc) TOTAL CU. YD. PLACED SLUMP (INCHES) AIR CONT T ( SPECIMENS CAST %) SEE CYLINDER REPORT NO YES NO _ ITEMS INSPECTED WERE IN CONFORMANCE WITH BLDG. DEPT. APPROVED PLANS, SET NO _ NO REMARKS• eO f I !' 2 / L C HOURS ON PROJECT TRAVEL TIME TRAVEL MILEAGE APPROVED BY COPIES TO: Y 1■-• /l a% ' i0 a C��J 417 FORM NO. CTL•8 9-1 INSPECTOR: SIGNED: FIELD REPORT rua.n >. nYtw.Q'Y•9+•11`M'(Ri5x�Y1N. (r � -/D e4,P 7174 ele �j 12/24/1998 15:49 425 - 451 -1841 ROGER OLLENBURG L GILES ENGINEERING ASSOCIATES, INC. GEOTECHNICAL, ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS 11807 North Creak Parkway 8., Sults 102. Bothell, Washington 98011 1425) 482.2020 / FAX: (426) 4824300 DAILY FIELD MONITORING REPORT # 4 _ CLIENT: Roger Olienburg • • PROJECT: Southcenter BP ARRIVAL TIME: 7:45 a.m. & 2:00 p.m. GILES FIELD REP.: R. Hyland DEPARTURE TIME: 9:00 a.m. & 2:30 p.m. PERMIT NO: N/A WEATHER: Sunny, - 80's PAGE: 1 OF__2_. EQUIPMENT USED: COPY OF FIELD REPORT LEFT ON SITE; RECEIVED CITY OF TUKWILA Lite 241998 PERMIT CENTER REVIEWED BY CONTRACTOR(S): Armstrong PROJECT LOCATION: 16200 w. Valley Hwy, Tukwila DATE: 7.22 -98 GILES PROJECT NO: 6G- 9702009 PAGE 02 We arrived on site at approximately 7:46 a.m. to observe exposed canopy foundation subgrades. Upon arrival, we observed six exposed canopy foundation subgrades (see attached foundation plan). Exposed footing subgrade soils generally consisted of moist to wet, dark gray, silty fine sand (native). Due to depth of several footings and slope stability of the open cuts, a closer observation could not be made. However, based on visual observation, it Is our opinion, the exposed subgrades are adequate for the design bearing capacity of 1000 psf. The two eastern most footings were hand probed and observed to be adequate for 1000 psf, as well. The top few inches of the subgrade appeared loose and disturbed due to teeth of excavator bucket. We met with Craig of Armstrong Construction and recommended removal of loose, disturbed surficial soils prior to CDF placement. Three soil density tests were conducted at recompected building foundation subgrade. Results met or exceeded specified compaction. Craig indicated two additional canopy foundation subgrades will be exposed later today end suggested that we return later this afternoon. We left site at approximately 9:00 a.m. We returned on site at approximately 2:00 p.m. to observe the exposed two additional canopy foundation subgrades. Exposed footing subgrade soils consisted of moist to wet, brown -gray, silty fine sand with loose, disturbed surficial soils. Met with Craig and recommended removal of loose surficial soils. The exposed subgrade appeared adequate for the design bearing capacity of 1000 psf, based on visual observation. We left site at 2:30 p.m. RECEIVED AUG ii 13'x;, BY: TEST NO TEST' ELF IN PLACE DENSITY pef IN PLACE MOISTURE 91, IN PLACE PERCENT COMPACTION SOIL ID NO MAX LAB DENSITY Pof OPTIMUM MOISTURE 9i SPECIFIED PEIICENT COMPACTION A• b• C• REM ARKS 4 -1 0 131 6 97 1 136 7 95 4.2 0 134 5 96 1 140 7 95 i Rock corrected 4 -3 0 131 5 97 1 135 7 95 12/24/1998 15:49 425 - 451 -1841 ROGER OLLENBURG GILES E N .;INEERING Associts, INC. - GEOTECHNICAL, ENVIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS- REPORT OF FIELD COMPACTION TESTS CLIENT: Roger 011enburg & Associates PROJECT: Southcenter BP DATE: 7/22/98 PROJECT NO.: 6G- 9702009 -4 WEATHER: Sunny, - 80 °F FIELD REP.: R. Hyland PAGE 03 ELEV /DEPTH REF.: TEST NO. ooting subgrade 4 -1 t See attached foundation plan FIELD TEST METHOD: II I nuclear t 1 aandcone PROCTOR METHOD: 1 ) standard t,/ modified TEST DATA LOCATION t 1 drive tuba REVIEWED BY: %lib , CITY e F TUKWILA u E C 2. 4 1998 PERMIT CENTER •A test result masts specification •8 test result less then specification •C teat result after rscompaction BY: ECEIVETY AUG 199 • • RI I • s ffi, Q o 1. FOUNDATION PLAN p oo I., 3 a.- , I 1 N it -� l dt r SCALE: 1 /A' • /v-O' ,tom; ML PAIL DIMENSIONS FROM Carol OF FOOINCS. • IN lir 01600 A. J.-11111111 F P + -% 114 • iii om 14 P t t41 1f4 - w . �— — It Cr vas • an mei N r -a FRONT OF BUILDING • 1* wove d ti r41r4 u � MU MIRO rfueviir U. 0 NM V NON �►� r 1) w r,re su' ilia in It iy rr form! 'DETAIL r ., , f: r . ,». Maur 12/24/1998 15:49 425 - 451 -1841 ROGER OLLENBURG I. N10 ga l Q � � O '11011 10 t OM O M ACC410AMR M1.I T E tIO4 s MON LOMB s1o1r AIOS Pa MAN FOOT - 1.4.4 ; 110'WM9 • 10 milt‘ 01tt C Mae Mt v 1 J. >a! N AC1m1M4t *1W 0010100110CM ITT TWIN t tb vglIMOINo MUM= NC x1110 YM111 * 1•7. AILOWL& IMO 1870011 • MURK O10M7CAVA1s ! 1 T Ma IWO OF MOas 1o<0OA1MMO OIL ALL RI le Km am mom r-r comPACIO AIMACO1T 10 ROM S MALL PLACID N W MO C0IAC11O 1O OW 1t AM 0 1Y7 HANOI Mire NUN MACC V TOW tr-a• r -; SYMONDS 4e�■esae� M PAGE 05 . • 1meLaM IAa • ►a 11101101. WM OWL, CORM 10 MN A II CO AU SU COMM 10 AM A i7. M1 ISM OW OL1: • MM. STALL 0 0M ST DX 101 ms WWI MO aI. AIL IMAM 0�1 " MOO MOM Wien 10 WOW FMCS I621110 OWL 0[ SO Mt ova= mum MN T MOM !. ....A10 MAIL AMOK K ,W NW O0p10.M0100 OF M/ MAOMSL MOM OMIT Of MO LOFT. RECEIVED CITY OF TUKWILA PERMIT CENTER 5ciAtti ceok r 8P 4,A- 4702001 7 -2 ? Oloier 014 IJJ BY: o kale. 64 food s, P.M. 7r + 1+ k. INSPECTION NO. > CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter B vd, #100, Tukwila, WA„.98-1 Project: - 1 - 4//�'i/1G4 Ad / 4 soo za d Special instructions: a.m. P.m. Reque�t Phone: Approved per applicable codes. COMMENTS: Inspe INSPECTION. RE ' Retain a copy with 'rmit Date: El $47.0 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd!+&uite 100. Call to schedule reinspection. Date: Receipt No: (V7 577 PERMIT NO. 206)431 -3670 Corrections required prior to approval.' INSPECTIOt RF -9RD Retain a copy wit ermit INSPECTION NO. CITY OF. TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 1 1 Receipt No.: , PERMIT NO. (206) 431 -3670 re s: W Special instructions: (pproved per applicable codes. Type off inspection: Date c`alIt / � r.x a.n�✓ p.m. Date wf gte / � Re ester: / Ph c n ) r2 c, S `9s-, Corrections required prior to approval. COMMENTS: D 'ty lqq Inspector: $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: Project: TuKwilct BP T ype of inspection: r w r Address:! W Wes'F VA I ley H WD Date called: • 1 Special. instructions:. Date wanted: 1 -5 -9 ! p p.m. Requester:/i - Hrmsfrong Phone No.: 20h /2g5 -91s il.s t INSPECTION RECOln Retain a copy with peYLit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 ) 431-3670 Approved per applicable codes. Corrections required prior to approval. COMMENTS: . S /9h e c(D / 04 Col y 91y Alin !le vde re co frwe v1;1 er _Vie 1304 Inspector , /4 4_ ri $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Pro Type of inspect' • Date called: Y A dress: f (04 c ✓A c..:E...% Special instructions: Date wanted: a.m. p.m. Re ue r q /637- 977 ' Phone No.: 29 W5/ sy.n.11.nr.70.101 4111111/ I1 Receipt No.: INSPECTION RF,&ORD Retain a copy will6Jermit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., 4#100, Tukwila, WA 98188 n Approved per applicable codes. COMMENTS: ri Date: Date: A-Kor 7 cf Piel 06) 431 -3670 Corrections required prior to approval. 1 / $42,00 ' EINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection, _.. .��. ��,!� Pr t: Q r c P T f inspe ti n: �rrr I/ i P5 A41;e tiu l/ Date called: pecial. instructions: Date wanted: /D ��� a.m. P.m. Requester: Phone No.: COMMENTS: INSPECTION RRD Retain a copy witNlermit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 P9 ? -- Date: Kt, rt3 PERMIT NO. (206) 431 -3670 n Approved per applicable codes. ,e"CSrrections required prior to approval. / - `f (� $42.00 REINSPECTION FEE REQUIRED, Prior to i pection, fee must be paid at 6300 Southcenter Blvd., Suite 100, CaII to schedule reinspection. Receipt No.: Date: 1'. Proje. um , A eerier 46.fr Type of i sp : (4110". , cici 1C5C) WO Date c d: Special instructions: Date wanted: /..., 1 ,9tg fl ,.. Requester: Pho -(;4,rl 7 7- 5386 awl 1.1%+/;•`‘i.P4- 4 =::14sit'..t..5 INSPECTION NO. 'CITY OF TUKWILA BUILDING DIVISION 6800 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. COMMENTS: )RD ermit , a Corrections required prior to approval. PERMIT NO. Inspector Date: - El $42.00 REINSPECTIO • FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. [et No.: Date: FOSS % . A S S O C I A T E S : ' CONSULTING ENGINEERS A 1'ROPESSIONAI, 2030 FIRST AVENUE 'I'EI EI'IIONE: (206) 256.1603' SERVICES SIIITE 203 • FAX: (206) 256.11107 CORPORATION SEA11i.1:, WASIIINGTON 00123 fossal(I@nwllnk.com FEB 0 5 199 PERMIT CENTER February 4, 1998 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97 -T -25 BP Gas Station Canopy (D97 -0377) RFA #970102 -25 Dear Mr. Griffin: We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The scope of our review encompassed the design of the canopy structure and its foundation. The applicant has successfully responded to our comments. Enclosed are the drawings, structural calculations, and geotechnical report for your use. We have forwarded a copy of this letter to the architect, Roger 011enburg and Associates, for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099, Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Crystal Kolke Senior Plan Reviewer cc: 4f4ec_. Mr. Roger 011enburg , Roger 011enburg and Associates c:Wossath\Tukwila\ 97t25^2.doc evisions: Structural Calculations for T-Shaped Canopy 16200 West Valley Highway Tukwila, Washington , ■ , 1 , , • , • " , • , Prepared for: Roger 011enburg/Architect 515 116th Avenue NE Suite 202 Bellevue, Washington 98004 FILE !,.0,4,%rtztphrilht V„.io r h * 11 Prepared by: SYMONDS CONSULTING ENGINEERS, INC. 1601 Second Avenue, Suite 1000 Seattle, Washington 98101 RECEIVED CITY OF TUKWILA DEC 0 3 1997 I BORES 2/20/ ti 96069.2 Kristi Stingl Lewis September 8, 1997 PERMIT CENTER C SYMONDc: Protect 1I kt.4a1I a Client Subject 1601 Second Ave. Suite 1000 • Seattle, WA >.,i01 -1541 ,� P: 206/441 -1855 • F: 206/448 -7167 eil/K,' I2o VI S1 �f1 V 1 E A S job No. I( p c AM L, 2- Page By I r Date g Checked Date II 1p o ti t t2 '1.6, "7 N • T t •,••- ij • - • • • , Client Subject 14 4 /e4t4 1601 Second Ave. • Suite 1000 • Seattle, WA th01-1541 P: 206/441-1855 • F: 206/448-7167 • Job No.q 2. B Checked E N c, • N C . 1`• (L-- S-Q ? 0-ell\o jo, • - • • • . . • • US 1601 Second Ave. • Suite 1000 • Seattle, WA 90101-1541 P: 206/441-1855 • F: 206/448-7167 , 1°' 2- Page oJ BY Date 7.- Checked MA,PLelo 2 I le- - -c IAA I 7, (ste. (1s n • , „ 1601 Second Ave.. Suite 1000 Seattle, WA 9o101-1541 P: 206/441-185 F: 206/448-7167 - " 1 . ge 16 a. ' N (DO CO C I a ; Pa By ( Checked Date - "Tve_ ri /0. to le_ —9, 5,9 L 1(4116k- 313k- 16. ( 4 01<-- -UJk 'A1 U 18 Patoi,) tl,yz 1222 PLI 5 0 _ • °kilt Subject C-ee `b6 C* 1601 Second Ave. • Stine 1000 • Seattle, WA ...1.01=1541 P: 206/441-1855 • F: 206/448-7167 0 . • Job No. • Page By Date Checked • • Date • • US6 61‘1,4-14)= e!‘ I (erK (A) I L i * Y-9 • . • • SYMO .....•t.•.... ,4).45t)LT,NO ENG P5 Pro Jec • 1601 Second Ave.. Suite 1000 . Seattle, WA -..t01:.1541. P: 206/441-1855 F: 206/448-7167 Job No Page jOS9 (1E1. 2'1, le- sO • ■ I\A5,FaA I tioz- 5te p.r te,,tt. co_oc • -\27q( -- 2qa 1SDO Gan- • 1(4 le_ —11,11_ 066 (A)0(cp■ Iu I-4 b Az • Structural Calculations for T-Shaped Canopy 16200 West Valley Highway Tukwila, Washington Prepared for: Roger 011enburg/Architect 515 116th Avenue NE Suite 202 Bellevue, Washington 98004 Prepared by: SYMONDS CONSULTING ENGINEERS, INC. 1601 Second Avenue, Suite 1000 Seattle, Washington 98101 I MIRES 2t2W 9, 1 96069.2 Kristi Stingl Lewis February 27, 1997 Subject SYMONLJ C O ,+ S V L 1, I+ G ProJect�u l �-'l C44n1 1 Client 17:-or 1 •+ U i N C f. H 5 7 Lk it t . - I' -- 8 � et- 0 -i , ,'- g , t 1 1.5 t 1 3 ,5 1601 Second Ave. • Suite 1000 • Seattle, WA 98101 -1541 P: 206/441 -1855 • F: 206/448 -7167 Job No. Co 0 Lo 2 2 Page By tr v.1 2y i Checked Date Date I of • } _ ® a w I 0 3 3 E A ,k) ! 3 k Subject SYMONLJ C O ,+ S V L 1, I+ G ProJect�u l �-'l C44n1 1 Client 17:-or 1 •+ U i N C f. H 5 7 Lk it t . - I' -- 8 � et- 0 -i , ,'- g , t 1 1.5 t 1 3 ,5 1601 Second Ave. • Suite 1000 • Seattle, WA 98101 -1541 P: 206/441 -1855 • F: 206/448 -7167 Job No. Co 0 Lo 2 2 Page By tr v.1 2y i Checked Date Date I of • } Design Loads Snow Load = 25 psf Dead Load= 3 psf Total Load= 28 psf Wind Load-- per 1994 UBC 0 mph Basic Wind Speed. Exposure C p = Ce x Cq x Qs x I Ce= 1.13 Qs= 16.4 psf p= 18.53 Cq Uplift (Cq = 1.7) = Lateral Load on Parapet (Cq =1.3) = 24.1 psf Total Lateral Wind Load = '24.1 psf * 92' * 3.50' = 7.76 kips or 24.1 psf * 84' * 3.50' = 7.08 kips Earthquake Load V= Z*I*C*W/Rw Z = 0.3 • I = 1 C = 2.75 Rw = 6 W= 3 psf 94 ft * 43 ft +3 psf 41 • ft * 45 ft + 30 plf 46 ft * 6 + 26 plf 92 ft * 3 + 53 plf 92 ft * 1 + 58 plf 36 ft * 3 + 58 plf 39 ft * 1 Gravity Loads Seismic Zone 3 V= 6.40 kips W= 46,560 lbs WIND GOVERNS TUKWILA, WASHINGTON 0 u Project �� L./.t'J/ Client Subject C v t. I ■I f C R •. 1601 Second Ave. • Suite 1000 • Seattle, WA 98101 =1541 P : 206/441 -1855 • F: 206/448 -7167 Job No. i D Page ,Checked Date 12 Date aJkr,i 1`r s p ems A. 02. svuu.o 4 -R. 49-rt\ c,0 2 1 +fit - 3ps = Zip Lie 1�d �ndU�hc� -rt5 uyl d ` k a .1 1 L. f � a t3F-` 15 11.1' I I I 1 I i2 t i �5 ECKER. Canopies and Bulldlnpa Since 1025 RAY E BCC%fl CO MAWY 2345 N. Ross AveNue PORTLAND. OuooN 97227 503/288 -5341 1.800/775.5341 FAX 303/280 -1642 SECTION PROPERTIES FOR #20 ,GAUGE (T. 0.03561 HI -RIB. FY= 40 KSI DECK SECTION PROPERTIES PER FOOT OF WIDTH: __ §ECTIQN PROPERTIES -)31 < °i byek t 47,- CS 14._ MACKENZIE ENGINEERING INCORPORATED CTVIL • STRUCTURAL. • SURVEYING • TRANSPORTATION 0890 SW. BANCROFT STREET • P.O. BOX 69039 PORTLAND, OREGON 97201.0039 • (503) 224.9560 • FAX (503) 228.1265 BY DATE JOG NO. slit. 1 of 1 0 i W�•D •v,Xm wum , 1b -4- 481 1b- LOAD TYPE AREA . IN' Y e IN 11,0•1N• S, • IN' r s IN M • K IN at . , 16" WIDE.. PANS GROSS SECTION 0.6665 0.7334 0.8300 0.3584 1.1160 — RIBS IN COMPRESSION 0.6413 0.6770 0.7737 0:3243 1.0984 7.7842 RIBS IN TENSION 0.2909 1.6574 0.4057 0.2448 1.1810 � 5.8437 1 " fd G _4•TIO 462, 0.870.2, 1.0. , �,1,,;,e .1 . ' : RI: S IN ' SION — r1.38 1.66 • 0. u 98 _ 0.3251 , 1.1803 . 601 ECKER. Canopies and Bulldlnpa Since 1025 RAY E BCC%fl CO MAWY 2345 N. Ross AveNue PORTLAND. OuooN 97227 503/288 -5341 1.800/775.5341 FAX 303/280 -1642 SECTION PROPERTIES FOR #20 ,GAUGE (T. 0.03561 HI -RIB. FY= 40 KSI DECK SECTION PROPERTIES PER FOOT OF WIDTH: __ §ECTIQN PROPERTIES -)31 < °i byek t 47,- CS 14._ MACKENZIE ENGINEERING INCORPORATED CTVIL • STRUCTURAL. • SURVEYING • TRANSPORTATION 0890 SW. BANCROFT STREET • P.O. BOX 69039 PORTLAND, OREGON 97201.0039 • (503) 224.9560 • FAX (503) 228.1265 BY DATE JOG NO. slit. 1 of 1 0 i W�•D •v,Xm wum , 1b -4- 481 1b- 1601 Second Ave... Suite 1000 Seattle; WA 98101-1541 P: 206/441-1855 F: 206/448-7167 • . • Job No 1 ci rage' of By pate 12 1 3 Checked Date ' MO ND ;3 21 (25u- 4-bipt) 2_52 b 2._r 22,63 2_06tko 2.6) b 23 I b "b5b0 2-11 /b I 2 S1: ps4 - t3 / 5-F • A • • Subject ..; Client f. S 4 1601.Second Ave. . Suite 1000 Seattle, WA 98101-1541 P: 206/441-1855 F: 206/448-7167 Job No. 2'72-Qt ID25 40-1t I (s pg-T._ Z (2 - 0 49-19-rt 1601 Second Ave. Suitc,1000? Seattle, WA :981'01 41 P: 206/441.1855 F: 206/448 -716 Q t Q )ok No 1 t 0 a ( it By Checked`. Date;:., �. 1601 Second Ave Suite 1000 • 'Seattle, WA 98101 -1541 P: 206/441-185 F: 206/448 -7167 G./ Job Noq lJ • Page By S Date . 'Checked Date Igol= Q t► Micro. 2,2i. US& Ui(L L2C9 J-6-) • 6o - . LA= 1•' -a' 9".0 Li I n cst, 2 - 113 Ai SG) E 0 .• C C u �. TR._ U N tF0 (ZM U tJ 1t. + 219 e dis ' `'L 2 � f-2 71 � QpnaL'1°tt 1 0 br 0.(40 1- 0 c-i el b R5C3f)'0.(40 G,6k- S'Sk- 316k- S.o IL 5,0 S Y M O N EIS 1601 Second Ave. • Suite 1000• Seattle, WA 98101 -1541 !/ � / ', P: 206/441.1855 • F: 206/448 -7167 / PmJecl I u YAW I I a p U Job No. OlD , Page o 7 G� f Chcnl By L Date 12-1 7 - / Subject Checked Date _4, ,3 3. 3 LII9 2y,g L_ € mot 5 p ;z4--: —292+- -5,o 1 Project \a_ • Client Subject ; • • • • • , , • • ,‘ „ , ■•, ,• ." • • , . . • • . • ... . • • • 11 [31/4 1601 Second Ave. • Suite 1000 • Seattle, WA 98101,154 • 1': 206/441-1855 F: 206/448-7167 Job No 66( 1 Page 10 of By (&5 - Date t — Chiched 44:4'"4-91 i s 6e 1 -1PIL G.514- • • , 11 14 (14e tpi USE to 12 x58 Raty r -ay .6, 41 5 S M O N D 1601 Second Ave. Suite 1000+ Seattle, WA 98101- 1541 r: 206/441 -1855 • F: 206/448 -7167. 'ProJccr LA CA.NOPY Job No Client By � C.J(i Subject Checked •• , • R E E a v N Foet:1 UNom= S ,c� SNOr Dale ': F Fb 1.50 + 7.18 = 0.33 21.85 27.60 OK <1.33 0.81" horizontal at top of column due to seismic load TUKWILA, WASHINGTON Client Subject 1601 Second Ave. • Suite 1000 • Seattle. WA 98101-1541 P: 206/441-1855 • F: 206/448-7167 cp jobwo 96 2, 1 SYMOND, Proje Client Subject C v fp F F A 4t)N1= 10►%) 6-SICwN) soot') -1- 1)L.-'JZwl,b 1601 Second Ave. • Suite 1000. Seattle, WA 98101 -1541 1 206/441 -1855. F: 206/448 -7167 Job No. By t Cheched Y '( Z smock) t cJ xi' LD 1 ! wt- I6°ec-F C7) 7 (1,c I Page Date Z Date of 24 11 4i e soil bafil - 1 (1(416; SNa -4-' 'F z1 .8 k- 4- 11.D "b8,8. M= .pip= 0,21_ h JG' `'/c, =1.1 _ t - l ) — e C 1 t 1 12— c) = /1,216- + 11.0 : 22.Zk- M 2-0. --F-� e: M (p o ,q ■' .<1.0146-1 a� t t i N, `-I k- - l - - wv '1s1at.01 Rea. 151 /ovis y c.4-70 /1 tt Geotechnical Engineering Exploration and Analysis �� COPY Southcenter BP 16200 West Valley Highway Tukwila, Washington GILES Prepared for: Roger 011enburg and Associates Bellevue, Washington March 4, 1997 Project No. 6G- 9702009 RECEIVED CITY OF TUKWILA DEC 031997 PERMIT CENTER ENGINEERING DISSOCIATES, INC. canopy D'I10 • Dallas, TX • Los Angeles, CA • Madison, WI • Milwaukee, WI • Seattle, WA • Washington, D.C. Roger 011enburg and Associates 515 -116th Avenue NE, Suite 202 Bellevue, Washington 98004 GILEQ 1/4u ENGINEERING HSSOCIATES, INC. GEOTECHNICAL, ENVIRONMENTAL & CONSTRUCTION MATERIALS CONSULTANTS March 4, 1997 Attention: Mr. Roger 011enburg Geotechnical Engineering Exploration and Analysis Southcenter BP 16200 West Valley Highway Tukwila, Washington Project No. 6G- 9702009 Dear Mr. 011enburg: In accordance with your request and authorization, Giles Engineering Associates, Inca (Giles) has conducted a Geotechnical Engineering Exploration and Analysis for the above- referenced project. The conclusions and recommendations developed from the analysis are discussed in detail in the accompanying report. We appreciate the opportunity to have been of service on this project. If there are any questions or if we may be of further service, please do not hesitate to call at any time. Respectfully submitted, GILES ENGINEERING ASSOCIATES, INC. John E. Zipper, P.E. Regional Manager 19019 36th Avenue West • Suite G • Lynnwood, WA 98036 206/771.5775 • Fax 206/771-5557 • E•Mail seattle @gilesengr.com (EXPIRES 1 /24/ 9 y' TABLE OF CONTENTS GEOTECHNICAL ENGINEERING EXPLORATION AND ANALYSIS PROPOSED SOUTHCENTER BP FACILITY 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON PROJECT NO. 6G-9702009 EXECUTIVE SUMMARY ....... .. . . .0 SCOPE OF SERVICES ........ .. .. .. . .0 SITE AND PROJECT DESCRIPTION SUBSURFACE CONDITIONS ................. ... CONCLUSIONS AND RECOMMENDATIONS ....... . .. . .... . 5.1 Site Preparation Recommendations ......... . ... . .. .. 6 5.2 Structural Fill 8 5.3 Utility Trenching and Backfilling 11 5.4 Temporary and Permanent Slopes 13 5.5 Foundation Design Parameters 14 5.5.1 Shallow Foundations 14 5.5.2 Augercast Pile Foundations 14 5.6 Floor Slab and Canopy Slab -on -Grade Design Parameters 17 5.7 Drainage Considerations 17 5.8 Underground Storage Tanks 18 5.9 Pavement Design Parameters 19 6.0 Conclusion 20 APPENDICES - Appendix A- General Comments - Appendix B- Figures - Appendix C -Field Procedures and Exploration Logs - Appendix D- Laboratory Testing and Classification 4 Giles Engineering Associates, Inca 1997 ' '�iaeE"��j�`t3?1J;i{4:rvg iK'S16H..yn.4.�.wrrr.. 1.0 EXECUTIVE SUMMARY Subsurface Conditions m> a: e. wa rkit1.hurY^a'htfit£:.. Aktitertlm'YUdre...x..x rmmw.y. rr..w.wm..r.s. GEOTECHNICAL ENGINEERING EXPLORATION AND ANALYSIS PROPOSED SOUTHCENTER BP 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON PROJECT NO. 6G-9702009 The following is a brief summary outline of the geotechnical conclusions and recommendations contained in this report. This summary should be read in complete context with the accompanying report for proper interpretation. • The subsurface exploration program consisted of completing five hollow -stem auger borings which extended to depths of 14 to 34 feet. • Explorations typically encountered variable depths of asphalt surfacing and crushed rock base. Underlying soils in borings B -1, B -2, B -4 and B -5 consisted of loose, silty fine sand and soft to medium stiff silt. Several of these borings encountered very loose to loose, saturated sand below a depth of 9 to 10 feet. • Boring B -3 encountered a substantial thickness of probable fill soils, extending to up to 29 feet in depth. The probable fill consisted of sand and silt with scattered wood debris and apparent buried trees or branches. Underlying soils consisted of firm, fine sandy silt. • Groundwater was encountered at the time of drilling, at depths varying from 8 to 16 feet. Mottling of soils indicates that groundwater levels may fluctuate to higher levels. Site Preparation Recommendations • In areas where existing grass and sod are present, removal of organic rich soil from areas to be developed will be necessary. Average stripping depths of about 9 inches are anticipated during dry site conditions. • Apparent uncontrolled deposits of variable quality fill have been placed over the entire site. Because of its loose relative density, it is recommended that the upper 1 to 2 feet of material be reworked and compacted as structural fill. • Structural fill should be compacted to at least 90 percent of modified Proctor maximum dry density. Fill in the top 1 foot of pavement/slab subgrades should be compacted to 95 percent of this value. Place fill in lifts of not more than 8 inches loose thickness, at moisture content within 2 percent of optimum, and compact uniformly with suitable equipment. 0.14;44 1h 4.4. ..P ....nq- ..... ".... Hf. xw V. 9FG4tt..9i4At*'h11tN4xi'A4YOtS Nf Yi.M r+'...m..ree.....r...:w c • Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 2 Excavations Building and Canopy Foundations Building Floor Slab and Canopy Slab -on -Grade rv..................... w+ wr1 •..- r..e4faGtMWf Utility excavations will likely encounter silty sand and silt of variable density. Trenches should meet sloping and shoring requirements of all applicable ordinances. Perched groundwater seepage may be encountered in excavations and could be removed with filtered sump pumps. • Temporary cut slopes in loose granular soils and soft native silt should not exceed an inclination of 1.5H:1 V (Horizontal:Vertical). Flatter angles may be necessary where variable conditions are encountered. Permanent cut and fill slopes should not exceed 2H:1 V. • Fill placed on pre- existing slopes should be keyed and benched into at least a firm native subgrade. • Conventional, shallow spread footings for the convenience store should be designed for 2,000 psf maximum, net, allowable soil bearing capacity if the foundations are supported on a minimum of 2 feet of properly compacted structural fill. • Isolated canopy foundations at a depth of 5'/2 feet below finished grade should be designed for 1,000 psf maximum, net allowable soil bearing capacity. The footings should be supported on a minimum of 2 feet of compacted structural fill. • Carwash foundations should consist of augercast piles extended through existing fill. A pile depth of 35 feet is recommended, based on conditions in boring B -3. A working capacity of 20 tons is recommended for 12 -inch diameter augercast piles. • It is recommended the fill below the building and canopy foundations be compacted to at least 90 percent of the modified Proctor maximum. • Perimeter subsurface drains should be provided around foundations if interior moisture is a concern. • Building floor slabs could consist of a 4 -inch (minimum) conventional slab -on -grade while canopy slabs -on -grade should be at least 6 inches thick, both of which should be underlain by a 6 -inch granular base course and 6 -mil polyvinyl moisture barrier. Floor subgrade should consist of a minimum of 2 feet of structural fill soils compacted to at least 90 percent of the modified Proctor maximum dry density. • A pile - supported structural slab is recommended for the carwash structure in order to minimize differential settlement. Alternatively, a slab -on -grade is anticipated to settle up to several inches due to consolidation of existing fill soils. .01CN7ffir.vi:.SS rv,ce.vaasam• A.....:...A..».......ANA mn_- ...w:rMbws 1, A11, r,.w rhAkee ..tAM.ASIA..Mam41,,,A+..n.m. .... a11. c a.nw«.s r. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 3 Pavements • A new heavy -duty pavement section consisting of a minimum 3 thick asphaltic concrete surface over an 6 -inch thick aggregate base course, depending on traffic volume, is considered adequate. Compact the upper 1 foot of pavement subgrade to at least 95 percent of modified Proctor maximum dry density prior to paving. Areas where compaction cannot be achieved may require overexcavation and . replacement and/or geotextile reinforcement. 2.0 SCOPE OF SERVICES The authorized scope of services performed by Giles Engineering Associates, Inc. (Giles) for this project included a visual site reconnaissance, subsurface exploration consisting of five hollow - stem auger borings, laboratory testing, geotechnical engineering analyses, and preparation of this report. Work was performed as described in Giles proposal number 6GP- 961112. Giles' work was authorized by Mr. Roger 011enburg of Roger 011enburg and Associates, including modification to the approved scope of work as described in Giles' memorandum dated February 14, 1997. The purpose of this study was to establish general subsurface conditions from which conclusions and recommendations regarding foundation design and earthwork construction could be formulated. Giles' scope of services did not include the collection or screening of soil or water samples for contamination by hazardous or dangerous materials. This report has been prepared in accordance with generally accepted geotechnical design practice and has been prepared for the exclusive use of Tukwila Station L.L.C., Roger 011enburg and Associates, and their agents for specific application to this project. The recommendations contained herein are based in part on preliminary project information provided to date to Giles which included a preliminary site layout. The Site and Exploration Plan (Figure 1) is included in Appendix B of this report. It is recommended that final design drawings and specifications be reviewed by Giles to verify that the recommendation contained in this report have been incorporated into the design. 3.0 SITE AND PROJECT DESCRIPTION The site is located at 16200 West Valley Highway in Tukwila, Washington. The parcel covers an area of approximately two acres. The parcel was formerly occupied by Andy's Diner. Site topography is relatively flat across much of the site, with ground surface elevations of 23 to 25 feet. A closed depression near the southeast property corner has a bottom elevation of about 16 feet, with side slopes extending onto the south portion of the subject property.' •:.•Itv a.r an Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 4 Based on the preliminary development plan provided to Giles, it is anticipated that development will include construction of six fueling islands with canopy covers, a 52 by 44 foot convenience store building with a storage room, bathroom and vending machines, and two underground storage tanks. A carwash building would be located along the south side of the site, with roughly a 30 by 100 feet plan dimension. It is understood that finish grades of the structures would vary from about 25 to 27 feet. 4.0 SUBSURFACE CONDITIONS ..F('r.... ✓•Pt•.1N1:. r1H'!.z..`tnrt�c> n wsawwa,.. nv�..«•.. n. t.\ wwu..........+.... x+..._ ....iw...,.......• ............. .......�.���.................. .w.w..........+.w....w. rn M�+lt Groundwater Conditions The site conditions were evaluated for this study on February 15, 1997. Surface, subsurface, and groundwater conditions are discussed below. The subsurface explorations performed for this study consisted of five hollow -stem auger borings. The approximate boring locations are indicated on the Site and Exploration Plan (Figure 1) enclosed in Appendix B. The subsurface conditions described below have been simplified for ease of report interpretation. Copies of the boring logs and field procedures are enclosed in Appendix C and should be consulted for a more detailed description of the conditions encountered. Laboratory test procedures and results are presented in Appendix D. Soil Conditions Explorations typically encountered variable depths of asphalt surfacing and crushed rock base. Underlying soils in borings B -1, B -2, B -4 and B -5 consisted of loose, silty fine sand and soft to medium stiff silt. Several of these borings encountered very loose to loose, saturated sand below a depth of 9 to 10 feet. Boring B -3 encountered a substantial thickness of probable fill soils, extending to up to 29 feet in depth. The probable fill consisted of sand and silt with scattered wood debris and apparent buried trees or branches. Underlying soils consisted of firm, fine sandy silt. Groundwater was encountered at the time of drilling, at depths varying from 8 to 16 feet. Mottling of soils indicates that groundwater levels may fluctuate to higher levels. Soil moisture contents at the time of the exploration program varied from moist to saturated with saturated conditions observed where groundwater perching occurred. Descriptors used to describe moisture content include "dry", "damp ", "moist ", "wet ", and "saturated" and are assigned to the description of the soil in the logs based on estimates of soil moisture content observed in the field and generated by laboratory moisture content testing. A "moist" soil is generally estimated to be within ±2 percent of the optimum value for compaction as would be determined by Proctor (moisture /density relationship) testing. It should be realized that optimum moisture values of the site soils have not been determined by laboratory testing and that optimum values can vary widely among the soil types existing at the site. "Saturated" soils are said to have nearly all of their void Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 5 space filled with water. The other moisture descriptors used in this report indicate intermediate moisture conditions and can cover rather broad moisture ranges. Generally, the near - surface, weathered site soils were found to be in a moist to wet condition while soils at a groundwater perching layer exhibited wet to saturated conditions. Site soil moisture conditions and the presence of perched groundwater will depend upon season, precipitation, and on- and -off site utilization. It should be noted that the exploration program for this study was performed at the height of the wet season following unusually heavy precipitation amounts. Seismic Conditions According to the Seismic Zone Map of the United States contained in the 1994 Uniform Building Code, the project site lies within seismic risk zone 3. Based on soil conditions encountered at the site, the subsurface site conditions are interpreted to correspond to a seismic soil profile type S3 as defined by Table 16 -J of the 1994 Uniform Building Code. Soil profile type S3 applies to a profile consisting more than 20 feet of soft to medium stiff clay but not more than 40 feet of soft clay. Except for a few layers of sand of limited thickness, the site soils within the depth of the borings are not considered to be prone to liquefaction. 5.0 CONCLUSIONS AND RECOMMENDATIONS The conditions imposed by the proposed development have been evaluated on the basis of the assumed development plan, the engineering characteristics of the subsurface materials encountered in the test pits, and the anticipated soil behavior both during and after construction. Based on the information obtained from our subsurface exploration program, the project appears feasible with respect to soil and groundwater conditions encountered at the site. However, the very soft soils encountered will require the consideration of foundation design alternatives varying from shallow foundations supported on improved bearing soils to deep foundation systems. The conclusions and recommendations for foundation, floor slab, and pavement design, along with site development recommendations and considerations, are discussed in the following sections of this report. 5.1 Site Preparation Recommendations Based upon the subsurface conditions encountered during exploration, the following site preparation procedures have been developed and include recommendations regarding site drainage, stripping, subgrade protection, proofrolling and subgrade compaction. However, site preparation effort is expected to be dependent upon the time of year that construction proceeds. Therefore, bids for site preparation, earthwork, and paving operations should be based upon the time of year that construction will proceed. It is recommended that a representative of Giles observe the soil conditions prior to and during site preparation activities to evaluate the suitability of stripped subgrades prior to placement of fill, foundation elements, floors, and paving. ..,.......,........ee,�..ar�+6 Ufa;.; »; i i i i Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 6 Site Drainage and Surface Water Control Adequate temporary and permanent control of surface water runoff and subsurface seepage will be required in order to allow site access, grading, as well as construction of underground utilities and storage tanks to proceed. Excavation, filling, subgrade and grade preparation should be performed in a manner and sequence that will provide drainage at all times and proper control of erosion. Surface water should be pumped or drained to provide a suitable working platform. Successful drainage of local saturated zones due to perched groundwater flow and accumulations of surface water runoff could be accomplished by localized ditching and/or the installation of cut -off trenches or "french" drains. The site should be graded to prevent water from ponding in construction areas and/or flowing into excavations. Exposed grades should be crowned, sloped, and smooth -drum rolled at the end of each day to facilitate drainage. Accumulated water must be removed from subgrades and work areas immediately and prior to performing further work in the area. Equipment access may be limited and the amount of soil rendered unfit for use as structural fill may be greatly increased if drainage effort are not accomplished in a timely sequence. Project delays and increased costs could be incurred due to the greater quantities of wet and unsuitable fill or poor access and muddy conditions if a working drainage system is not utilized. All drainage should be performed only after adequate erosion and silt control measures are established as required by applicable codes. Site Stripping Site preparation will require removal of any surface vegetation and organic soils or other deleterious materials in planned building and pavement areas. The existing building in the central portion of the site will be razed and the foundation elements removed. Site grades are anticipated to be raised roughly 1 to 2 feet. If construction proceeds during a generally wet construction period, typically October through May, and the moisture sensitive, silty sand fill soils are allowed to increase in moisture content, they will become unstable. Therefore, the bids for site grading operations should be based upon the time of year that construction will proceed. It is expected that in wet conditions additional soils may need to be removed and/or other stabilization methods used, such as a coarse crushed rock working mat to develop a stable condition if subgrade soils are disturbed in the presence of excess moisture. The severity of construction problems will be dependent, in part, on the precautions that are taken by the contractor to protect the moisture and disturbance - sensitive site soils. If overexcavation due to disturbance is necessary, it should be confirmed through continuous monitoring and testing by a Giles representative. As previously discussed, it appears the site has experienced previous filling over the very soft native silt soils. The very loose relative density of this fill could affect development in pavement and structural areas. It is anticipated that this fill would not adversely affect the long -term Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 7 ' �;f•i » +r , . w. , rntin� iM'. �Y performance of the drives and parking areas provided compaction specifications could be met. If wet or pumping fill material is encountered, it may become necessary to "bridge" the unsuitable material with up to 18 inches of select granular fill possibly in conjunction with the geotextile fabric. Subgrade Protection Soils exposed by subgrade preparation operations will contain a high silt fraction and are considered to be moisture and disturbance sensitive. These soils. will become unstable if disturbed (rutted) by construction equipment while at elevated moisture contents requiring additional soil removal at an increased cost. Therefore, site preparation and initial construction activities should be planned to minimize disturbance to the existing ground surface particularly during the wet season (typically October through May) when the presence of excess moisture would render the site soils more prone to disturbance and softening. Construction traffic should be restricted to specific drive areas to prevent excessive disturbance of the subgrade. If site stripping and grading activities are performed during extended dry weather periods, extensive subgrade stabilization is not expected to be necessary. However it should be noted that intermittent wet weather periods during the summer months could delay earthwork if soil moisture conditions become elevated above the optimum moisture content. The use of a working surface of sand and gravel, crushed rock, or quarry spalls may be required to protect the silty soils particulary in areas supporting concentrated equipment traffic. Methods of constructing a working surface from an advancing fill surface could be used to avoid trafficking the exposed subgrade soils. Proofrolling and Subgrade Compaction Following the recommended site stripping procedures, the exposed stripped subgrade should then be scarified, adjusted in moisture content, and recompacted to the required density. Low areas and excavations may then be raised to the planned finished grade with compacted structural fill. Subgrade preparation and selection, placement, and compaction of structural fill should be performed under engineering controlled conditions in accordance with the project specifications. Overexcavation/Stabilization The near- surface silty soils are considered extremely moisture sensitive. During wet weather conditions, typically associated with early spring, late fall or winter construction, subgrade stability problems and grading difficulties are expected to develop due to the moisture and disturbance sensitive soils and /or the presence of perched groundwater. Construction during extended wet weather periods could create the need to overexcavate exposed soils if they become disturbed and cannot be recompacted due to elevated moisture content and or weather conditions. Even during dry weather periods, soft/wet soils, which may need to be overexcavated, may be encountered in localized portions of the site. If overexcavation is necessary, it should be confirmed through • ?3 V";FYaik' n4a? I t Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 8 5.2 Structural Fill arm ..r�xt•�n:�:s.c,r«..4..,.w •a....rn..u,..,....,... ,..o. wK..................+.....«»...,.........._.................,....... r....-. .. ......n...w......w...+.....•+ Frozen Subgrades continuous monitoring and testing by a Giles representative. Soils that have become unstable may require drying and recompaction. Selective drying may be accomplished by scarifying or windrowing surficial material during extended periods of dry and warm weather. If the soils cannot be dried back to a workable moisture condition, remedial measures in the form of one or a combination of the following may be required: 1. Removal of affected soils to expose a suitable bearing subgrade and replacement with compacted structural fill. 2. Mechanical stabilization with a coarse crushed aggregate compacted into the subgrade, possibly in conjunction with a geotextile. 3. Chemical modification of the affected soils with hydrated lime or Portland cement (depending on soil type) and subsequent recompaction. If earthwork takes place during freezing conditions, all exposed subgrades should be allowed to thaw and then be recompacted prior to placing subsequent lifts of structural fill or foundation components. Alternatively, the frozen material could be stripped from the subgrade to reveal unfrozen soil prior to placing subsequent lifts of fill or foundation components. The frozen soil should not be reused as structural fill until allowed to thaw and adjusted to the proper moisture content, which may not be possible during winter months. All structural fill should be placed in accordance with the recommendations presented herein for structural fill. Prior to the placement of structural fill, all surfaces to receive fill should be prepared as previously recommended. Structural fill includes any fill material placed under footings, pavements, or other permanent structures or facilities. The use of on -site soils for structural fill should be limited as described in this report. Materials typically used for import structural fill include clean, well - graded sand and gravel ( "pit run "); clean sand; various mixtures of gravel; crushed rock; controlled - density fill (CDF); and lean -mix concrete. Recycled concrete derived from crushed parent material is also useful for structural fill provided the material is thoroughly crushed to a size deemed appropriate by the geotechnical engineer (usually less than 2 inches). Structural fill materials should be free of deleterious, organic, or frozen matter and should contain no chemicals that may result in the material being classified as "contaminated ". Import structural fill for raising site grades can consist of a combination of "common" and "select granular" material. Select granular fill should contain less than 5 percent by weight passing Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 9 the U.S. No. 200 sieve, based on the fraction passing the U.S. No. 4 sieve. Select granular fill is recommended for use in wet weather conditions, as discussed in the pertinent sections of this report. Common structural fill should consist of predominantly granular soil, free of organics and deleterious materials, which is compactable to a firm and unyielding condition at the specified compaction levels. Common structural fill should meet the requirements of specification 9- 03.14(3), "Common Borrow" in the 1996 WSDOT /APWA Standard Specifications for Road, Bridge, and Municipal Construction. Select structural fill should meet the requirements of specification 9- 03.12(2) "Gravel Backfill for Walls" of the 1996 WSDOT /APWA Standard Specifications. The suitability of soils used for structural fill depends primarily on the gradation and moisture content of the soil when it is placed. As the fines content (that portion passing the U.S. No. 200 sieve) of a soil increases, it becomes increasingly sensitive to small changes in moisture content and adequate compaction becomes more difficult or impossible to achieve. Soils containing more than about 5 percent fines by weight, such as the majority of the near- surface site soils, cannot be consistently compacted to the recommended degree when the moisture content is more than about 2 percent above or below optimum. Drying of the site soils may only be accomplished during favorable dry weather by methods such as scarifying and windrowing. It is therefore recommended that grading activities be scheduled for the driest time of year in consideration of the moisture sensitive nature of the site soils and the amount of surface water and subsurface perched groundwater likely to be present at the site during winter months. The contractor should anticipate a significant, but unavoidable, commitment of effort to adjust the moisture content of the site soils. If it is not possible to complete the earthwork during dry weather, the design team and contractor should anticipate that a significant portion of the site soils will not be available for reuse for fill applications including utility backfill. If inclement weather or soil moisture content prevent the use of on -site or non - select material as structural fill, it is recommended that use of select granular fill be considered. It should be noted that the placement of structural fill is in many cases weather - dependent and delays due to inclement weather are common even when using select granular fill. When moisture conditioning of the soils is required to increase the moisture content of dry- of- optimum soils, it is recommended that the soils be uniformly blended with the added moisture to provide a uniform moisture content throughout the affected soils. Structural fill should be placed in lifts not exceeding 8 inches in loose thickness. Individual lifts should be compacted such that a minimum density of at least 90 percent of the modified Proctor maximum dry density is achieved. Higher compaction levels should be achieved where called for in the project specifications of the local development standards. It is recommended that the upper 1 foot of subgrade soils below pavement areas and all base course materials be compacted to 95 percent of the modified Proctor dry density. The top 12 inches of compacted structural fill should have a maximum 3 -inch particle diameter and all underlying fill a maximum 6 -inch diameter unless specifically approved by the soils engineer. It is recommended that a geotechnical engineering Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 10 5.3 Utility Trenching and Backfilling Reuse of On -Site Soil representative be present during the placement of structural fill to observe the work and perform a representative number of in -place density tests. In this way, the adequacy of earthwork may be evaluated as grading progresses. On -site soils, which are comprised of existing fill material, may be reused as structural fill for foundation, floor slab, and pavement support, provided the soil does not contain significant organic content or other deleterious materials and is placed and compacted at a suitable moisture content to specified compaction levels. Native soils below the on -site fill are not considered suitable for reuse as structural fill and should be wasted off -site when applicable. The site soils consist primarily of silty sands and sandy silts and were generally found to be in a moist to wet state at the time of the exploration program (February 1997). It is anticipated that grading activities (including utility installation) performed during winter or early spring months would encounter compaction problems with the site soils due to their over - optimum condition or potential for exposure to moisture once excavated. The silty sand and sandy silt soils must be placed within a relatively narrow range of the optimum moisture content for proper compaction. Some drying of on -site soils is expected to be needed if grading occurs during the winter or spring months, and the feasibility of grading with on -site soils will depend on whether adequate drying time occurs. Typically, drying is difficult or impossible during wet winter and spring months. It is anticipated that the moisture content of the site soils would be reduced in mid to late summer months and the probability of drying any remaining over optimum soils increases during this time of year. Excess soils may require stockpiling for extended periods of time before they can be used. It is recommended that all stockpiled soils intended for reuse as structural fill be protected with anchored visqueen plastic. Anchoring the sheet plastic should be completed in accordance with Section 8- 01.3(8), Placing Jute Matting, Erosion Control Blanket, or Clear Plastic Covering presented in the 1996 WSDOT /APWA Standard Specifications for Road, Bridge, and Municipal Construction. All utility subgrades should be firm and unyielding, and free of all soils which are loose, disturbed, or pumping. Such soils should be removed and replaced, if necessary. Utilities which will be supported on the very soft, native silts should be supported on a minimum of 12 inches of 4 -inch minus quarry spalls or crushed ballast rock. Spalls or other clean, crushed aggregate could be placed under water, if necessary, and would require a minimum compactive effort. All structural fill used to replace overexcavated soils should be compacted as specified and as recommended in this report. Where water is encountered in the excavations, it should be removed prior to fill placement. Alternatively, quarry spalls or pea gravel could be used above the water level. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 11 It is recommended that utility trenching, installation, and backfilling conform to all applicable Federal, State, and local regulations such as WISHA and OSHA regulations for open excavations. In order to maintain the function of any existing utilities, temporary excavations shall not encroach upon the bearing splay of existing utilities. Likewise, utility excavation should not encroach on the bearing splay of footings or floor slabs. This bearing splay should be considered to begin 3 feet away from the widest point of the pipe or foundation and extending downward at a 1H: 1 V slope. If, due to space constraints, an open excavation cannot be completed without encroaching on a utility, shoring of the new utility excavation with a slip box or other suitable equipment is recommended. Utility bedding and cover should be placed in accordance with manufacturer's recommendations and local ordinances. Generally, it is recommended that a minimum of 6 inches of bedding material be placed in the trench bottom. Bedding material for rigid and flexible pipe should conform with Sections 9 -03.15 and 9- 03.16, respectively, of the 1996 WSDOT /APWA Standard Specifications for Road, Bridge, and Municipal Construction. All excavations should be wide enough to allow for compaction around the haunches of the pipe and underground tanks. Otherwise, materials such as controlled density fill or pea gravel could be used to eliminate the compactive effort required if allowed by the project specifications. Backfilling for the remainder of the trenches could be completed utilizing common fill or select granular fill, depending on soil moisture and weather conditions. Compaction of backfill material should be accomplished with soils within plus or minus 2 percent of their optimum moisture content in order to achieve the minimum specified compaction levels set forth in this report and project specifications. Initial backfill lift thickness over utilities may be increased to manufacturer's recommended level to avoid damage to pipe by compacting equipment. Caving Some excavation bank stability problems for utility construction may occur where excavations extend into saturated, cohesionless soil and due to the presence of existing fill or groundwater. Relatively flat slopes, benching or temporary bracing may be needed. Temporary excavation stability is a function of many factors including the presence and abundance of groundwater, the type and density of the various soil strata, the depth of excavation, surcharge loadings adjacent to the excavation, the length of time the excavation is open, and weather conditions. It is exceedingly difficult under these variable circumstances to pre- establish a safe and "maintenance free" temporary excavation slope angle. Therefore, it should be the responsibility of the Contractor to maintain safe slope configurations since the Contractor is continuously at the job site, able to control some of the factors, and able to observe and alter the nature and condition of cut slopes. Exceptions to typical slope angles should be made for any excavations which are open during wet weather, any excavations which encounter groundwater, and excavations encountering variable conditions. All utility excavations should conform to applicable sloping or shoring ,... _....._..... .................,..,,.�,.w.r.: < �...., �,..+ �+ rurtw�rtirw.....w vYn«..+..«. �x... ua•„ s�r+... r.» n..., �.. .... >.,....,.....w.- ..,...«.... Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 12 standards for worker access, such as WISHA and OSHA, for open excavations. Based on soil conditions encountered in the exploration, the site soils would generally fall into Type C categories according to the classification system established in Chapter 296 -155 WAC, Part N, Excavation, Trenching, and Shoring. 5.4 Temporary and Permanent Slopes Construction Dewatering Groundwater was encountered at a depth of approximately 8 to 16 feet below grade. Dewatering techniques are anticipated to be necessary for dewatering excavations that terminate below the water table. There is a strong possibility that dewatering may be necessary to complete the underground storage tank excavation and construct a stable subgrade. The soils exposed by the tank excavation will likely consist of silt overlying sand layers which could be water - bearing. In general, the silts are not anticipated to generate significant quantities of water. However, depending on groundwater levels, the bottom of the tank excavation could heave or possibly boil if groundwater levels are within a few feet + of the base of excavation. Therefore, it is Giles' opinion that the contractor should evaluate the groundwater conditions prior to construction and develop an appropriate dewatering plan. Dewatering should extend the groundwater level at least 2 feet below the base of the excavation. Temporary slope stability is a function of many factors, including the following: • The presence and abundance of groundwater; • The type and density of the various soil strata; • The depth of cut; • Surcharge loadings adjacent to the excavation; • The length of time the excavation remains open. It is exceedingly difficult under the variable circumstances to pre- establish a safe and "maintenance- free" temporary cut slope angle. Therefore, it should be the responsibility of the Contractor to maintain safe temporary slope configurations since the contractor is continuously at the job site, able to observe the nature and condition of the cut slopes, and able to monitor the subsurface materials and groundwater conditions encountered. It may be necessary to drape temporary slopes throughout the site with plastic sheeting or other means to protect the slopes from the elements and minimize sloughing and erosion. Unsupported vertical slopes or cuts deeper than 4 feet are not recommended if worker access is necessary. The cuts should be adequately sloped, Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 13 5.5 Foundation Design Parameters 5.5.1 Shallow Foundations shored, or supported to prevent injury to personnel from local sloughing and spalling. The excavation should confirm to applicable Federal (OSHA), State (WISHA), and local regulations. It is tentatively anticipated that temporary slopes in dewatered, very loose granular and very soft cohesive soils at the site could be excavated at an inclination of 1.5H:1V for slopes up to 15 feet high. Where perched groundwater conditions have saturated the surficial soils, slope angles of 2.5H:1 V to 3H:1V may be required for both temporary and permanent slope construction. Shallow french drains excavated through the perching layer could be used to intercept perched groundwater upgradient from excavations or permanent slopes. Groundwater Seepage in Permanent Cut Slopes Groundwater was encountered within all of the explorations. It is recommended that Giles be allowed to review significant permanent excavations periodically as site grading progresses to determine if seepage quantities (if encountered) warrant temporary or permanent stabilization measures. If required, any seepage areas encountered could be stabilized with french drains, rock blankets, or graded filters, as the situation warrants. Specific recommendations for seepage stabilization on permanent excavation slopes are best developed in the field at the time of construction, when the actual excavation conditions can be observed. It is recommended that all permanent cut and fill slopes be designed at a 2H:1 V inclination or flatter. The subsurface conditions observed in our explorations are sufficient to support the planned construction, contingent on special measures to mitigate settlement due to loose, surficial soil and deeper, soft soil conditions. All footings should be founded upon a prism of at least 2 feet of compacted structural fill which is placed above the very soft native or very loose fill materials on a stripped and properly prepared subgrade. The prism of structural fill should extend laterally beyond the foundation edges a distance equal to the depth of fill below the footing. This fill should consist of pit -run select sand and gravel, crushed gravel, crushed recycled concrete, or control density fill (CDF). A geotextile, such as Mirafi 600X should be placed below all fill prisms except if the CDF is used. Footings should not be founded on or within loose or disturbed native or fill soil, topsoil, or pre - existing fill material. The high sensitivity to disturbance of the silty site soils may require that the footing excavations be covered with a lift of crushed rock or a lean concrete "mud mat" to minimize disturbance of the bearing surface during construction in wet weather or wet subgrade conditions. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 14 5.5.2 Augercast Pile Foundations • If unsuitable bearing soils are encountered at the proposed foundation bearing grade, or within the foundation influence zone, they should be recompacted, if feasible, or removed to a suitable bearing subgrade. The overexcavation should extend laterally away from each side of the foundation a distance equal to the depth of the overexcavation and should be backfilled with compacted structural fill. Controlled density fill (200± psi) backfill may be used in vertical excavations below the entire foundation width as an alternate to help limit lateral overexcavation required with soil backfill. Stepped or thickened continuous strip footings and uniformly thickened isolated column footings may also be used to extend to suitable bearing soils. Augercast piles would support foundation loads for the new building on stable soils at depth, below potentially liquefiable and settlement susceptible soils zones. An augercast pile is formed by drilling to an appropriate predetermined depth with a continuous flight, hollow -stem auger. Cement grout is then pumped down the stem of the auger under high pressure as the auger is withdrawn. The final result is a cast -in -place pile. Reinforcing can be lowered into the unset concrete to provided lateral and/or tension capabilities. Pressure grouting methods typically result in a grout column diameter in excess of the nominal diameter of the drilled hole. It is anticipated that grout volumes within the bearing soil will be on the order of 1%2 times or more the nominal volume of drilled holes. The contractor should be required to stagger the pile grouting and drilling operations, such that all completed piles within 10 feet of the pile being drilled have set for at least 24 hours. Augercast piles could gain their vertical compressive capacity from side friction between the pile and the native soils, as well as from end bearing. Augercast piles should extend a minimum of 35 feet below the existing ground surface elevations in order to develop full end - bearing capacity and have a minimum embedment of 5 feet into the bearing layer. This penetration depth may need to be confirmed periodically in the field by removing the auger to observe the soil on the auger flights. Modifications to pile lengths may be required in the field if the bearing soil layer varies in depth. Augercast pile unit capacities for skin friction and end bearing, as well as lateral load bearing capacity of selected configurations, are presented in Table 1 below. Vertical compressive pile capacity is developed through a combination of resistance at the pile tip and skin friction along the shaft of the pile. Uplift pile capacity will develop as a result of skin friction between the pile and the adjacent soil, along with the weight of the pile. The vertical pile capacities presented assume that adjacent piles are located at least seven pile diameters apart. If piles are located closer together, a reduced pile capacity should be used to account for pile group effects. Giles would be pleased to provide capacities for specific pile group arrangements, if requested. If the pile arrangement selected Table 1 Vertical Compressive End Bearing Capacities for Augercast Piles (See Text) Pier Diameter (inches) Allowable End Bearing Capacity (tons) • Ultimate Lateral Capacity for 1 -inch deflection at Ground Surface (Tons) 12 20 5 �k�:e+, ;:;its; �N•ua;: „o,,,, w.: i i l i i ... w+•. vnravr: raverx+! r� •,- ..nrA�.:.r:r�:wsom.a• e..r., Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 15 for the design is not in the table, Giles should be allowed to provide specific recommendations for the chose configuration. For uplift design, allowable skin friction values for each augercast pile of 100 pounds per square foot (psf) between 2 and 30 feet depth, and 500 psf below 30 feet in depth, acting on the surface of the pile shaft are recommended. The exploratory borings did not encounter rocks or other large obstacles which would obstruct pile installation, however, such obstacles can always be encountered. Buried logs and wood debris were encountered in the fill , indicating that obstructions may be present in the fill soils. Piles should be designed based on the depth to suitable bearing soils (35 feet) presented on our boring logs and unit capacities presented above. It may be necessary to periodically remove the pile auger from the holes during drilling in order to verify depths of fill soils and penetration into bearing soil. Anticipated settlement of pile foundations constructed as recommended is '/� inch or less, with differential settlement of V2 inch or less. Concrete floor slabs could be supported on foundation piles, or could be constructed on grade, as descried below, if the estimated settlement performance of slab -on -grade floors is acceptable. Allowable Bearing Pressure Continuous or column footings cast atop a minimum of 2 feet of structural fill compacted to a minimum of 90 percent of the modified Proctor maximum dry density may be designed for a net maximum allowable bearing pressure of 2,000 psf (live - plus -dead loads) at a depth of 2V2 feet or less below finished floor, and 1,000 psf for deeper footings such as the canopy footings. A one -third increase in bearing capacity can be applied due to transient loading. It is recommended that foundation support for the proposed structure be obtained utilizing shallow spread and strip footings founded on properly compacted structural fill. The prism of compacted fill should extend a minimum of 2 feet below the base of structural elements and laterally on a 1H: 1 V slope from the bottom edge of the foundation. The actual foundation design should be determined by the project structural engineer. �C'b�itkt+r ucr r Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 16 Minimum Required Embedment Depth Estimated Settlement The local building code is understood to require a minimum 18 inch foundation embedment depth; therefore, a minimum embedment depth of 18 inches below the finished exterior grade is recommended for perimeter footings. Interior footings should be placed at least 12 inches below the floor slab within heated portions of the building. All footings must be protected against weather damage both during and after construction, and must be supported by suitable bearing materials as recommended herein. It is estimated that the total settlement of foundation members founded within the above mentioned soils may approach 1 inch. Differential settlement of foundations founded within the same soil type could approximate one -half of the total settlement. It should be noted that differential settlement could approach the total settlement values if adjacent footings are founded on different bearing strata. Foundation settlement is oftentimes the function of the condition of the footing excavation subgrade. Footing excavations should be free of loose or soft soil, slough, debris or water prior to pouring concrete. If disturbed or soft soils are left beneath the footing area prior to concrete placement, future settlements may be greatly increased. For that reason, it is recommended that the footing subgrade soils be observed by a representative of Giles prior to pouring footing concrete to document that the condition of the bearing soils is consistent with the recommendations contained in this report. Fill placed to raise site grades may cause settlement in the range of 1 to 3 inches. It is anticipated that this settlement will occur within the first 30 days after fill is placed. It is recommended that construction of settlement- sensitive features be deferred until 30 or more days after site filling. 5.6 Floor Slab and Canopy Slab -on -Grade Design Parameters Floor slab and canopy slab -on -grade subgrades should be prepared in accordance with the previous site preparation recommendations. The slab -on -grade and capillary break material should be founded on pre - rolled or compacted native ground or structural fill compacted to a minimum of 90 percent relative density. It is recommended that the floor slab be underlain by a nominal 4 -inch thickness of clean crushed rock or pea gravel containing less than 3 percent fines passing the No. 200 sieve, based on that soil fraction passing the U.S. No. 4 sieve with at least 30 percent retained on the U.S. No. 4 sieve. Aggregates similar to those specified in WSDOT 1996 Standard Specifications for Road, Bridge, and Municipal Construction, listed under specifications 9- 03.12(4), 9 -03.15 or 09- .. uua., a.... o., v�.r..r nwrr_U060811+:W"WM:',: Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 17 5.7 Drainage Considerations ir..yi.. .r,0:1 ria Estimated Settlement 03.16 can be used for capillary break material. This layer of granular fill is intended to serve as a capillary break and working surface. A minimum 6 -mil impervious moisture barrier should also be placed between the capillary break and the floor slab. If the base course in contact with the vapor barrier has sharp, angular particles, a 2 -inch thick sand cushion layer or geotextile is recommended in order to provide protection against puncture. Any holes or punctures in the vapor barrier membrane should be repaired prior to the placement of the floor slab concrete. Given the anticipated subgrade conditions, it is anticipated that concrete slabs could be designed using standard concrete thickness and welded wire reinforced criteria. The actual floor. slab design, including thickness, reinforcing and joint details should be provided by the structural engineer. With the recommended site preparation and monitoring, the post - construction total and differential settlements of the floor slab constructed as recommended are estimated to be less than 0.75 inch and 0.5 inch, respectively, which are considered within tolerable limits. The carwash slab may be subject to long -term settlement due to consolidation of debris -laden fill. It is recommended that the slab be either supported on pile foundations, or designed to tolerate settlements in the range of 2 to 4 inches. It is recommended that the building be provided with a perimeter footing drain system to collect free water if moisture inside the building is considered a problem. Footing drains, with clean outs, should consist of at least 4 -inch diameter, perforated, PVC pipe fully enveloped in pea gravel or washed rock and be placed at the footing subgrade elevation around the outside perimeter of the foundation. The pea gravel envelope should be wrapped on the top and sides with a non -woven geotextile fabric to prevent the migration of fine grained soils into the drain rock. If possible, all utility lines and bedding materials should enter the building footprint at or above the invert elevation of the foundation drain. All drainage systems should be sloped to drain by gravity to a storm sewer or other suitable discharge location. Water from downspouts and surface water should be independently collected and routed to a storm sewer. This water must not be allowed to enter the footing drain system. Additionally, it is recommended that the finished grades around the building be designed to route surface water away from the building. Final exterior grades should promote free and positive drainage from the building areas at all times. Water must not be allowed to pond or to collect adjacent to foundations or within the immediate building area. It is recommended that a gradient of at least three percent for a minimum Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 18 +s. 's•Y.Y�•:t.t�f Y•sia•••...y: env distance of 10 feet from the building perimeter be provided, except in paved locations. In paved locations, a minimum gradient of one percent should be provided unless provisions are included for collection and disposal of surface water adjacent to the structure. Under no circumstances should any concentrated stormwater flow be allowed to drain onto the slopes at the site. 5.8 Underground Storage Tanks It is understood that two underground storage tanks will be installed on the site. Typical tank excavations extend about 12 to 15 feet below subgrade elevation depending on the diameter of the tanks. Depending on the time of year, groundwater conditions could vary from 100 percent saturation at the ground surface to slight perched groundwater seepage in sandy zones. Therefore, it is Giles' recommendation that the contractor should evaluate the groundwater conditions prior to construction and develop an appropriate dewatering plan. Dewatering should continuously maintain the groundwater level at least 2 feet below the base of the excavation. If there is enough space to construct an open cut to install the tanks, it is recommended that temporary dewatered cuts be no steeper than 1.5H:1 V. The temporary slopes may need to be flatter depending on the groundwater conditions. It is unlikely that the excavated soil will be suitable for reuse due to the anticipated moisture content. As such, it is recommended that an appropriate substitute be imported. The native soils at the bottom of the excavation will be fine- grained and very moisture sensitive. If elevated moisture conditions are present, it will be impossible to compact the exposed subgrade. It is recommended that the final 1 foot of the excavation be completed with a smooth edged bucket to minimize the need for subgrade compaction. It is further recommended that a minimum 1- foot -thick layer of quarry spalls underlain by a reinforcing fabric, such as Mirafi 600X, be constructed to provide more uniform support of the USTs. It is recommended that the tanks be tied down with deadman anchors to resist fully submerged, buoyant forces assuming that the tanks have minimum product inside them. Soil over the tanks would also contribute resistance to buoyant forces and a unit weight of 115 pcf may be assumed for design purposes. If an open excavation is not feasible, it is likely that sheet piling will be necessary to shore the excavation. Sheet piles are installed either by vibrating or driving into place with an appropriate - sized pile - driving hammer. Sheet piles are typically driven to a specified depth in order to provide the necessary resistance to lateral loads and rotation. Lateral load capacity of short steel sheet piles sections is gained from stiffness where deeper sections require anchors or cross - bracing. Alternative deep shoring includes soldier pile retaining walls. Given the recommended lateral earth pressures presented herein, it is our opinion that the contractor should select the most appropriate shoring system. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 19 It is recommended that a triangular fluid pressure distribution for cantilever walls or walls provided with a single row of anchors or bracing. Allowable active and at -rest lateral earth pressures of 35 and 52 pcf, respectively, may be used for design above the groundwater level outside the sheets. Below the groundwater level, saturated active and at -rest pressures of 85 and 100 pcf, respectively, are recommended. An allowable passive earth pressure of 125 pcf may be assumed beginning 2 feet below the bottom of the excavation. For lateral toe or kick -out resistance, it is recommended that the sheets or piles extend at least 10 feet below the base of the excavation. An appropriately sized uniform surface surcharge should be applied to the wall to take into account parked vehicles, stockpiled materials, or other temporary surcharges that would be placed above the wall. 5.9 Pavement Design Parameters It must be recognized that pavement design is a compromise between high initial cost and little maintenance on one side and low initial cost coupled with the need for periodic repairs. As a result, the owner will need to take part in the development of an appropriate pavement section. Critical features which govern the durability of the surface include the stability of the subgrade soils, the traffic volume, and the frequency of use by heavy vehicles. Subgrade The subgrade soils are anticipated to generally consist of silty sand fill soils or similar soils used as structural compacted fill. Silty sand is usually rated as a good -to -fair subgrade material with estimated field CBR values ranging from 10 to 40 based on the Unified Soil Classification of SM and if the soils have been properly compacted. An estimated CBR of 10 was used for pavement design. In order to use this CBR value, the upper 2 feet of fill should be compacted to the minimum levels presented in this report in order to develop adequate pavement support characteristics and must be placed under engineering controlled conditions. The design assumes that the subgrade and any structural fill will be prepared in accordance with the recommendations presented in this report. The top 12 inches beneath the pavement should be compacted to a minimum of 95 percent relative compaction, using AASI -ITO T -180 (ASTM D -1557) as a standard. Stabilizing the subgrade with a fabric such as Mirafi 500X or 600X may be necessary during wet weather conditions if a stable subgrade cannot be achieved. Proper geotextile fabrics will maintain segregation of the subgrade soil and base course materials. If the subgrade soils are allowed to migrate upwards into the base course, the result would be decreased pavement support. The use of stabilization fabric will not reduce the necessary base rock thickness, as fabric does not provide structural strength at such shallow depths. If the subgrade is disturbed when wet, overexcavation may be required with subsequent backfill using imported, select granular fill. Recommended Pavement Sections Traffic Type Asphalt Thickness (inches) Crushed Base/ Top Course (Inches) ATB* Substitute for Crushed Aggregate (Inches) Heavy 3Y2 6 4 Light 2'/2 6 4 i I T 1 '€ i i i L L _. vp��.v�.wr.twww.vw nu .r+w...w..n,».a..M.a» rub 'Y+*�n'M_ %_teav#J+:M ^'A:.eL�: arm+ rvn': v»" nrM.' lM. wr+ �v. almw, H.+ w`r.n•w.....n........a«.+....a+ Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 20 6.0 Conclusion Asphaltic Concrete Pavement *ATB: Asphalt Treated Base; may be substituted for Crushed Base/ Top Course beneath Class B asphalt r»n....vrnwff.dvw. • Specifications for pavements and crushed base /top course should conform to specification presented in the 1996 Washington State Department of Transportation, Standard Specifications for Road, Bridge, and Municipal Construction. In lieu of crushed gravel base /top course, asphalt treated base (ATB) can be substituted. The ATB would provide a more durable wearing surface if the pavement subgrade areas will be exposed to construction traffic prior to final paving with Class B asphalt. Some degradation of the ATB should be expected if it is subjected to concentrated construction traffic. Repair of degraded areas would be required prior to final Class B paving. The following table presents recommended pavement sections for anticipated light and heavy duty traffic levels. Pavement design recommendations assume proper drainage and construction monitoring and are based on AASHTO Design parameters for a 20 -year design period. However, continual flexible maintenance along with a major rehabilitation after about + 8 to 10 years should be expected to obtain a 20 year service life. The conclusions and recommendations presented in this report are based, in part, on the explorations accomplished for this study. The number, location, and depth of the explorations were completed within the constraints of budget and site access so as to yield the information to formulate the recommendations. It is therefore recommended that Giles be provided the opportunity for general review of the project plans and specifications when they become available in order to confirm that the recommendations and design considerations presented in this report have been properly interpreted and implemented into the project design package. The integrity of earthwork, structural fill placement, and foundation and pavement performance depend greatly on proper site preparation and construction procedures. It is recommended that Giles be retained to provide geotechnical engineering services during the roposed Southcenter BP ukwila Washington roject:No. 6G- 9702009 age 21 earthwork and foundation construction phases of the project If variations in the subsurface' conditions are observed at that time, Giles would be able to provide additional geotechnical engineering recommendations to the contractor and design team in a timely manner as the project construction progresses. Giles Engineering Associates, Inc. appreciates the opportunity to have been of service on this project and would be pleased to discuss the contents of this report or other aspects of this project with you at your convenience. If you have any questions, please do not hesitate to call. ae • GENERAL COMMENTS The soil samples obtained during the subsurface exploration will be retained for a period of thirty days. If no instructions are received, they will be disposed of at that time. This report has been prepared exclusively for the client in order to aid in the evaluation of this property and to assist the architects and engineers in the design and preparation of the project plans and specifications. Copies of this report may be provided to contractor(s), with contract documents, to disclose information relative to this project. The report, however, has not been prepared to serve as the plans and specifications for actual construction without the appropriate interpretation by the project architect, structural engineer, and/or civil engineer. Reproduction and distribution of this report must be authorized by the client and Giles. • This report has been based on assumed conditions/characteristics of the proposed development where specific information was not available. It is recommended that the architect, civil engineer and structural engineer along with any other design professionals involved in this project carefully review these assumptions to ensure they are consistent with the actual planned development. When discrepancies exist, they should be brought to our attention to ensure they do not affect the conclusions and recommendations provided herein. The project plans and specifications may also be submitted to Giles for review to ensure that the geotechnical related conclusions and recommendations provided herein have been correctly interpreted. The analysis of this site was based on a subsoil profile interpolated from a limited subsurface exploration. If the actual conditions encountered during construction vary from those indicated by the borings, Giles must be contacted immediately to determine if the conditions alter the recommendations contained herein. The conclusions and recommendations presented in this report have been promulgated in accordance with generally accepted professional engineering practice in the field of geotechnical engineering. No other warranty is either expressed or implied. APPENDIX B FIGURES The Site and Erploration Plan contained herein was prepared based upon information supplied by Giles' client, or others, along with Giles' field measurements and observations. The diagram is presented for conceptual purposes only and is intended to assist the reader in report interpretation. . . . . , . . . , . . . , . . . .. .. . . . . . . , . . . . . . .. . , . . .. . . . . . . . . „ . . . . „ . . . . . „ . . . . . . . . . . . . . . ., ag ,i4t...0;4;$-,:kiAvoz:.■.:.7,6,6,1,..,,,.............—.....---.....---..—...... —......--.".,,,,,,,me.se:rwowire.autriordAmtimmierAVIV74.:W.ii,',Ve.,4,i'4;?*$.0,040,.514.1.1ntFIliWA.1,r,W47.7.%!3;14alv,„„_. /11111101■ Figure 1- Boring Location Map Proposed Southcenter BP 16200 West Valley Highway Tukwila, Washington Project No. 6G9702009 Feb. 19, 1997 Original Drawing by Roger 011enburg and Associates dated 02/07/97 0 40 80 EXPLANATION *r_ tttttttt 4444444 444 .... .... B-1 Boring Number and Approximate Location vA0- (s •••••• "MI ..••••• !■• r '7 . / .. ...... .. • TuKCLA CITY TRAIL-- ....-.... 80 *.r EXPLANATION B-1 Boring Number and Approximate Location ..... ........ • ' .......... ......... ..... ...... ........ ". ....... ' • " ...... a =1 • G ILES CrIGINEERING ASSOCIATES, INC. GEOTECHNICAL GCOMIRONMENTAL AND CONSTRUCTION MATERIALS CONSULTANTS APPENDIX C FIELD PROCEDURES AND EXPLORATION LOGS The field operations were conducted in general accordance with the procedures recommended by the American Society for Testing and Materials (ASTM) designation D 420 entitled "Standard Guide for Sampling Soil and Rock" and /or other relevant specifications. Soil samples were preserved and transported to Giles' laboratory in general accordance with the procedures recommended by ASTM designation D 4220 entitled "standard practice for preserving and transporting soil samples." Brief descriptions of the sampling, testing and field procedures commonly performed by Giles are provided herein. The Exploration Logs and related information enclosed herein depict the subsurface (soil and water) conditions encountered at the specific exploration locations on the date that the exploration was performed. Subsurface conditions may differ between exploration locations and within areas of the site that were not explored. The subsurface conditions may also change at the exploration locations over the passage of time. - ..« ............ .. .« ......... ._...........e....w..�.�wn+vws, :z.xKNrkYfi�". i1:Y•lti .v... I). Test Boring Locations and Elevations Test Boring Methods GENERAL FIELD PROCEDURES Surface and subsurface conditions at the project site were explored on February 15, 1997. The surface evaluation consisted of visual reconnaissance, and the subsurface exploration consisted of advancing five hollow -stem auger soil borings to depths of approximately 14 to 34 feet below existing grades. The borings are designated B -1 through B -S on the Boring Location Plan (Figure The location and depth of the explorations were selected with regard to the proposed site developments and under the constraints of budget and site access. The locations of the explorations were determined using a site plan provided to Giles and by measuring from existing site features with a hand -held measuring tape. Elevations were interpolated from contours on a site plan provided by the client. As such, the exploration locations shown on Figure 1 and elevations noted on the logs should be considered accurate only to the degree implied by the measuring methods. It should be emphasized that the explorations revealed subsurface conditions only at discrete locations on the project site and that actual conditions could vary at other locations. The nature and extent of any such variations would not become evident until construction activities have begun. If significant variations are observed at that time, the conclusions and recommendations may need to be modified to reflect actual conditions. Soil borings were advanced with 4'h -inch I.D. continuous flight hollow -stem auger, using a truck- mounted drill rig operated by an independent firm working under subcontract to Giles. An experienced geotechnical engineer from Giles continuously observed the boring, logged the subsurface conditions, obtained representative soil samples, and transported the samples to Giles' laboratory for further classification and testing as deemed necessary. Throughout the drilling operation, soil samples were obtained from the borings at 2%z foot to 5-foot depth intervals by means of Standard Penetration Test procedure (ASTM :•D - 1586). This test and sampling method consists of driving a standard 2 -inch (outside diameter) split- barrel sampler a distance of 18 inches into the soil with a 140 pound hammer free falling a distance of 30 inches. The number of blows required to drive the sampler through each of three 6 -inch penetration intervals is counted, and the total number of blows struck during the final 12 inches is considered the Standard Penetration Resistance, or '?glow count': If a total of 50 blows is struck within one 6- inch interval, the driving is ceased and the blow -count is recorded as 50 blows for the actual number of inches of penetration. The resulting Standard Penetration Resistance values (N- values) provide a measure of the relative density of granular soils and the relative consistency of cohesive soils. RECORD OF SIC)SURFACE EXPLOR/101ON BORING NO. &,I, OfATION: SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK PROJECT: Proposed Southcenter BP PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G- 9702009 GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N q u (tat) q p (tat) qs (tsf) 3� PID NOTES 3.25" Asphalt over 5" crushed sand and gravel base I - — 14 5 5 5 • 0.25 21 12 35 41 - Firm, wet, brown, silty fine SAND with — trace fine gravel and fine sand lenses — Grades to moist, gray, fine sandy SILT - 1 -SS 5- — — - Loose, moist, gray, silty fine SAND - — - Grades to loose, wet, gray with brown _ mottling, silty fine SAND - 2 -SS 10 — — 3 -SS 15- V — _ — - Medium stiff, saturated, gray, fine sandy _SILT Grades to medium stiff, saturated, gray, clayey SILT with trace fine sand 4 -SS WATER OBSERVATION DATA REMARKS V WATER ENCOUNTERED DURING DRILLING: 16 ft WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: 2 MEM Ch noes In strata Indicated by the lines are ap roz ate • oun • an! •'twain so woes. a actua trans on may •' ara • u an may vary con • ara. v • ehueen L t. bor�ngs. Location of Test BorFng Is shown on the Boring Location Plan. RECORD OF SI EXPLOR.;;fION GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. BORING NO. &0OATION: E33 SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK PROJECT: Proposed Southcenter BP PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G- 9702009 MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N qu qp (tsf) (tsf) qs (tsf) 3 a PID NOTES Coarse gravel r - - s 3 4 20 39 26 Loose, moist, brown, silty fine SAND with trace gravel - ' Grades to soft, wet, brown, fine sandy SILT - 1 -SS - 2 - 2 -SS 3 -ST Very loose, saturated, dark brown to black, -fine SAND with trace. silt 1 0 - - 4 -SS WATER OBSERVATION DATA REMARKS S7 WATER ENCOUNTERED DURING DRILLING: WATER LEVEL AFTER REMOVAL: 9 ft CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: 7777 1 a= r ri i noes n strata ca ts in t e es hown are on ap the ro c eta out on ary P et . ween so types, a actual transition may be gra dual and may vary con sidsribTb'twain n Location o� et Bor s ori n g L ocat an RECORD OF SL;: EXPLORP,;'ION BORING NO. &6OOATION: SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK PROJECT: Proposed Southcenter BP PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G- 9702009 GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N q u (tsf) % (tsf) Ci s (tsf) w ( %) PID NOTES 2.5" asphalt over 6" crushed sand and gravel base - - - 18 14 19 5 50/6" 17 33 13 24 . 21 27 15 33 41 31 39 33 31 • • - - Firm, moist, brown, silty fine SAND with - trace gravel -1Grades to dark brown -gray, fine sandy SILT with trace gravel 1 -SS 5 - _ - 2 -SS - Stiff, moist, brownish gray, sandy SILT with _ buried trees - - Grades to medium stiff, moist, dark - brownish gray, organic SILT with little - gravel, fine sand, and wood debris - 3 -SS 10 - - - 4 -SS 5 -SS 15 Q - - Firm, saturated, dark brown to black, fine - SAND with trace silt and buried trees - - - - - Grades to firm, saturated, dark brown to black, fine SAND with fine sandy SILT _black, and trace wood debris 6 -SS 20- - 7 -SS 25- - 8 -SS 30- - - Firm, saturated, dark grayish brown, fine _ s andy SILT - 9 -SS WATER OBSERVATION DATA REMARKS SZ WATER ENCOUNTERED DURING DRILLING! 6.5 ft WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: • Overstated blowcounts because of burled trees 7 T. i rings. Loc dot o eat Borings shown on in. Bo ing Locai on an Wean so t ypes. e actual transition may be gradual and may vary considerably between RECORD OF SyRSURFACE EXPLORATION GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. BORING NO. &604ATION: SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK — PrrojECT: Proposed Southcenter BP PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G-9702009 MATERIAL DESCRIPTION B F e e l o e w t Surface S p: Type N qp (tsf) qp (tsf) cis (tsf) 3g PID NOTES -2.25" asphalt over 4.5" crushed sand and gravel base i _ - 5 4 3 3 . • 21 48 29 36 - Loose, moist, brown, silty fine SAND with. - trace gravel - Grades to soft to loose, wet, brown, silty - fine SAND to fine sandy SILT _ - Grades to soft, wet, brown with gray _ mottling, SILT with trace fine sand and -gravel 1 1-SS 5 - - Z 2-ST 3-SS 10 _ _ - 4-SS Very loose, saturated, dark brown to black, - fine to medium SAND with trace silt _ 5-SS WATER OBSERVATION DATA REMARKS S_Z WATER ENCOUNTERED DURING DRILLING: WATER LEVEL AFTER REMOVAL: 9 ft CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: 7 .. x mg r. [C rin 7 ceas 117warroAIRTligit g sn.wes° so il types. . amts. l transition ma be g radual and ma var considerabl betwssn MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N q (tsf) qp (tsf) qs (tsf) w (%) PID NOTES ......,3" asphalt over 5" crushed sand and gravel r base 1 — — 4 2 2 8 4 • 18 38 43 26 29 — Very loose, moist, brown, silty fine to — coarse SAND with little gravel (Fill) 1-SS 5 — Very soft, wet, brown, clayey SILT with — trace fine sand — Grades to very soft, wet, brown with gray — mottling, clayey SILT with trace fine sand — 4 - — 2-SS 3-SS — Loose, saturated, dark brown to black, fine — SAND with trace silt and gravel — 10 — 4-SS 5-SS WATER OBSERVATION DATA REMARKS WATER ENCOUNTERED DURING DRILLING: 8 ft WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: 7 .777 x Ma 1. vta.btax rowstro■ ' Ch anges in strata indicated bY the lines are aporog mate boundary between soil types. The actual transition may be gradual and may vary considerably between borings. Location of Test Boring Is shown on the Boring Location Plan. PROJECT LOCATION: 16200 West Valley Highway Tukwila, Washington PROJECT NUMBER: 6G-9702009 RECORD OF SL/'SURFACE EXPLORP7ION AOJECT: Proposed Southcenter BP BORING NO. &J.O_CATION: 8_5 SURFACE ELEVATION: 24.0 COMPLETION DATE: 2/15/97 FIELD REPRESENTATIVE: DEK GILES ENGINEERING ASSOCIATES, INC. Dallas Madison Seattle Milwaukee Los Angeles Washington, D.C. DESCRIPTIVE TERM (% BY DRY WEIGHT) I Trace: 1 -10% Little: 11 -20% Some: 21 -35% And /Adjective 36-50% SOIL PROPERTY SYMBOLS Dd: Dry Density (pcf) LL: Liquid Limit, percent PL: Plastic Limit, percent PI: Plasticity Index (LL -PL) ( LOI: Loss on Ignition, percent Gs: Specific Gravity qp: qs: qu: qc: PID: Nc: Nr': COMPARATIVE r'ONSISTENCY 'ery Soft „oft Medium Stiff rtiff 'ery Stiff Hard 'EGREE OF LASTICITY None to Slight Slight tedium igh to Very High E GEA446 /kah BLOWS PER FOOT (N) 0-2 3 -4 5 -8 9 -15 16.30 31+ PI 0 -4 5 -10 11 -30 31+ ewt W +Ntri in t,hrrtmd GENERAL NOTES SAMPLE IDENTIFICATION All samples are visually classified in general accordance with the 1 Unified Soil Classification System (ASTM D- 2487 -75 or D- 2488 -75) Sand: Silt: Clay: G ILES CnGUIEERIf1G ASSOCPTES, INC. PARTICLE SIZE (DIAMETER) Boulders: 8 in and larger Cobbles: 3 in to 8 in Gravel: coarse- 3/4 to 3 in fine- No. 4 (4.76mm) to 3/4 in coarse- No. 4 (4.76mm) to No. 10 (2.0mm) medium- No.10 (2.0mm) to No. 40 (0.42mm) fine- No. 40 (0.42mm) to No. 200 (0.074mm) No. 200 (0.074mm) and smaller (Non - plastic) No. 200 (0.074mm) and smaller (Plastic) DRILLING AND SAMPUNG SYMBOLS SS: Split -Spoon ST: Shelby Tube - 3' O.D. (except where noted) CS: 3' O.D. California Ring Sampler DC: Dynamic Cone Penetrometer per ASTM Special Technical Publication No. 399 AU: Auger Sample DB: Diamond Bit CB: Carbide Bit WS: Wash Sample, RB: Rock- Roller Bit BS: Bulk Sample Note: Depth intervals for sampling shown on Record of Subsurface Exploration are not indicative of sample recovery. but position where sampling initiated. Coefficient of Permeability Moisture content, percent Calibrated Penetrometer Resistance, tsf Vane -Shear Strength, tsf Unconfined Compressive Strength, tsf Static Cone Penetrometer Resistance. Correlated to Unconfined Compressive Strength, tsf Results of vapor analysis conducted on representative samples utilizing a Photoionization Detector calibrated to a benzene standard. Results expressed in HNU -units (BDL =Below Detection Limits) Penetration Resistance per 6 inch interval, or fraction thereof, for a standard 2 inch O.D. (1 -3/8 inch I.D.) split spoon sampler driven with a 140 pound weight free - falling 30 Inches. Performed in genral accordance with Standard Penetration Test Specifications (ASTM D- 1586). N in blows per foot equals sum of N" values where plus sign is shown. Penetration Resistance per 1 -3/4 inches of Dynamic Cone Penetrometer. Approximately equivalent to Standard Penetration Test N -Value in blows per foot. Penetration Resistance per 6 inch Interval, or fraction thereof, for California Ring Sampler driven with a 140 pound weight free - falling 30 inches perASTM D -3550. Not equivalent to Standard Penetration Test N- Value. 1 STRENGTH CHARACTERISTICS COHESIVE (CLAYEY) SOILS UNCONFINED COMPRESSIVE STRENGTH (TSF) 0 - 0.25 0.25 - 0.50 0.50 - 1.00 1.00 - 2.00 2.00 - 4.00 4.00+ DEGREE OF EXPANSIVE POTENTIAL Low Medium High NON - COHESIVE (GRANULAR) SOILS RELATIVE BLOWS PER DENSITY FOOT (N) Very Loose 0-4 Loose 5-10 Firm 11 -30 Dense 31 -50 Very Dense 51+ PI 0-15 15-25 25+ 1, Recycled Paper APPENDIX D 9R4TorqTESTING AND SOIL CLASSIFICATION The laboratory testing was conducted under the supervision of a geotechnical engineer in general accordance with the procedures recommended by the American Society for Testing and Materials (ASTM) and/or other relevant specifications. Briefdescriptions of laboratory procedures, testing results, and soil classifications are included herein. Moisture content is defined as the ratio of the weight of water contained within a soil sample to the weight of the dry solids within the sample. Moisture content is expressed as a percentage. Moisture Content (w) (ASTM:D-2216) LABORATORY TESTING AND CLASSIFICATION . • • • Particle Size Distribution (ASTM:D-421. D-422) This test is performed to determine the distribution of specific particle sizes (diameters) within a soil sample. The distribution of coarse-grained soil particles (sand and gravel) is r4 determined from a "sieve analysis ': which is conducted by passing the sample through a series of nested sieves. Soils passing the U.S. No. 200 sieve are considered fine-grained soils consisting of silt and clay. ;.:Itterberg Limits (ASTM:D-423. D-424) Atterberg limits are used primarily for classification and indexing of cohesive soils. The liquid and plastic limits are two of the five Atterberg limits and are defined as the moisture content of a cohesive soil at arbitrarily established limits for liquid and plastic behavior, respectively Liquid and plastic limits were established for selected samples in general accordance with ASTM:D- 423 and ASTM:D-424, respectively. The results of the Atterberg limits are presented adjacent to the appropriate samples on the exploration logs in Appendix A. /" Southcenter BP (6G- 9702009) Moisture Content Table Feb. 25, 1997 Boring No. I Sample I Depth (ft) I Water Content % B -1 S -1 2.5 -4.0 20.9 B -1 S -2 7.5 -9.0 12.1 B -1 S -3 12.5 -14.0 34.7 B -1 S -4 17.5 -19.0 40.6 B -2 S -1 2.5 -4.0 19.9 B -2 S -2 5.0 -6.5 38.5 B -2 S -4 10.0 -11.5 26.2 B -2 S -5 12.5 -14.0 38.0 B -3 S -1 2.5 -4.0 21.1 B -3 S -2 5.0 -6.5 26.8 B -3 S -3 7.5 -9.0 14.6 B -3 S -4 10.0 -11.5 32.6 B -3 S -5 12.5 -14.0 40.5 B -3 S -6 17.5 -19.0 31.2 B -3 S -7 22.5 -24.0 38.6 B -3 S -8 27.5 -29.0 32.5 B -3 S -9 32.5 -34.0 31.3 B -4 S -1 2.5 -4.0 21.2 B -4 S -3 7.5 -9.0 47.7 B -4 S -4 10.0 -11.5 28.9 B -4 S -5 12.5 -14.0 35.9 B -5 S -1 2.5 -4.0 18.4 B -5 S -2 5.0 -6.5 37.5 /" Water Content % Sample No. LL PL PI Soil Decription B -1, S -4 27.5 11 / / Non - plastic SILT • B -4, S -3 35.8 32.1 3.7 Low plasticity SILT / / • / _ - - - 0. ',.. i ll . \ .,? / C., C = ililll - - U A Ill Line: I P = 0.9(w Line Ip =073(w, tf „„1 -8) , -20) 1111 1111 11 / / li > >>„- - _ - - / / • / _ - - - 0. ',.. i ll . \ .,? / C., C - - / / o � Ni ' p MH or OH - - _ - / / / / G - _ - - / or t l i OL l i 1 1 l i l t I I I t l l l 1 1 1 1 1 1 - 1 1 - C L -ML 1 1 1 I I + I t 1 1 1 1,t ) 10 20 30 40 50 60 70 80 90 101 Project name :Southcenter BP Tested by : NV Location of project :Tukwila, Washington 6 5 u e 30 20 10 4 - 0 ATTERBERG LIMITS TEST RESULTS ASTM Std. D -4318 Liquid limit, w Project No. : 6G- 9702009 Date of test : 2/25/97 GILES ENGINEERING DISSOCIATES, INC. * Not shown graphically, the samples have more than 80 % (by weight) passing 200 sieve, 1 00 90 60 70 CO 5 so 4 30 20 U S STANDARD SIEVE OPENING IN INCHES U.B. STANDARD SIEVE NUMBERS 6 4 3 2 114 1 14 14 V, 3 4 610 14 16 20 30 40 50 70 100 140 200 HYDROMETER 111 untimmum=1 Ithemmffl limimiE III 11111 11 1 liM11 1 111 111=1111 111 1N111111111111111M1111111111111111 h = ‚Ii 1111111 iii 1111 In 11111111111111•111111111 1111111111= I INN II W. 1111111111111111111111111111 III II I Inn NNW I 0 0 500 COBBLES 100 50 GRAVEL 10 COARSE FINE 0.6 DAMN SIZE 11 IAILUMETERS SAND COARSE MEDIUM ENE 0.1 0.05 0.01 000 SILT OR CLAY 0.001 10 20 40 IS 60 /0 80 100 0 Boring No. B-1 * B-2 * B-3 Sample No. S-3 S-2 S-9 Depth (Ft) 12.5-14.0 5.0-6.5 32.5-34.0 Classification SILT SILT SILT Nat. w % 34.7 38.5 31.3 Southcenter BP Project No. : 6G-9702009 Tukwila, Washington Feb.24, 1997 REPORT OF S011. ANALYSIS ASTN1 STANDARD GILES CNGINEERING F)SSOCIATES, INC. UNIFIED SOIL CLASSIFICATION S I'M D -2487) a Orv.sobn of GM and SM groups into tubdw.slons of a and u are for roans ana airfields only SuDdW.s.on is based on Atterberg limits, suffix d used when L.L. is 28 or less and the P 1 is 6 or less, the suffix u used when L.L..s greater than 28. D 8orderlin• classllicatlons, used for soot possessing characteristics of two groups, are aes.gnatea by combinations of group symbols. For example GW.GC, w•l.graded gravel.sand mixture with clay Dino,,. GILES CnCINCERIlG R SSOCIATES , Inc. Croup ymbols Typical Name: Laboratory Classification Criteria Gravels IMore than half of coarse fraction is larger than No. 4 sieve site) GW Well raded gravels, gravel.sand mix. '� g tures, little or no fines • Determine percentages of sand and gravel from grarn.size curve. Depending on percentage of lines (traction smaller than No. 200 sieve sire). coarse•grained soils are classified as follows: Less than 5 per cent GW. GP, SW, SP More than 12 per cent GM, GC, SM. SC 5 to 12 per cent Horded,ne cases requiring dual symbols _ D en 4: C • (C70) Cu ■ greater t between 1 and 3 0 50 010 X 060 Not meeting all gradation requirements for GW GP Poorly graded gravels, gravel tures, little or no fines GM' d u Silty gravels, gravel•sand•srli Atterberg limits below "A" line or P.I. less than 4 Above "A" line with P.1. between 4 and 7 are border• Atterberg limits below "A" line with P.1. greater than 7 lint cases requiring use of dual symbols GC Clayey gravels, gravel sand• tures SW Well-graded sands, gravelly sands, or no fines 2 C • 060 6; C • (00) between greater than I and 3 0 10 0 10 X 0 60 SP Poorly graded sands, gravelly sands, little or no fines Not meeting all gradation requirements for SW Atterberg limits above "A" line or P.I. less than 4 Limits plotting in hatched zone with P.1, between 4 and 7 are bu cases requiring use e o of f d duaa l wry'. bolt bola SM' d u Silty sands, sand-silt mixtures SC Clayey sands, sand•clav mixtures Atterberg limits above "A" line with P.I. greater than 7 Frne•grained(' . More than hall material is sma Ian No. 200 sieve) Silts and clays (Liquid limit less than 501 ML Inorganic silts and very line sands, rock flour, silty or clayey fine sands. or clayey silts with slight plasticity Plasticity Chart rn -. CL Inorganic clays of low to medium plasticity, gravelly clays, sandy clays, silty clays, lean clays 0 0 0 0 o c raps! All OL Organic silts and organic silty clays of low plasticity CH / o Silts and clays (Liquid limit greater than 501 • • MH Inorganic silts, micaceous or diatoma• ceous line sandy or silty soils, elastic silts '�� .-P- .( OH and MH CH Inorganic clays of high plasticity, fat clays CL OH Organic clays of medium to high plasticity, organic silts CL•ML .d!/. 13 ' ML and OL ' v 0 10 20 30 40 50 60 70 80 90 100 Liquid limit c c ,,, .T o°. N = o Pt Peat and other highly organic sous UNIFIED SOIL CLASSIFICATION S I'M D -2487) a Orv.sobn of GM and SM groups into tubdw.slons of a and u are for roans ana airfields only SuDdW.s.on is based on Atterberg limits, suffix d used when L.L. is 28 or less and the P 1 is 6 or less, the suffix u used when L.L..s greater than 28. D 8orderlin• classllicatlons, used for soot possessing characteristics of two groups, are aes.gnatea by combinations of group symbols. For example GW.GC, w•l.graded gravel.sand mixture with clay Dino,,. GILES CnCINCERIlG R SSOCIATES , Inc. Class Compaction Characteristics Density Standard Proctor (pcf) r . Compre .,bility and Expansion Drainage and Permeability Value ,: an Embankment Material value au Subgrade when Not Subject to Frost V41.UU an Lempucacy Pavement Value as Base Course With Dust Palliative With Bituminous Treatment GW Good: tired, vibratory tractor, rubber- steel wheel or roller 125 -135 Almost none Good drainage, Very stable Excellent Good Fair to pervious poor Excellent GP Good: tractor, rubber- tired, steel wheel, or vibratory roller 115 -125 Almost none hood drainage, Reasonably ' Excellent Poor to Poor pervious stable to good fair GM Good: rubber -tired or light sheepsfoot roller 120 -135 Slight Poor drainage, Reasonably Excellent Fair to Poor semipervious stable to good door Poor to fair GC ' Good to fair: rubber- tired or sheepefoot roller 115 -130 Slight Poor drainage, Reasonably Good Good to Excellent impervious stable fair •* Excellent SW Good: tractor, rubber- tired or vibratory roller 110 -130 Almost none :ood drainage,'Very stable Good Fair to Fair to pervious poor poor Good SP Good: tractor, rubber- tired or vibratory roller 100 -120 Almost none .3ood drainage, Reasonably Good to Poor Poor pervious stable when fair dense Poor to fair SM Good: rubber -tired or sheepefoot roller 110 -125 Slight Poor drainage, Reasonably Good to Poor Poor impervious stable when fair dense Poor to fair SC Good to fair: rubber- tired or sheepefoot roller 105 -125 Slight to Poor drainage, Reasonably Good to Fair to Excellent medium impervious stable fair poor Excellent ML Good to poor: Rubber- tired or sheepsfoot roller 95 -120 Slight to Poor drainage, Poor stability, Fair to 'Not Poor medium impervious high density poor suitable required Poor CL Good to fair: sheepsfoot or rubber -tired roller 95 -120 Medium No drainage, Good stability Fair to Not Poor impervious poor suitable Poor OL Fair to poor: sheepsfoot or rubber -tired roller 80 -100 Medium to high Poor drainage, Unstable, should Poor Not Not impervious not be used suitablesuitable Not suitable MN Fair to poor: Sheepefoot or rubber -tired roller 70 -95 High Poor drainage, Poor stability, Poor Not Very poor impervious should not be suitable used Very poor CH Fair to poor: sheepefoot roller 80 - 105 Very high No drainage, Fair stability, Poor to Not Very poor impervious may soften on very poorsuitable expansion Not suitable OH Fair to poor: sheepefoot roller 65 -100 Nigh No drainage, Unstable, should Very poorNot Not impervious not be used suitable suitable Not suitable Pt Not suitable Very high Fair to poor Should not be Not Not Not drainage used suitable suitablesuitable Not suitable "The Unified Classification: Appendix A - Characteristics of So Groups Pertaining to Roads and Airfields, and Appendix B - Characteristics of Soil Groups Pertaining to Embankments and Foundations," Technical Memorandum 357, U.S. Waterways Experiment Station, Vicksburg, 1953. * Not suitable if subject to frost. G RES � fIGIf1EERIfIG SSOCIATES.INC. ACTIVITY NUMBER PROJECT NAME DEPARTMENT: PDXVt4t &s,ro(. CYfy PLAN REVIEW / ROUTING SLIP i i r t G DMSION JJ D97 -0377 BP CONVENIENCE STORE (CANOPY) FIRE C PREVENTION �C�TURA�K u DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE 12/4/97 COMPLETE NOT COMPLETE NOT APPLICABLE El COMMENTS TUES /THURS ROUTING: PLEASE ROUTE El NO FURTHER REVIEW REQUIRED 0 ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL DATE I I APPROVALS OR CORRECTIONS: (ten days) APPROVED n APPROVED W/ CONDITIONS fl REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED 0 APPROVED W/ CONDITIONS [jj C:ROUTE -F DATE REVIEWERS INITIAL DATE DATE 12/3/97 p r IMNG DIVISION 0 PERMIT COORDINATOR • DUE DATE 12/18/97 NOT APPROVED (attach comments) I DUE DATE NOT APPROVED (attach comments) Q (Certificadoa of occupancy required. ) }:ut i iihr4:Ytc2 .. L'PY'4 9t COMPLETE COMMENTS ' REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F )48 PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0377 PROJECT NAME BP CONVENIENCE STORE (CANOPY) DEPARTMENT: BUILDING DWISION N FIRE PREVENTION E PLANNING DIVISION 11 PUBLIC WORKS 17 STRUCTURAL E] PERMIT COORDINATOR 0 L.__. J DETERMINATION OF COMPLETENESS: (T,Th) • TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED Er ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) I 2 APPROVALS OR CORRECTIONS: (ten days) APPROVED n APPROVED W/ CONDITIONS CORRECTION DETERMINATION: NOT COMPLETE El ' NOT APPLICABLE El DATE tZ - - l 7 DATE DUEDATE 12/4/97 DUEDATE 12/18/97 NOT APPROVED (attach comments) 0 DATE 12/3/97 DUE DATE APPROVED APPROVED W/ CONDITIONS 111 NOT APPROVED (attach comments) 0 REVIEWERS INITIAL DATE (Certification of occupancy required. ) PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0377 DATE 12/3/97 PROJECT NAME BP CONVENIENCE STORE (CANOPY) DEPARTMENT: BUILDING DIVISION El FIRE PREVENTION 1111 PLANNING DIVISION a PUBLIC WORKS STRUCTURAL PERMIT COORDINATOR Q 4 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE E NOT COMPLETE El COMMENTS TUESITHURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED El ROUTED BY STAFF ri (If routed by staff, make copy to master file & enter Sierra.) APPROVALS OR CORRECTIONS: (ten days) APPROVED REVIEWERS INITIAL r /1 Z CORRECTION DETERMINATION: REVIEWERS INITIAL C:ROUTE -F DATE DUEDATE 12/4/97 NOT APPLICABLE DATE / 7 DUE DATE 12/18/97 APPROVED W/ CONDITIONS NOT NOT APPROVED (attach comments) El DUE DATE APPROVED ( I APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) (Certification of occupancy required. ) f�le i,esm tstr4o grA t i nixr1 }1XrYb�rk iv.�!:d51 ie 'rw�,� •. 't.`Y:271 ':la°Y�"1. f1', 1 + 4titii),91r.19 PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0377 DATE 12/3/97 PROJECT NAME BP CONVENIENCE STORE (CANOPY) DEPARTMENT: BUILDING DIVISION El FIRE PREVENTION tJ PLANNING DIVISION' III PUBLIC WORKS STRUCTURAL El PERMIT COORDINATOR Q 4 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE 71 NOT COMPLETE NOT APPLICABLE 0 COMMENTS TUES /THURS ROUTING: PLEASE ROUTE P1 NO FURTHER REVIEW REQUIRED, ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL t APPROVALS OR CORRECTIONS: (ten days) DUEDATE 12/18/97 APPROVED APPROVED W/ CONDITIONS NOT NOT APPROVED (attach comments) 0 REVIEWERS INITIAL ' " " DATE 1411; ( I 1 CORRECTION DETERMINATION: APPROVED n APPROVED W/ CONDITIONS REVIEWERS INITIAL C:ROUTE -F 7 J DATE (2-h frr DATE DUE DATE 12/4/97 DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy required. • li.4441X t 40:inn.e ., .,- ..- .,,.,..nw,.rn...,..vrw nuwwnumnen•••O¢AIn f .k. P:: V7iX[V17&4Pd'? .1.n112G` # f:/C ;pumFMttJJ+hi.>.'kiig¢ext• PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 -0377 DATE.. 12/3/97 / • PROJECT NAME BP CONVENIENCE STORE (CANOPY) DEPARTMENT: BUILDING DIVISION [ J FIRE PREVENTION PLANNING DIVISION ❑ PUBLIC WORKS STRUCTURAL PERMIT COORDINATOR 0 4 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLETE El COMMENTS TUES /TIIURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED U . 1Sp ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL i . k 9 Ca I DATE 12i 710 p f 6 . 7 t 1 APPROVALS OR CORRECTIONS: (ten days) 011-1231 APPROVED 12/18/97 Nut- PIA U �7 APPROVED n APPROVED W/ CONDITIONS I r NOT APPROVED (attach comments) Q REVIEWERS INITIAL ,. _ DATE 121 n ) l7 CORRECTION DETERMINATION: APPROVED I I APPROVED W/ CONDITIONS REVIEWERS INITIAL DATE C:ROUTE -F 4 }7dt" CSt{l ti .. • r C n 4 DUE DATE 12/4/97 NOT APPLICABLE 0 DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) Project Info Project Address 110 6„. (ugtt. 4eilkt1441.4) 4.w 0. Date (rZ . 0 2 . es 1 11A , WA. CAMOt 1 For Building Department Use ly41.04377 6. 0.3 ea vto 61L39 Applicant Name: K. or Mexiou tiro Open Parking Applicant Address:556 , mo tt . A fjc 1 lledult, WA 46464 Applicant Phone: 415 n 4 6 I .) 2l Z Location (floor /room no.) Occupancy Descnption Allowed Watts per ft " Area in ft Allowed x Area CAMOt 1 CaQa A141011% 1.101A.A 1 61L39 et3$8 n Open Parking 0.2 W /ft Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 W/lf Note: for building exterior, choose either the facade area or the penmeter method, but not both) Total Allowed Watts " From Table 15-1 (over) - document all exceptions taken from footnotes Total Allowed Watts 93 5e, Location (floor /room no.) _ Y Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed e../.. ,-- 4 PO tai Meld F Li tie 20 461 `f 2 b Open Parking 0.2 W /ft Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 W/lf Note: for building exterior, choose either the facade area or the penmeter method, but not both) Total Allowed Watts Total Proposed Watts may not exceed Total Allowed Watts for Interior Total Proposed Watts 9, 22. 0 Location Description Allowed Watts per ft or per If Area in ft (or If for penmeter) Allowed Watts x ft (or x If) Covered Parking 0.2 W /ft Open Parking 0.2 W /ft Outdoor Areas 0.2 W /ft Bldg. (by facade) 0.25 W /ft Bldg. (by perim) 7.5 W/lf Note: for building exterior, choose either the facade area or the penmeter method, but not both) Total Allowed Watts • Location Fixture Description Number of Fixtures Watts/ Fixture Watts Proposed Total Proposed Watts may not exceed Iota! Allowed Watts for Exterior Total Proposed Watts Lighting Summary LTG-SUM 1994 V*asnington State Nonresidential Energy Code Compliance Forms Maximum Allowed Lighting Wattage (Interior) Proposed Lighting Wattage (Interior) (May not exceed Total Allowed Watts for Interior) Maximum Allowed Lighting Wattage (Exterior Proposed Lighting Wattage (Exterior) May not exceed Total Allowed Wafts for Extenor) FILE C(Wv '...'�. . •'1YTfP1. rtYY!.'� April. 1994 Project Description Vii. New Building ❑ Addition ❑ Alteration Compliance Option ❑ Prescriptive ZI Lighting Power Allowance ❑ Systems Analysis (See Qualification Checklist (over). Indicate Prescriptive 8 LPA spaces clearly on plans.) Alteration Exceptions • (check appropriate box) ❑ No changes are being made to the lighting ❑ Less than 60 % of the fixtures are new, and installed lighting wattage is not being increased r L',L1 U CITY OF TUKWILA DEC 0 31997 PERMIT CENTER Use' LPA' (W /ft') Use LPA' (Wilt') Painting. weldrg, carpentry, machine shops 2.3 Police and fire stations' 1.2 Barber shops, beauty shops 2 Atria (atriums) 1 Hotel banguet/conference/exhibition hall' ` 2 Assembly spaces'. auditoriums, gymnasia', theaters 1 Laboratories 2 Process plants 1 Aircraft repair hangars 1.5 Restatrarts/bars 1 Cafeterias, fast food establishmerts 1.5 RetaiA 1 Factories, workshops. handliN areas 1.5 Retad B Retail banking 1.5 Gas stations, auto repair stops' 1.5 Locker and/or shower faciities 0.8 Institutions 1.5 Warehouses ", storage areas 0.5 libraries' 1.5 Aircraft storage hangars 0.4 _ Nursing homes 1.5 Parting garages s« Sabin 1532 Wholesale stores (pallet rack shelving) 1.5 Mall concourses 1.4 Plans Submitted for Cortmon Areas Only' Schools buildings, school classrooms, day care centers 1.35 Common area, corridors, lobbies (except mall concourse) 0.8 Laundries 1.3 Toilet facilities and washrooms 0.8 Office buildings, office/administrative areas in faculties of other use types (inducing but not limited to schools, hospitals, instxutians, museums, banks, churches)' l. " 1.2 Prescriptive Spaces Occupancy ❑ Warehouses, storage areas or aircraft storage hangers ❑ Other Qualification Checklist Note: If occupancy type is 'Other' and fixture answer is checked, the number of fixtures in the span is not limited Code. Clearly indicate thew spaces on plans. N not qualified, do LPA Calculations. Lighting Fixtures: ❑ Check here if at least 95% of fodures in the space meet alt four criteria: 1. Fixtures are fluorescent, non- tensed, with only one or two tamps, and 2. Lamps are T -5, T-6, T-8 or PL, and 3. Lamps are 5-50 Watts, and 4. Ballasts are electronic ballasts .. ... ...................._.............«_.. ,......- w.,...w..,..........,.. r . .�r.,..n n..�: .n.., .•,.v ..r.�.:.t;. . �:tt::l c•'e r<<: `: 'I':'�i.4rt.. <t on state Nonresidential Ener Code Com Hance LTG-SUM 1994 Wasrwgbn State Notuesxeeneal Energy Code • Foos Table 15-1 Unit Lighting Power Allowance (LPA) for Interior Lighting Footnotes for Table 15-1 I. In cases in which a use is not mentioned specifically. the (*nit Power Allowance shall be determined by the building official. This determination shall he based upon the most comparable use specified in the table. Sec Section 1512 for exempt areas. _. The watts per square foot may be increased. by two percent per toot ot'ailing height above twenty feet. unless specifically directed other tsc by subsequent footnotes. 3. Watts per square foot ot'room may be increased by two percent per foot of ceiling height above twelve feet. 4. For all other spaces. such as seating and common areas. use the Unit Light Power Allowance for assembly. 5. Watts per square foot of room may be increased by two percent per foot ol'ceiling height above nine feet. 6. Includes pump arca under canopy. 7. In cases in which a lighting plan is submitted for only a portion of a floor, a Unit Lighting Power Allowance 01 1.35 may be used for usable otlicc floor area and 0.80 watts per square foot shall be used for the common areas. which may include elevator space, lobby area and rest rooms. Common areas, as herein defined do not include mall concourses. 1t. For the lire engine room, the Unit Lighting Power Allowance is 1.0 watts per square foot. t). For indoor sport tournament courts with adjacent spectator seating, the Unit Lighting Power Allowance for the court area is 2.6 watts per square foot. lo. For both Retail A and Retail B. light for free-standing display. building showcase illumination and display window illumination installed within two feet ol'the window arc exempt. Retail A allows a Unit Lighting Power Allowance of 1.0 watts per square foot. Ceiling mounted adjustable tungsten halogen and HID merchandise display illuminarics arc exempt. Retail 13 allows a Unit Lighting Power Allowance of I.5watts per square foot. including all ceiling mounted merchandise display luminaries. I I. Provided that a floor plan. indicating rack location and height. is submitted. the square footage for a warehouse may be defined, for computing the interior Unit Lighting Power Allowance. as the floor area not covered by racks plus the vertical face area (access side only) ot'thc racks. The height allowance defined in footnote 2 applies only to the floor area not covered by racks. Lighting I 994,Wasiongton Permit Plan. Checklist „ ... .,.; State Energy Code Compliance Form LTG-CHK April, 1994 Project Address ... • • j 1,..z Lu - . s A sT v if rate -- •Gas' (-civiar-/ . • 12..02,1 r7 • lighting permit application for compliance with the lighting requirements in the . . . . The following 1994, Washington . information is necessary to check a State Nonresidential Energy Code. Applicability (circle one . I Code I . Section 'Com nt Information Required Location on Plans I Building Department . ' ' • Notes LIGHTIN G CONTROLS'TSectjon 151 1D no . n.a. . 1513.1 Local control/access Schedule with type. indicate locations Maximum limit per switch • ex yes- no . n.a. 1513.2 Area controls 1513.3 . Daylight zone control .. Schedule with type and features, indicate locations Indicate vertical glazing on sans .. yes .• no n.a. • • vertical glazing yes • no 'n.a. overhead glazing Indicate overhead glazing on plans yes'. - no n.a. 1513.4 Display/exhib/special Indicate separate controls 1513.5 Exterior shut-off Schedule with type and features, indicate location IA") no- - n.a. (a) timer w/backup Indicate location IS. e2tt yes o n.a. . (b) photocell, Indicate location 1513.6 jlnter. auto shut-off Indicate location yes •no n.a. 1513.6.1 (a) occup. sensors Schedule with type and locations yes . no n.a. 1513.6.2 (b) auto, switches Schedule with type and features (back-up, override capability); . .. . Indicate sin of zone on vans L GHT1NGWATTA (Sections 1120-22 or 1130-32) ;ED no • • ' - L',htin. Sum. Form Com •leted and attached. . -Schedule with fixture types CS•iZ lamps, ballasts, watts pe• 'I xtUre ' ELECTRId MOTORS 11111 motor efficiency MECH-MOT or Equipment Schedule with hp. rpm, efficiency I I yes no n.a.1 .. . :.... . .. lElec no is Circle or any question, provide explanation: • • : Rater 011enburg and Associnies Archii(iciural and ikvelopritent Services 555 1 16th Avenue NE, Suite 155 Bellevue, Washington 98004 Telephone 425 451-1232 Fax 425 451-1841 rogeroOinwlink.corn Opy: , Van Zetkeles Southcenter BP 9621 Special Inspection Services Permits D97-0096. D97-0376. D97-0377 Special inspection services will be performed by the following: Concrete, welding, high strength bolts Cascade Testing Laboratory. Inc. Soils Giles Engineering . . . R 0 B FOSSATT I A S S O C I A T E S CONsui ;rl \c ENGINEERS December 29, 1997 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97 -T -25 BP Gas Station Canopy (D97 -0377) RFA #97102 -25 Dear Mr. Griffin: E R T We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The scope of our review encompasses the design of the canopy structure and its foundation. The following comments should be addressed by the permit applicant: 1. Page 2 of the geotechnical report indicates that an allowable soil bearing pressure of 1000 psf is to be used at isolated canopy foundations at a depth of 5 -1/2 feet below finished grade. Since the footings are only 2' -6" below the top of the slab, the geotechnical engineer should confirm his recommendations. 2. Section 2 /S -1 references the civil drawings and Section 3 /S -1 references Sheet 1 for information at the concrete slab. We do not find this information on the civil drawings and Sheet 1 does not exist in this drawing set. Clarifying information needs to be provided on the drawings to verify that the recommendations on page 2 of the geotechnical report are met. 3. There is an 8' -0" dimension on Plan 1 /S -1 that should actually be 30 feet. Refer to the center span of the W14 x 22 beams. 4. The Scope of Work on Sheet CA.A1R indicates that a skylight is intended. We do not find this element in the structural design drawings and calculations. Please revise this note. The above listed review comments should be responded in itemized letter form. We recommend that the permit applicant have the structural Engineer of Record, Frey -Moss Structures, respond to the above comments and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office, unless noted otherwise above. We have forwarded a copy of this letter to the architect, Roder 011enburg and Associates, for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Cry al Kolke Senior Plan Reviewer cc: Mr. Roger 011enburg , Roger 011enburg and Associates aWossattATukwila\ 97(25 ^1.doc A I'ROFESSIONAI, • 2(130 UIKSr AVENUE SERVICES SUITE 203 CORPORATION sIsvrrLE.11ASI IINCTON 911121 TEI,KI'I ION E: (206) 250.1803 FAX: (206) 250 -0197 RECEIVED CITY OF TUKWILA DEC 3 0 1997 PERMIT CENTER December 9, 1997 John W. Rants, Mayor Department of Community Development Steve Lancaster, Director Mr. Roger 011enburg 555 - 116th Avenue Northeast #202 Bellevue, Washington 98004 Dear Mr. 011enburg: SUBJECT: LETTER OF COMPLETE APPLICATION Development Permit Application Number D97 -0377 BP Gas Station - Canopy 16200 West Valley Hy This letter is to inform you that your permit application received at the City of Tukwila Permit Center on December 3, 1997, was reviewed at the December 4, 1997, plan review meeting. Your application was determined to be complete. Your permit has begun the plan review process, you will be notified of any required corrections or when your plan is approved. If you have any concerns or questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, '7iede Kelcie J. Peterson Permit Coordinator File: D97 -0377 Y. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 •• (206) 431-3670 • Fax (206) 4313665 , , • City of Tukwila Department of Community Development DECEMBER 4, 199 , . Crystal Kolke Robert Fossatti Associates Consulting Engineers 2212 Camas Circle S.E. Renton, WA 98055 RE: 97-T-25 BP GAS STATION CANOPY (D97-0377 Dear Ms. Kolke: Please do structural review per U.B.C., 1994 Edition. If you have any questions, please call me at 206-431-3671. Sincerely, 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 ±3 4tatim gegi*511MativiweE viva ' ae f �?XGw"R SFU f°rS� i� SOUTHCENTER BP 16200 WEST VALLEY HIGHWAY TUKWILA, WA (98188) LEGAL DESCRIPTION (AUDITOR'S FILE No. 8506141047) THAT PORTION OF GOVERNMENT LOTS 2 AND 11 OF HENRY MEADER DONATION LAND CLAIM NO. 46, ALL IN SECTION 25, TOWNSHIP 23 NORTH, RANGE 4 EAST W. M., DESCRIBED AS FOLLOWS: COMMENCING AT THE INTERSECTION OF THE CENTERLINE OF WEST VALLEY HIGHWAY, ALSO KNOWN AS STATE ROAD NO. 181, WITH THE NORTH LINE OF THE SOUTH 210 FEET OF SAID GOVERNMENT LOT 11, AND ITS WESTERLY PROLONGATION; THENCE SOUTH 8747'19" EAST ALONG SAID NORTH LINE 40.76 FEET TO THE EAST MARGIN OF SAID HIGHWAY AND THE POINT OF BEGINNING; THENCE NORTH 08'51'30" WEST ALONG SAID EASTERL Y HIGHWAY MARGIN 808.08 FEET TO THE SOUTH LINE OF THE CITY OF SEATTLE'S BOW LAKE PIPELINE RIGHT—OF— WAY; THENCE SOUTH 8773'12" EAST ALONG SAID SOUTH RIGHT —OF —WAY LINE 273.28 FEET TO THE WESTERLY LINE OF A 100 —FOOT RIGHT —OF —WAY CONVEYED TO PUGET SOUND POWER & LIGHT COMPANY BY DEEDS RECORDED UNDER KING COUNTY AUDITOR'S FILE NOs. 2629432 AND 2644020, FORMERLY KNOWN AS PUGET SOUND ,ELECTRIC RAILWAY RIGHT—OF— WAY; THENCE SOUTH 0173'24" EAST ALONG SAID WESTERLY RIGHT—OF— WAY LINE 791.76 FEET TO THE NORTH LINE OF THE SOUTH 210 FEET OF SAID GOVERNMENT LOT 11; THENCE NORTH 8747'19" WEST ALONG SAID NORTH LINE 165.55 FEET TO THE POINT OF BEGINNING. EXCEPT THAT PORTION LYING SOUTH OF A LINE PARALLEL WITH AND DISTANT 5 FEET NORTH, MEASURED AT RIGHT ANGLES, FROM THE FOLLOWING DESCRIBED LINE; BEGINNING AT THE POINT OF INTERSECTION OF THE SOUTH LINE OF THE HENRY MEADER DONATION CLAIM No. 46 AND THE CENTERLINE OF STATE HIGHWAY 181 (WEST VALLEY HIGHWAY); THENCE NORTH 08'52'29" WEST A DISTANCE OF 48.98 FEET ALONG SAID HIGHWAY CENTERLINE; THENCE SOUTH 85'30'26" EAST 41.14 FEET TO THE EASTERLY MARGIN OF SAID HIGHWAY AND THE TRUE POINT OF BEGINNING OF THIS DESCRIBED LINE; THENCE CONTINUING SOUTH 85'30'26" EAST 227.79 FEET, MORE OR LESS. TO THE WESTERLY MARGIN OF SAID PUGET SOUND ELECTRIC RAIL WA Y RIGHT —OF— WAY AND THE TERMINUS OF THIS DESCRIBED LINE. RECEIVED CITY OF TUKWILA DEC 0 31997 PERMIT CENTER BP SOUTHCENTER NEW SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON Owner L.L.C. 98109 -8517 - 4565 /ARCHITECT NE, SUITE 202 98004 -1232 - 1841 Project Information TUKWILA STATION c/o EVAN ZEFKELES 600 WESTLAKE NORTH SEATTLE, WASHINGTON PHONE 206 623 FAX 206 623 Architect CONTACT PERSON: ROGER OLLENBURG ZONING: TUC BUILDING CODE: UBC 1994 FIRE COOS: UFC 1994 SEISMIC ZONE: 3 OCCUPANCY CI ASSIFIF.ATIYN5 CONVENIENCE STORE: M GAS CAN: CAR WASH S-3 B CONSTRUCTION EYSTS ROGER OLLENBURG 515 116th AVENUE BELLEVUE, WASHINGTON PHONE 206 451 FAX 206 451 GAS CANOPY: STORE: V -N GAR PY: II -N CAR WASH: V - N BUILDING AREAS CONVENIENCE STORE: 2,115 SQ FT GAS CANOPY: 6,239 SQ FT CAR WASH: 3,152 SQ FT SITE AREA: Scope of Work Vicinity Map STORE, GAS, CAR WASH 50,038 SQ FT IMPERVIOUS AREA 36,748 SQ FT LANDSCAPE AREA 13,290 SQ FT FUTURE PHASE 2 DEVELOPMENT 31,837 SO FT TOTAL SITE AREA 81,875 50 FT PARKING SPACES DEVELOPMENT OF NEW RETAIL FACILITIES TO INCIUDF THE FOI IOWING: N L 405 IPO A • _,_ T (OmMn \ u SITE E I. A NEW SERVICE STATION WITH 6 DISPENSERS, 2 UNDERGROUND OUND TANKS AND AN OVERHEAD CANOPY. 2. A CONVENIENCE STORE BUILDING. 3. A CONVEYOR SYSTEM CAR WASH. 4. LANDSCAPING ALONG WEST VALLEY HIGHWAY AND THROUGHOUT SITE. 5. PAVED CIRCULATION AND PARKING AREAS. 8. STORM WATER COLLECTION- CONVEYANCE SYSTEM. CONVENIENCE STORE: 2.115 x 4 = 8.46 CAR WASH: 3,217 - 4.0 TOTAL REQUIRED 13 HC SPACES FCLL SIZE SPACES 12 COMPACT SPACES 10 AIR /WATER SPACES: 1 VACUUM SPACES: 6 TOTAL SHOWN: 36 FUELING SPACES: 12 FLOOD AREA SITE IS LOCATED IN ZONE "X ": AREAS DETERMINED TO BE OUTSIDE 100 -YEAR FLOOUF,AIN. (PER FEMA PANEL REVISED MAY 16, 1995) Legal Description THAT PORTION OF GOVERNMENT LOTS 2 AND 11 OF HENRY MEADER DONATION LAND CLAM NO. 46, ALL IN SECTION 25, TOWNSHIP 23 NORTH, RANGE 4 EAST OF W.M., DESCRIBED AS FOLLOWS: COMMENCING AT THE INTERSECTION OF THE CENTERLINE OF WEST VALLEY HIGHWAY, ALSO KNOWN AS STATE ROAD NO. 181, WITH THE NORTH LINE OF THE SOUTH 210 FEET OF SAID GOVERNMENT LOT 11, AND ITS WESTERLY PROLONGATION; THENCE SOUTH 8747'19" EAST ALONG SAID NORTH UNE 40.76 FEET TO THE EAST MARGIN OF SAID HIGHWAY AND THE POINT OF BEGINNING; THENCE NORTH 08•51'30" WEST ALONG SAID EASTERLY HIGHWAY MARGIN 808.08 FEET TO THE SOUTH UNE OF THE CRY OF SEATTLE'S BOW LAKE PIPEUNE RIGHT -OF -WAY; THENCE SOUTH 871312" EAST ALONG SAD SOUTH RIGHT -OF -WAY UNE 273.28 FEET TO THE WESTERLY LINE OF A 100 -FOOT RIGHT -OF -WAY CONVEYED TO PUGET SOUND POWER & LIGHT COMPANY BY DEEDS RECORDED UNDER KING COUNTY AUDITOR'S FILE NOS. 2829432 AND 2644020, FORMERLY KNOWN AS PUGET SOUND ELECTRIC RAILWAY RIGHT -OF -WAY; THENCE SOUTH 0113'24" EAST ALONG SAID WESTERLY RIGHT -OF -WAY UNE 791.76 FEET TO THE NORTH UNE OF THE SOUR( 211) FEET OF SAID GOVERNMENT LOT 11; THENCE NORTH 8747'19" WEST ALONG SAID NORTH UNE 165.55 FEET TO THE POINT OF BEGINNING. EXCEPT THAT PORTION LONG SOUTH OF A UNE PARALLEL WITH AND DISTANT 5 FEET NORTH, MEASURED AT RIGHT ANGLES, FROM THE FOLLOWING DESCRIBED UNE: BEGINNING AT THE POINT OF INTERSECTION OF THE SOUTH UNE OF THE HENRY MEADER DONATION CLAIM NO. 46 AND THE CENTERLINE OF STATE HIGHWAY 181 (WEST VALLEY HIGHWAY); THENCE NORTH 08'52'29" WEST A DISTANCE OF 48.98 FEET ALONG SAD HIGHWAY CENTERUNE; THENCE SOUTH 85'30'28" EAST 41.14 FEET TO THE EASTERLY MARGIN OF SAD HIGHWAY AND THE TRUE POING OF BEGINNING OF THIS DECRIBED LINE; THENCE CONTINUING SOUTH 85'30'26" EAST 227.79 FEET, MORE OR LESS, TO THE WESTERLY MARGIN OF SAID PUGET SOUND ELECTRIC RAILWAY RIGHT -OF -WAY AND THE TERMINUS OF THIS DESCRIBED UNE. TAX ACCOUNT NO. 000580 - 0038 -04 AUDITOR'S FILE NO. 8506141047 Drawing Index SITE DEVELOPMENT INFORMATION CONTROL PLAN AND UTILITY PLAN PLAN DRAINAGE CAR WASH 70 1R SITE PLAN AND PROJECT CIR TEMPORARY EROSION C2R GRADING, DRAINAGE PLAN C3R FRONTAGE IMPROVEMENTS NORTHWEST EXPO CENTER STORM CW.A1R FLOOR PLAN CW.A2R BUILDING ELEVATIONS CW.A3R BUILDING SECTIONS CW.A4R WALL SECTIONS CW.A5R CEILING AND ROOF PLANK. CW.A6R WINDOW AND DOOR DETAILS CW.A7R SCHEDULES AND ELEVATIONS CW.SIR FOUNDATION PLAN CW.S2R FOUNDATION DETAILS CW.S3R ROOF FRAMING PLAN CW.S4R WALL DETAILS AND NOTES CW.PIR PLUMBING FLOOR PLAN CW.P2R PLUMBING PLAN & DETAILS CW.AC1R HVAC PLAN CW.E1R ELECTRICAL SCHEDULES & DETAILS CW.E2R LIGHTING AND POWER PLANS CW.FAR FIRE ALARM PLAN CANOPY S -14 GRADING AND STORM 5 -15 GRADING AND STORM LiR LANDSCAPE PLAN L2R IRRIGATION PLAN ES.1 ELECTRICAL SITE PLAN ES.2 STREET LIGHTING PLAN CONVENIENCE STORE DRAINAGE DRAINAGE ONE LINES & LOAD CALC AND DETAILS RISERS AT EXTERIOR ELEVATIONS E2 FLOOR PLAN E3 EQUIPMENT PLAN E4 FLOOR FRAMING PLAN E5 ROOF FRAMING PLAN E6 FRAMING DETAILS E7 SECTION E8 SECTION E9 SECTION ELI ELECTRICAL PLAN EL2 CEILING ELECTRICAL PLAN EL3 ELECTRICAL SCHEDULES P1 PLUMBING PLAN P2 PLUMBING AND GAS M1 MECHANICAL PLAN M2 ROOF EQUIPMENT PLAN Fl FOUNDATION PLAN CS.FA FIRE ALARM PLAN CA.A1R PLAN AND ELEVATIONS S1 STRUCTURAL PLAN AND SECTIONS S2 STRUCTURAL DETAILS FUELING FACILITY GTR SITE PLAN AND PROJECT INFORMATION G2R PLANS AND MATERIALS LIST G3R TANK SECTIONS AND DETAILS REFERENCE SURVEY DRAWING 4'x14' WHITE STRIPE (COMPACT SPACES) VOW MA. Igpingi MOO 8 ED SPACES 0 9' -0" " 72' O AARD RAIL 4" WEE PAINT SIRI'ES FOG UNE & DIAGONALS CT 8 _ — TUKWILA CITY TRAIL EASEMENT — — — — — — — — — S 01'22'22 "E 335.96' -- - WINA' WIRE CE nvo G41E w�1s NEW GATE RD NG FEN 30 IS" U11UTtFASLAR- __ - -- I"- GOL188=-- ------.-.--- 6 (S la1) 1165.83'` 1185.71 NLW Z -- - _ EXI -_ —TUG FFlICE -- _ � PHASE 2 DEVELOPMENT CALL BEFORE YOU DJ( lP NOTES: I. THE CONTRACTOR SHALL TAKE ALL PRECAUTIONARY MEASURES NECESSARY TO PROTECT FROM DAMAGE ALL EXISTING IMPROVEMENTS WHICH ARE TO REMAIN IN PLACE. ANY SUCH IMPROVEMENTS OR STRUCTURES DAMAGED BY THE CONTRACTOR'S OPERATIONS SHALL BE REPAIRED OR RECONSTRUCTED SATISFACTORY TO THE OWNER AT IHE EXPENSE OF THE CONTRACTOR. 2. THE CONTRACTOR SHALL, AT HIS OWN EXPENSE, LOCATE ALL OVERHEAD AND UNDERGROUND INTERFERENCES WHICH MAY AFFECT AS OPERATION DURING CONSTRUCTION, AND SHALL TAKE ALL NECESSARY PERCAUTNNS TO AVOID DAMAGE TO THE SAME. THE CONTRACTOR SHALL USE EXTREME CAUTION WHEN WORKING NEAR OVERHEAD OR UNDERGROUND POWER AND /OR TELEPHONE FACTURES TO SAFELY PROTECT ALL PERSONNEL ANTI EQUIPMENT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR ALL COSTS AND LNBUTY IN CONNECTION THEREWITH. 3. LOCATDN OF UNDERGROUND UTILITIES SHOWN ON THESE DRAWINGS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. NEITHER THE OWNER, THE "ARCHITECT NOR THE ENGINEER ASSUME ANY RESPONSIBILITY FOR UODTES OR STRUCTURES NOT SHOWN OR NOT IN DIE LOCATION SHOWN IN THESE DRAWINGS. THE CONTRACTOR IS REQUIRED TO TAKE PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LINES SHOWN. ANO ANY OTHER LINES NOT OF RECORD OR NOT SHOWN ON THESE DRAWINGS. EXISTING UTILITIES ARE LOCATED ON THE PLANS ONLY FOR THE CONVENIENCE OF THE CONTRACTOR AND SHOULD BE USED FOR ODOING PURPOSES ONLY. 4. HC ACCESSIBLE SIGN SHALL BE AS FOLLOWS: SIGN MOUNTED ON POST CENTERED BETWEEN 3 AND 5 FEET ABOVE THE PARKING SURFACE, AT THE HEAD OF THE PARKING SPACE. SIGN SHALL INCLUDE DIE INTERNATIONAL SYMBOL OF ACCESS AND THE PHRASE "STATE DISABLED PARKING PERMIT REWIRED ". BELOW INTERNATIONAL SYMBOL SIGN MOUNT SIGN WIN THE PHRASE NAN ACCESSIBLE ". 5. RAMPS SHALL BE AS FOLLOWS: TAM SLOPE = 1:12 BM LENGTH = 6' MAX RISE = 6" WDTH " 44" WITH DIAMOND PATTERN TACTILE SURFACE N. ALL SIGNS SEPARATE PERMIT. REVISIONS NO CHANGES SHALL BE MADE TO THE SCOPE OF WORK WITHOUT PRIOR APPROVAL OF TUKWILA BUILDING DIVISIO'., FILE COPY I und.:"_nL that tho Plan ChccI, n-- soh,: b e:mm and omissions and c- ,_I H of plc'. Laos not authorial OW violation Of c. -,y ad_,Y._d cod y"Ir 011:5111111109 �pEI of contractors copy of ap E7 Data Permit No.D l cx SEPARATE PERMIT REQUIRED FOR MECHANICAL 111 ELECTRICAL ❑ PLUMBING ❑ GAG PIPING CITY CF TUKWILA G .LDI;LG DIVISION o577 CITY OF TUKWILA APPROVED MAR 0 2 1993 AS VG ILO BUILDING DIVI;iI CEIETI clry oP TuKw lu DEC 0 3 1997 PERMIT CENTER SITE PLAN L' = 20' It' 2b' 3b' 46' i 1 -800- 424 -5555 2 1- 6W =z I (9f ma =E5 c i :71 J W » a s >� c o CO 021- 1 U.' a PROJECT: 9621REV FILE: 9521 -1R BRAWN BY: .BA/RN CHECKED DV: R 0 DATES: 888108 REVIEW 11/25/97 PERMIT RENEW 810 SET COKSTRUCTIOM SET A'" © 1007 ROOFS OLLE9R84110 sheet: (3 I 1 1R PLANT SCHEDULE SYMBOL OTT. BOTANICAL NAME / COMMON NAME SIZE NOTES ,/ 2 TREES 2" CAL. BOB, MATCHED FORM ACER 'JEFFERSRED / AUTUMN BLAZE MAPLE LA PAPIFERA / PAPER BIRCH BEN IR • V sat 8 1 -3/4° CAL. BOB, MATCHED FORM flit 9 FRA%INJ5 P. 'MARSHALL SEEDLESS' / GREEN ASH 2" CAL. BOB, MATCHED FORM 12 PSEUDOTSU6A MENZIESII / DOUGLAS FIR 6' HT. BOB, FULL O BUSHY SINGLE LEADER SHRUBS CF IN 'FLAVIRAMEA' / YELLOW -TWIG DOGWOOD 5 GAL. FULL FOLIAGE, 40" 0.G. CS 91 COMPS STOLONIFERA / RED -TWIG DOGWOOD 5 GAL. FULL FOLIAGE, 48" O.G. EA 6 EUONYMUS ALATA 'GOMPACTA' / DWARF WINGED EUONYMUS 5 GAL. FULL FOLIAGE, 48" O.C. JC 90 JUNIPERUS C. 'FRUITLAND' / JUNIPER 5 GAL. FULL FOLIAGE, 40" 0.G. PF 21 POTENTILLA FRUTICOSA 'GOLD DROP' / BUSH CINQUEFOIL 5 GAL, FULL FOLIAGE, 36° O.G. TO 20 THUJA OCCIDENTALIS 'PYRAMIDALIS' / ARBORVITAE 6' HT. 545, 50" O.G. SROUNDCOVER \ \\ COTONEASTER 'CORAL BEAUTY' / BEAREERRY COTONEASTER 4" POTS. IS" O.G. ARCTOSTAPYLOS 5/A -URSI / KINNIKINNICK 4" POTS. IB" O.G. 0 00 EROSION CONTROL HYDROSEED SEE NOTES SOD SEE NOTES DUSTING TREE TO REMAIN BEOLItE TO FO caNTOR 22. SEE ARONITEO PLANS EXISTING TREE TO GE REMOVED 0 10' 20' WNW INIMIIIMONIMIIIM SCALE: I" = 20' - O" 1 Tur.KLA CITY TRAIL E 3SEMENT 6 c5 e - �,o �. sc e. � Y � �e O T F ti s � O'Alt O � 411:V , , .J16 oeeee e o� �" d : e o d �pooeeoo 0'1""' '■ �YI�JI�IJ ✓ /�.I . of ,Aeotitoo, „ A t A # % . ��!, p , mama ,111' 11 II _ . F�IIP1t 1E=11_ °1-11 —II= 11 II -11 y - — 111011 -11 II - III�II[ O SHRUB PLANTING NOT TO scAt SET GROWN AT NMOERY HEIGHT SARK M.LCH PER SPECS BAGKFILL TO CONSIST OF TOPSOIL PER SPECS. ADD FERTILIZER PER SPECS. SCARIFY FOOTBALL ON CONTAINER MATERIAL. REMOVE TOP IA OF SURLAP ON B*B MATERIAL. 3 CF P91- (71 5 G5 3 CF 9T Vp,LLEY HIGNWA`Y (SR 181) 55 JO CUES OR 1EADER NOTE, SNAGING FOR HRp0DCOVER TO EE TRIANGULAR PER DISTANCE SHOW ON PLANT SCHEDULE. O 6ROUN000VER SPACING NOT TO SCALE PLANT TREES HISS ENCASH TO ALLOW • POSITIVE DRAINAGE 11 AWAY FROM ROOTES.L d PIT TO BE TWICE THE ROOTBALL DIA. O ON GRADE TREE PLANTING NOT TO SCALE LANDSCAPE NOTES . Landscape draw ngs are based on the Site Plan prepared by Roger 011enburg and Associates. Notify the architect of any discrepancies between actual field eonditlons and the drawings. Immediately notify the Owner's Representative of any adverse drainage conditions which may affect the health of plant material. 2. Provide protection oft all p perty, persons, work in progress, strUGWYBS, Ulllitles, survey markers and paved surfaces from dOmgges Incurred arising Prom tMS Contract. Verify locations of all existing underground ut11Illes prior to commencement of work. 5. Glean all paved surfaces free of soil and debris on a daily basis. 4. Provide landscape maintenance beginning at the first Installation of plant material and continuing until 30 days beyond Final Acceptance including all watering weeding, spraying, fertilizing, resetting of plants, removal of dead or damaged plants, replanting and adjustment of tree staking. Submit a separate One year maintenance proposal for the entire project with the construction bid. 5. Guarantee all materials and workmanship for a period of one year from the time of Final Acceptance. Remove and replace Immediately any dead, diseased, dying or missing plant materials at no cost to the owner during the guarantee period. Guarantee does not apply to plant material damaged or destroyed by vandalism or vehicular damage (other than Contractor's vehicles) during the guarantee period. 6. Obtain and pay for all necessary permits and fees as required by applicable codes and ordinances for this work. Comply with all applicable codes, regulations and ordinances which pertain to this work. T. Make no materials substitutions without the written approval of the Owner% Representative. G. All plant material Is subject to Inspection, and approval or rejection by the Owner's Representative. 9. Provide reproducible record drawings at 1 " -20' for all landscape work. 10. Remove all surface vegetation, debris and rock larger than 2" from subgrade and scarify prior to Installation of topsoil. Install Pacif id Topsoils 5 -Way Mix as required to achieve Indicated berming. Place a minimum of 5" of topsail In all new planting areas. II. Install 2" of line ground bark over all new landscape areas. 12. Place 15 lbs. of 10 -20 -20 granular fertilizer per 1000 s.f. over all new landscape areas. Place AgrlPorm 21 gram 20 -10 -5 fertilizers tablets at all trees (2 per) and shrubs (I per). 13. Actual plant quantities shown an the drawings shall prevail over quantities shown on plant schedule In the event of discrepancy. Determine ground cover quantities based on triangular spacing and square footage. Provide continuous ground cover installation under tree and Shrub symbols indicated on the Drawings. 14. Final Acceptance of the landscape work In this section shall be made by the Owner's Representative after an Inspection to determine 100 percent consolation of the contract work, maintenance issues and punch list Items. 15. Erosion control hydr seed shall consist of the following mix, 55% Chewing, Fescue, 40% Perennial Ryegrass, and 5% Dutch Kilts Clover. Apply seed at a rate of 4 lbs. per 1000 square feet. Hydroseed slurry to be mixed with 10 -20 -20 fertilizer at a rate of 9 lbs. per 1000 square feet, Silva Mulch at a rate of 40 lbs. per 1000 square feet and J -tat Binding Agent at a rata of II lbs. per 1000 square feet. Promptly re -seed all areas which de not germinate within 14 days. 16. Base of bioswale to be lined with Emerald Turf "Shadowmastsr" or approved equal. Width of sod strip to be a minimum of 4' wide. re-seed all areas which do not germinate panto 14 days. SELLER TRW% NTH OMBLE STRAND OF IA GAUGE GAL WIRE WRAPPED IN CLEAR VINYL. . TRIET TIGHT. Z•DIA. SVC LODSSPOIP PITS TREE STAKES WITH 6° CONICAL POINT TREE YRAP OF SPEGIFIEE) 96" DIA. TREE YELLS IN LOAN) AREAS. PILL WITH S OF SPEGFIED HACH. REMOVE TOP I/S OF BURLAP. LOOSEN WIRE BASKETS. BAGKFILL PIT WITH 50% TOPSOIL AND 50% NATTVE SAIL. ADD SfECIFIED FERTILIZER TO MIX. SLBORPDE GIT) OF TU.'(ILA APPROVED MAO 0 2 1908 ri Lb CITY OF TAKWILA DEC 0 3 (997 PERMIT CENTER STATE OF WASHINGTON REGISTERED LANDS __ HITS T RN H. BRUMBA' CALL BEFORE YOU DIG 1 -800- 424 -5555 Z O< s w E co 0. z r, w o ito en en Q mF Of W � g I Z oQ J PROJECT: 96505045 FILE: 5650 DRAM on MI / CR CHECKED BY: CR DATER: DESNA REVIEW PERMIT REVIEW 12 /2/ 97 Be BET COHB5RB04I0l SET sheet: lot 11 I 2 IRRIGATION SCHEDULE SYMBOL DESCRIPTION P.S.I. RADIUS G.P.M. RAINBIRD 1806 - SAM- PR5 -15F -FLT, 6" POP-UP SPRAY nnN� rvnn 000 mmm mm m � xx 4 5.9 RAINBIRD IBO6- SAM- PRS -15H -FLT, 6" POP-UP SPRAY 1.55 RAINBIRD 1006- SAM -PRS -150 -FLT, 6" POP -VP SPRAY 0.15 RAINBIRD 1506- SAM- PR5- 15VAN, 6" POP -UP SPRAY 1.85 RAINBIRD 1606 - SAM- PRS -12H -FLT, 6" POP-UP SPRAY 1.5 RAINBIRD 1806 - SAM -PIES -120 -FLT, 6' POP-UP SPRAY .65 RAINBIRD 1806 -SAM- S- 12VAN, 6" POP -UP SPRAY 1.15 RAINBIRD 1606- SAM -PRS" IOH -FLT, 6" POP -UP SPRAY 0.99 2 0.51 RAINBIRD 1506- SAM- PRS -IO6t-FLT, 6" POP -UP SPRAY RAINBIRD 18O6- SAM - PIES- IOVAN, 6" POP-UP SPRAY 1.22 RAIFBIRD 1806- SAM- PR5-8H -FLT, 6" POP -UP SPRAY 019 RAINBIRD 18O6- SAM- PRS-50 -FLT, 6" POP-UP SPRAY 0.51 RAINBIRD 1506- SAM- PP5 -8VAN, 6" POP-UP SPRAY 1.19 4 RAINBIRD 1806 - SAM- PRS -PGS -040, b" POP -UP SPRAY 0.40 0.20 RAINBIRD I8O6- SAM- PRS- PGS-020, 6" POP -UP SPRAY RAINBIRD 1506- SAM - PIES- ISEST, 6" POP -UP SPRAY 0.61 RAINBIRD 1806 - SAM -PIES- 15557, 6" POP -UP SPRAY 121 RAINBIRD 100 -FEB, I' REMOTE CONTROL VALVE RAINBIRD ISO -PEES, 115" REMOTE CONTROL VALVE 115" FEBGO 805 Y, DOUBLE CHECK VALVE ASSEMBLY WITH RAINBIRD ISO -PEES 115" MASTER VALVE HYBRID RAINBIRD ESP -BLXO, MULTI - PROGRAM CONTROLLER NI/ PED -D016, WALL MOUNT CLASS 200 PVC 2" MAINLINE. CLASS 200 PVC. LATERAL LINE (SIZE AS NOTED) SCHEDULE 40 PVC SLEEVING (TWICE SIZE OF INTERIOR PIPE) N — IRRIGATION HALL HOOP a I - I /4 CONVENIENCE STORE PHASE 2 DEVELOPMENT 4 20 5 33 6 22 4 9/4 CITY TRAIL EASEMENT I . 5/4•— I" I• • I' • l ' e ■lam Sir 10' 20 40 T 'kI f \€ SCALE: I" = 20' P °\ 1 c» COMPACT SUBGRADE PER BACKFILL 4 TRENCHING SPECIFICATIONS O 9LEEV O NOT TO SG E PVC SGH. 40 SLEEVING MIN. 2X DIAMETER OF ENCLOSED PIPE 2 PVC SGH. 40 WIRE SLEEVE NOTE, BACKFILL TO BE FREE OP ROCK OR DEBRIS LARGER THAN I" DIA. ABSOLUTELY NO ROCK OR DEBRIS SHALL BE PLACED DIRECTLY ADJACENT TO ANY PIPE. ACCURATELY NOTE LOCATION AND DEPTH OF ALL SLEEVES ON IRRIGATION DRAWING. / TRENCHING NOT DETAIL 9GAL E SST V44-1'V( H■6HWP`{ (vg- ISO INSTALL POP-UP SPRINKLER HEADS 5" ABOVE GRADE AND ADJJST TO FINISH GRADE. SEE PLAN FOR MODEL AND BRAND. FINISH GRADE e�- �� 5/4' EAST '.. �l l i (I) MARLEX FITTING PVC LATERAL LINE pyG SOH. qp ELL (OR TEE). (2) SPIRAL BARB FITTINGS —SWING PIPE (IS" MAX.) NOTE: THIS DETAIL APPLIES ONLY TO POP -UP SPRAY SPRINKLER HEADS, INSTALL ALL STREAM ROTOR SPRINKLER HEADS ON TRIPLE 5WIN6 ASSEMBLIES. O POP -UP HEAD / PUNNY PIPE NOT TO SCALE AUTOMATIC CONTROLLER 2" P.V.G. CONDUIT FOR CONTROLLER HIRES 2" P.V.G. SHEEP ELL NOTE: INSTAL. ALL WRING FM LOCAL CODE. O AUTOMATIC CONTROLLER / WALL MOUNT NOT TO IRRIGATION NOTES . Irrigation draw ngs are based on the Site Plan prepared by Roger Olienburg and Associates. Notify the architect of any discrepancies between actual field conditions and the drawings. 2. oide proteeH all property, persons, wo pro gre s structu, utIlItIes surve maers and aved surfce from damages Incurred arising Prom en of this Contract. Verify locations rk In of all existing under utlllti es p rior t commenpcement oP a wors k. 5. Glean all paved surfaces free of soil and debris on a dolly basis. 4. Provide Irrigation system maintenance beginning at the first of materials and continuing until 50 days beyond Final Acceptance Including all adjustments of materials and settings. 5. Guarantee all materials and workmanship for a period of one yea- from the time of Final Acceptance. Remove and replace Immediately any broken, damaged or missing materials at no cost to the Owner during the guarantee period. Guarantee does not apply to materials damaged or destroyed by vandalism or vehicular damage (other than Contractor's vehicles) during the guarantee period. b. Obtain and pay far all necessary permits and foes as required b'J p Ilecble codes and ordinances for this work. Comply with all applicable codes, regulations and dinances which pertain to this work. 9. Provide 120V electrical service from the the building to the automatic controller. 6. Head and pipe layout is diagrammatic. Adjust in field as necessary to provide adequate coverage. H. Contract work Includes (I) startup of the system at time of installation and (I) winterization in Fall following Installation. Winterization to Include complete vacation of all water from piping via compressed air. 10. Make no materials substitutions without the written approval of the Owner's Representative. H. Provide reproducible record drawings at I" -20' for all irrigation work. °oR; `DRAIN " ROCK MIN. 12 DEPTH 1/2I IN LAWN AREA AREAS IN BED STANDARD CARSON VALVE BOX. 1/ IRRIGATION METER (SEE CIVIL DRAWINGS) CITY APPROVED VAULT W/ LID — VOU ASS H CHECK - DOCK COUPLING VALVE —ANGLE VALVE SHUT OFF PROVIDE FOR A 24" LOOP OF EXCESS HIRE WATERPROOP HIRE CONNECTORS INSTALL PLUGS — MASTER VALVE — TEST COCKS (TY°) rew9 STUBVOUTPE FROM METER MIN. IN 12' ROCK DEPTH O POINT OP CONNECTION CITY OF TthTWI.n NOT TO SCALE APPROVED ECTRIC CONTROL VALVE PVC SGH. 80 NIPPLE PVC. SoS 9016 PVC SCH. 8O NIPPLE /7t &;ael • DRA MN) 0 2 1293 auiLoING c ITV R OF E NKWILA OEC 0 31991 PERMIT CENTER CD STATE OF WASHINGTON REGISTERED .1C 1 ` ACN T ` t. Jt I /tals• M ARK H. 9RUMBAU CERTIFICATE NO. 458 MAIH)LIKE MAINLINE wiEE 4 FORE REMOTE CO ZONE CALL YOU DIG 1 -800- 424 -5555 co PROJECT: 9B50BPIW FOE: 9850 DRAWN •Y: ML/ rR CHECKED WA CO LATEs, DESI0II REVIEW PREY! REVIEW 12/2/97 CONSTRUCTOR SET 'r ,EEO sDa•E ^I-LEISURE (sheet: I L2 of / 2 IRRIGATION PLAN AND DETAILS INS A \L CB PR INSTALL TEMPORARY CONSTRUCTION ENTRANCE tTEXIS11NG DIVEWAY CONVENIENCE STORE S FIN. FLOOR ELEV. 24.25 I S 2 2' �- 2 EX 55 MN RIM EL = 24.1 INV EL - 13.: INS LL TEMPORARY SILT ON FILTER ON O U PIPE _ EX CB 1791 INV EZ = 20.63__ RIM EL = 2279' INSTALL TEMPORARY SILTATION FILTER ON - ____ - - - - -- OUTLET_PIPE- - EX CB _ - -- - - - -- 7(JI(WIL -A -(;ICY I _ - INV EL = 2079' 62' CA INSTALL - SILT FENCE ALONG EAST PROPERTY- _ LINE WEST OF EXISTING CITY TRAIL FENCE = 20' 6 2• L6' 2b• 31:1' 46' TEMPORARY EROSION CONTROL PLAN NIGH VOLTAGE POWER POLE .Dq EX 5.51416 MCP MANHOLE RIM E = 23.55 - -- INV EL IN= 1805'8' INV E7) 006 = 15.32' 8' 9 2 9 3 yr 2'X2' WOOD POSTS, STANDAR0 OR BETTER, OR EQUIVALENT TEMPORARY EROSION CONTROL NOTES 1. THE TEMPORARY EROSION /SEOIMENTATION CONTROL FACILITY SHALL BE CONSTRUCTED PRIOR TO ANY GRADING OR EXTENSIVE LAND CLEARING IN ACCORDANCE WITH THE APPROVED TEMPORARY EROSION /SEDIMENTATION CONTROL PLAN. THESE FACILITIES MUST BE SATISFACTORILY MAINTAINED UNNL CONSTRUCTION AND LANDSCAPING 15 COMPLETED AND THE POTENTIAL FOR ON- SITE EROSION HAS PASSED. 2. WHERE POSSIBLE. MAINTAIN NATURAL VEGETATION FOR SILT CONTROL. 3. TEMPORARY SILTATION AND DETENTION PONDS TO OE CONSTRUCTED AS SHOWN. 4. ALL TEMPORARY SILTATION AND DETENTION PONDS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH MME THAT CLEARING AND /OR CONSTRUCTION 15 COMPLETED AND THE PERMANENT DRAINAGE FACILITIES ARE OPERATIONAL 5. RETURN SILTATION CONTROL AREAS TO ORIGINAL CONDITION. 6. ONCE WORK HAS STOPPED IN ANY AREA STRIPPED OF VECETA005. FOR A PERIOD NOT TO EXCEED 60 DAYS. IT MUST BE STABILIZED WITH GRASS OR OTHER EROSION CONTROL TREATMENT. 7. APPROVAL OF THIS PLAN DOES NOT CONSTITUTE AN APPROVAL OF DESIGN, SIZE NOR LOCATION OF PIPES, RE5TRICTONS, CHANNELS OR RETENTION FACILITIES. BUT 15 014 APPROVAL OF TEMPORARY SEDIMENTATION PLAN ONLY. 2'52'6140A. WELDED WIRE STAPLES OR WRE RINGS (TYP.) MESH OR EQUAL FILTER FABRIC MATERIAL MIRA5I 100X OR EQUAL BURY BOTTOM OF FILTER FABRIC MATERIAL IN 8'X12' TRENCH FILTER FABRIC MATLRIAL WIRE 5654 SOPPO2T '"E FOR FILTER FABRIC PRONDE WASHED GRAVEL OR COMPACTED NATIVE SOIL AS DIRECTED BY LOCAL 118-1111 - GOVERNMENT =11111.;I'- �' 1111 .'' SUMP WITH 8' QUARRY SPARS CONSTRUCT PERFORATED STAND PIPE AT END OF EACH POND OUTLET. 5/8" WASHED ROCK 1111 ;WI611_ 11 II III= SILTATION PENCE DETAIL NO SCALE CATCH BASIN PROTECTION R -25' MIN. (OPTIONAL) 12" MIN. 41 =1111JIII 4' -8" QUARRY SPALLS FILTER FABRIC TUCKED UNDER CRATE AS SHOWN. CATCH BASIN NO SCALE TEMPORARY CONSTRUCTION ENTRANCE NO SCALE II ..II - II D SILTATION FILTER DETAIL NO SCALE CITY 01 Il9PPIIL9 APPRUV05 MAO 0 2 1393 ,s rTL ['ED 2UIi0i' -12 .:100 PIPE TO CONTROL STRUCTURE RECEIVE, CITY OF TUKWILA OECO 31997 PERMIT CENTER REVISIONS: WCALE: 7 " =20' PROJECT NUMBER: OEVT0005 REV CARWASX RI OR 11/25/96 REVISED BUILDINGS 8/27/97 DATE: 3/24/97 DESIGN: ,NM DRAWN: JPM CHECKED: REVISION NUMEE8: SHEET N0. c1 or 3 REVISED APPD. 12' SD I.E. 16.45 30 LF 24" STEEL CASING SEE DETAIL THIS SHEET \NORTHWEST EXPO CENTER ( C.B. 15 -3 TYPE 4 G.E. 21.80 I.E. 16.80 SEE 91T CM 671 21.00 SFE 5HT CVD .B. O 22_YPE 1 G. 2aT'7 LE 19.97 !c7) � I cI -:', W1W 686580 111 O•; -RMMAA N, i --' INDL1681HON 106904 ALONC WEST 900 W IR4& 1 OGITMp(GNNA9'RALH RCN fX T 8 NRLTA CB 64111 5 TRENCH VAN WASHED CRAWL 2253' - 5 � B A60 /NKffs - 2053` LS P6 /18* T 4 .• Io 13917 412 SD 1.00% 113 12" PVC SD .O 0.50% C.B. 15 THEE 1 G.E. 23.00 I.E. 20.54 i r 2. NOTE 1.1551EEE ARCHITECTURAL SITE PLAT{ / FOR ( t SI RNISHI( // 511081LS T FINISHES, ON-MIS DRAWING. SEE BOUNDARY AND TOPOGRAPHIC SURVEY FOR SITE HO AN VERTICAL CONTROL WORKMANSHIP AND MAIERYALS SHALL BE IN ACCORDANCE V11111 THE CRY O' 1UKWILA IN AS1RUC1UREDESJGN :MUCTION STANDARDS. ,, "� �� BASE MAPPING, TOPOGRAPHIC OF ALL EXISTING FEATURES 1 R 1JNFORMA (IPROJECT TION AN SURVEYOR. D THE DE51 I a C P (1 CONTROL 9918 7HE PROJE I4. 1 1 ANY CONFICTS BETWEEN BY THE PROJECT SURA M I 1 RES, SITE ELEVATIONS AVE BEEN PROVIDED BY TIE ARCH( FEATURES ON THESE PLANS ARE BA ACTOR SHALL VERIFY SITE HORIZONTAL AN SURVEYOR RI E G COMMIX AND AC FIELD LD CONDI SHALL CONDI NS SHALL PRIOR TO CONSTRUCTION. 5OJ.1 21.60 2 WAY CLEM1W15 TIP. AT MERE ONES SET OMITS TO MATCH MEC HANCAL - FLAN COW0G1OM DETAIL CONVENIENCE STORE S FIN. FLOOR ELEV. 24.25 W l Eo:r W Svc re, A ° ,01 6 9 . C.B. TYPE '' �IC G.E. 23.12 :R Loi i ���� • I.E. 211.92 Y = S ^91081E STORM DRAINAGE IMPROVEMENTS PER NORTHWEST EMx0 CENTER SHEETS S14 & 615 12" 5D I.E. 16.46 EX 55 MN RIM E 24. 1NV 71 = 13. RELAY E1051NG190E SEVER M 50 17. 6' PVC 2.00% CONCRETE ECOGY BLOCK 4101 TOP ELEV. 23. BASE ELEV. 1 00 POTHOLE LOCATIONS PER THE OWNER'S CONTRACTOR GROUND ELEV. 21.2 TOP OF 12" WATER ELEV. 14.95 60' WATER MAIN NOT EXPOSED AT 7' DEPTH I.E. 1 C.B. 41 TYPE 2 -48" G E 23.20 \ E 17.93 10 IF 50 0 127(% 100' WIDE PUGET SOUND POMER & TIGHT CO. RIGHT OF WAY RIM EL = 22.79' - =NV 12' / - RlM EL - 2294' EL = 2&.8 TUAWC -36 tl6 -INKft TUKWILA CITY TRAIL s 01 13'24" E 7917ePEED) -- 15' WOE CITY OF 1NOILA MAR EASEMENT 12" ADS N12 SD 24" STEEL CASING FILL WITH SAND TREATED 2x6 SKIDS RIPPED TO FIT STEEL BANDING STRAPS -- - CASING D�TRiL�� - �b 11. 18' 2b' Bb' 46' 12'SD I.E. 16.46 BOTTOM OF CASING I.E. 15.99 1' CLEAR TOP OF EXIST 12" WATER MAIN ELEV. 14.95 10 EX CW "- - - EX 5.8 OROR 4.1� RIM E = 23.53' - INVE 1/2= 18.05'8' INV E OUT = 15.32' 8' C EXIST. 60 "W 15' 15' 12 "SD I.E. 16.48 / BOTTOM OF CASING I.E. 15.98 CASING P 1.78 MIN CLEAR TO BOTTOM OF POTHOLE 0 POTHOLE OVER EXISTING 60 WATER MAIN, BOTTOM OF EXCAVATION ELEV. 14.2 EXIST. 60" WATER MAIN NOT FOUND OFILE 21/2' f - EXISTING GROUND 15' 11111.1 FT€M[n COST SANITARY SEWER SAWCUT AT- EX. FOGLINE xlst% EXIST. ASPH. PAV'T. 1 3 1/2" COMPACTED DEPTH ASPHALT CONCRETE CLASS B / DEPTH CSBC AI,IERNATIVE TO 0500 4 COMPACTED DEPTH ATB 6" COMPACTED DEPTH GRAVEL BORROW EXTRUDED CEMENT CONCRETE CURB NOT TO SCALE 8100IL0RADON SWA1E SEED ME Red Fescue Vellum rubs) Red Top Meadow dball 35% Wall ( Aiepacurve pralmals) 355 5 HEIGHT 11 PURITY % GERMINATION 35% 90% 20% B BASE 3 ECOLOGY BLOCK WALL BLOCKS 2'x2,3' OR 2'x2'8' STAGGER )M R COURSE I5 TOP ELEV. 23.00 BASE ELEV. 19.80 RTES 3' E EUEOOIL TYPICAL SECTION WEST VALLEY HIGHWAY 3-93 BAR CONT. 3 1/2' COMPACTED DEPTH ASPHALT 00110 CLASS 8 SITE CONCRETE WALKWAYS SEE KOHL THIS SHEET SITE GRADE PENT TYPICAL \ u 6'C AL DEPTH BLM 010 CG00 I OAPACIEO NAPVE 1SL'S B 4' COMPACTED DEPTH SUBCRADE PREPARATION PER SITE 00010 4NICAL REPORT CONCRETE PAVEMENT TO BE 6' THICK WITH 6,011.441.4 REINFORCEMENT SET ON 3' COMPACTED OEP1H CSTC SEE ARCHITECTURAL 517E PLAN FOR 12CAR8N5 TYPICAL SITE SECTION WEST VALLEY HIGHWAY 35.00' L 4 THICK CEMENT CONC. SIDEWALK PER CITY OF TUKWILA STD. RS -11 2' COMPACTED DEPTH CRUSHED SURFACING TOP COURSE CEMENT CONC. VERTICAL CURB & GUTTER CONTRACTOR TO ADJUST FORMS AS REQUIRED TO MAINTAIN PAVEMENT CROSS SLOPE AND POSITIVE GUTTER GRADE TO DRAINAGE STRUCTURES SANITARY SEWER CONSTRUCTION NOTES: ALL WORKMANSHIP AND MATERIALS SHALL BE IN ACCORDANCE VAIN THE CITY OF TUKWILA INFRASTRUCTURE DESIGN AND CONSTRUCTION STANDARDS FOR SANITARY SEWERS. O CLEANOUT RIM ELEV. 23.23, I.E. 15.45 O 59 LTA ' P.V.C. SIDE SEWER 0 1.00% CONNECT TO SIDE SEWER 40. 16 BS P.V.C. SIDE SEWER 0 1.00% ®I E. 20 32 /95191,1 6 "087 VALV IN VALVE 800 �� 51/4,1129 SEPARATOR "0001' VAULT CO." 660 -SA 0 21 LF 6" P.V.C. SIDE SEWER 0 3.fi8% TOP ELEV. 23.60, I.E. 2032 IN & OUT 3 I.E. 16.62 O I6 6" P.V.C. SIDE SEWER 0 1.00% ® 28 12 " 11.0. ELEV. 24.U3R 0 15 C.B. LF TYPE 1 0681E ELEV. 23 I.E. 20.64 O 79 LF 4" P.V.C. 510E SEWER 0 3.68% O GREASE INTERCEPTOR '00810 VAULT' 812 -GA 2500 GAL CLEANOUT RIM EEO. 23.95, I.E. 19.53 RIM EEO. 23.89 I.E. 20.50 © 40 LF 4" PI/CE S1DE SEWER 0 3.68% GREASE INTERCEPTOR 1.1111.11Y VAULT" 612-01 2500 GAL CLEANOUT EO. 24.02, 0,0 19.53 RIM ELEV. 23.93 I.E. 20.20. 29 111 6" P.V.C. SIDE SEWEN 0 1.0010 ® 0/1/42029 SEPARATOR '00515 VAULT' 660-56 ©I.E. 16.14 RIM EEO. 23.91 I.E. 20.10. INSTALL VAULT 1X156510415 ® I. E . 16.14 FOR GR ADJUSTMENT 31 LF 6" P.V.C. SIDE SEWER 0 12.456 ' CONTRACTOR SHALE VERIFY 8TH THE ARCHITECT DIE 0608651 C10ANWT RIM ELEV. 24.00, I.E. 20.00 GREASE N s . "004 VAULTS AND 01,/1YA0ER 84.596009 VAULT 11EMSQ 1 / 100 SPECIFIC 9060 4110 RUIHMN0 REWAIEMfH15, COMLCD04 067405 AND P55 9004 WATER SYSTEM CONSTRUCTION NOTES: ALL WORKMANSHIP 860 MATERIALS SHALL BE IN ACCORDANCE WITH 1HE CITY OF 15944184 INFRASTRUCIUR DESIGN AND CONSTRUCTION STANDARDS FOR POTPIE WATER SYSTEMS. O CONNECT NEW MAIN 10 EXISTING 8" GATE VALVE $ 67 IE 8" D.I.P. CL 52 WATER MAIN © 10 E 8" D.I.P. CL 52 811009 MAIN 9 CONNECT NEW MAIN TO EXISTING 8" GALE VALVE © 1 -8" 11 1/4' BEND MAN,/ 6919 THRUST BLOCKING 1 -1/4" WATER SERVICE Q 5 LF 8" O.I.P. CL 52 WATER MAIN 1 1/2" WATER SERVICE © 1-8" 90' REND MJAFL 1414.1 THRUST BLOCKING 1' IRRIGATION SEANCE 0111 008810 01120004 1 -8' 8'86' HYDRANT 125 FL, 1 -8' FL%MJ ADAPTOR CHECK VALVE ASSEMBLY 1- RELOCATED FIRE HYDRANT ASSEMBLY 8119 THRUST BLOCKING 0 REMOVE AND SALVAGE 503060 WATER MAIN AND © 173E 8" D.I.P. CL 52 WATER MAIN APPURTANANCES. ® 1 -8" 90' BEND MJMMJ 5519 THRUST BLOCKING CITY OF TURVILA NOT TO SCALE VARIABLE (1191 HUM - 55 ) ROPE 2.00% ASPHALT PAVEMENT CONC PUMP ISLAND 9A Lr 6a - LaAOE PONE 4 M.C!2 0 2 9938 AT ACCESSIBLE RW1E m l's_ Al hlliic., BUILDING 51111:0051 CONSTRUCT VALLEY GUTTER AT CEMENT CONCRETE CLASS 5 NORTH &WEST EVES OF PUMP ISLAND EAR GUTTER MAY BE RENF. IYP. CAST ISONCUO110 WTH SLAB CONCRETE VALLEY GUTTER cRV oF DEC 0 3 1997 PERMIT CENTER 4' I1110( 9DEWAU( COMBINATION CURB and SIDEWALK NOT TO SCALE REVISIONS: SCAM 1 " =20' DEN500 CAROM BLDG. 09/28/97 REVISED BUILDINGS 9/27/97 DAM: 3/24/97 0891061: JPM DRAWN: JPM CHECKED: EEG REVISION NUMBER: PR038CT NUMBER: OEVIT0005 918811 NO. C2 OF 3 REVISED . 121 LF 12SR - COMMERCIAL DRIVEWAY PER TUKWLA STD. RS -9 NEW PAVEMENT SEE TYPICAL SECTION a FUTURE CURB INLET & 8 ° CONNECTING PIPE -__ - BY OTHERS CANSTRUGAON CENTERLINE_ _ 25 15 .12 /NV EL = 11.75' - W/FLAP GATE N07' he' W/ 1x1'1 - 0'11'1 - REMOVE & RESET EXIST. SIGN & MAIL BOXES 112J1' => EX CB (TYPE 2) EX CB (TYPE 2) EX CB (TYPE 2) ._ _ .� — 12' CONC. SO 24" STEEL CASING LL NTH TH SAND ,_O SR 181 STEEL BANDING STRAPS CASING DETAIL N 0850'70 W 34.08' EXIST. GROUN, ELEV. 24.0 COMPACTED (XI 12" CONC. SD ENCASED IN 24" SID. WALL STEEL CASING PIPE TREATED 2x6 SKIDS BETOKEN BELL ENDS RIPPED TO HT SECTION A -A LOCKING NORTH REMOVE & RESET EXIST. SIGNS 184.18' CAUTION EASING UNDER GROUND POWER IS IN CLOSE PROXIMITY OR MAY BE IN CONFlICT WITH THE PROPOSED STORM DRAINAGE SYSTEM. CONTACT PUGET SOUND ENERGY PRIOR TO BEGINNING CONSTRUCTION TO ARRANGE FOR RELOCATION AND ADJUSTMENT REMOVE & RESET EXIST. SIGN FRONTAGE"IrRROVEMENTS PLAN EXISTING UNDERGROUND POWER ADJUST GRADE TO CLEAR CASING BY 12" MIN. VERIFY CLEARANCE PRIOR TO CONSTRUCTION e 4' ROCK SLOPE PROTECTION 1 MAN ROOK LAYER ON SLOPE CHOKE VOIOS W/ ROCK SPOILS KEY ROCK 12 ° MIN. INTO EXISTING GROUND 1' = 30' A = 30'H, B I'= 5'V. APPROXIMATE UNITS OF ROCK SLOPE PROTECTION OVE & REPLACE EX. FRONTAGE IMPROVEMENTS PROFILE ▪ ' SEE SHEET Cl AND C2 FOR ON —SITE IMPROVEMENTS • LEI A 10 WEST VALLEY HIGHWAY 35.00' EXIST. ASPH, PAVT. 3 1/2 COMPACTED DEPTH ASPHALT CONCRETE CLASS B 6 ° COMPACTED DEPTH CSBC ALTERNATIVE TO CSBC 4 COMPACTED DEPTH ATB 6 COMPACTED DEPTH GRAVEL BORROW 8 2 SAWCUT AT EX. FOGLINE XI ER R W TYPICAL SECTION WEST VALLEY HIGHWAY SR 181 STA. 159 +02 TO STA. 161 +83.05 LOOKING NORTH 04 A L- • - ' � T 4 THICK CEMENT CONC. SIDEWALK PER CITY OF TUKWILA STD. IS -11 2" COMPACTED DEPTH CRUSHED SURFACING TOP COURSE CEMENT CONC. VERTICAL CURB & GUTTER CONTRACTOR TO ADJUST FORMS AS REQUIRED TO MAINTAIN PAVEMENT CROSS SLOPE AND POSITIVE GUTTER GRADE TO DRAINAGE STRUCTURES 00 2 SR 181 STA. 164+ '7 = TRANOER BLVD. STA. 47 +08.80 CITY OF TUY'.'11LA APPRUI�D MAR 0 2 1953 AS TNLO!N I 71;115`7 POFT CITV V OF TUKWILA DEC 8 31997 PEWIT CENTER q 6' 0 i g iliREE 1 1 FA , 'ilrdrAnq 0 F... a, FRONTAGE IMPROVEMENTS PLAN TUKWILA BP STATION 7. 11: ,i 3209 ROCKEFELLER AVENUE EVERETT. WA. 98201 206.259.4099 P 1 DIMES OCTOB. 11., 199131 TUKWILA WASHINGTON " GROUND - 121LF12 " CONC .SD00.50E EXISTING ADJUST BY 12" VERIFY ONSTRIIC110N _ -,. _ _ UNDERGROUND POWER GRADE TO CLEAR SD MIN. CLEARANCES PRIOR TO 61LF12 °CONC.SD ®O.SOE 30 L' — -- G - P 1 %a - • NNMNAR `"g N ° im > I w BA TOP OF C OF WALK g,.,.°03 RB h G W m 0 FLOWANE 2 T. 25.40 BACK WALK SR 1A1 ST: `' 83 '- '- VI Y BACK OF WALK a . TOP OF CURB I ROMAINE FLOWJNE 251 T.C. 25.52 BACK WALK ? SR 181 STA. MATCH EXISOF CURB & SIDS FLONUNE 25 24' STEEL CASING IRANSI110N _ �- � - - :7:DE DRIVEWAY 35' WIDE DRIVEWAY ROMAINE 198 LE. 12 CONC. T ®0.50E / - \ 12 ° MIN.1 SR 181 STA. 155 +96.01, 4408' LT. _ 1. 4 IF 12" CONC. \ SD 0 0.50% '. y Tlm— C.B. 18 TYPE 1, 34.D8' LT C.B. . p TYPF T. 3R.31.001.1.! I.E. P 2 1 44. 7 7/ 9 55 84 6 12 CONC. SD ®0.50E SR Al 1 STA. 155 +12.01, 43.19 LT. G.E. 24.42 I.E 20.80 G.B. 1 TOIL 8 -48' C.B. /Il, IYPL 1 E%. 10" WATER MNN 941H OIL/WATER SEPARATOR SET OVER EXISTING 18" SD G.E. 23.28 I.E. 18.84 12 "SD S. G.E. 23.85 I.E. 19.26 SR 181 STA. 157+17.00, 35.08'LT. C.B. +10, TYPE I LOWER TO CLEAR 12 'D BY 12 MIN. INSTALL R T. G.E 23.60 I.E 18.34 18 "SD W. (EXIST.) I.E. 20.17 82 "SDDEN(NNR.) SR 181 23, STYPTA. 157 +78,00 , 34.08' LT. C.B. SO" WATER MAIN VERIFY CLEARANCES ■ C�151RUCDON OR TO _. G.E. 23.56 I.E. 20.18 EXIST . 121 LF 12SR - COMMERCIAL DRIVEWAY PER TUKWLA STD. RS -9 NEW PAVEMENT SEE TYPICAL SECTION a FUTURE CURB INLET & 8 ° CONNECTING PIPE -__ - BY OTHERS CANSTRUGAON CENTERLINE_ _ 25 15 .12 /NV EL = 11.75' - W/FLAP GATE N07' he' W/ 1x1'1 - 0'11'1 - REMOVE & RESET EXIST. SIGN & MAIL BOXES 112J1' => EX CB (TYPE 2) EX CB (TYPE 2) EX CB (TYPE 2) ._ _ .� — 12' CONC. SO 24" STEEL CASING LL NTH TH SAND ,_O SR 181 STEEL BANDING STRAPS CASING DETAIL N 0850'70 W 34.08' EXIST. GROUN, ELEV. 24.0 COMPACTED (XI 12" CONC. SD ENCASED IN 24" SID. WALL STEEL CASING PIPE TREATED 2x6 SKIDS BETOKEN BELL ENDS RIPPED TO HT SECTION A -A LOCKING NORTH REMOVE & RESET EXIST. SIGNS 184.18' CAUTION EASING UNDER GROUND POWER IS IN CLOSE PROXIMITY OR MAY BE IN CONFlICT WITH THE PROPOSED STORM DRAINAGE SYSTEM. CONTACT PUGET SOUND ENERGY PRIOR TO BEGINNING CONSTRUCTION TO ARRANGE FOR RELOCATION AND ADJUSTMENT REMOVE & RESET EXIST. SIGN FRONTAGE"IrRROVEMENTS PLAN EXISTING UNDERGROUND POWER ADJUST GRADE TO CLEAR CASING BY 12" MIN. VERIFY CLEARANCE PRIOR TO CONSTRUCTION e 4' ROCK SLOPE PROTECTION 1 MAN ROOK LAYER ON SLOPE CHOKE VOIOS W/ ROCK SPOILS KEY ROCK 12 ° MIN. INTO EXISTING GROUND 1' = 30' A = 30'H, B I'= 5'V. APPROXIMATE UNITS OF ROCK SLOPE PROTECTION OVE & REPLACE EX. FRONTAGE IMPROVEMENTS PROFILE ▪ ' SEE SHEET Cl AND C2 FOR ON —SITE IMPROVEMENTS • LEI A 10 WEST VALLEY HIGHWAY 35.00' EXIST. ASPH, PAVT. 3 1/2 COMPACTED DEPTH ASPHALT CONCRETE CLASS B 6 ° COMPACTED DEPTH CSBC ALTERNATIVE TO CSBC 4 COMPACTED DEPTH ATB 6 COMPACTED DEPTH GRAVEL BORROW 8 2 SAWCUT AT EX. FOGLINE XI ER R W TYPICAL SECTION WEST VALLEY HIGHWAY SR 181 STA. 159 +02 TO STA. 161 +83.05 LOOKING NORTH 04 A L- • - ' � T 4 THICK CEMENT CONC. SIDEWALK PER CITY OF TUKWILA STD. IS -11 2" COMPACTED DEPTH CRUSHED SURFACING TOP COURSE CEMENT CONC. VERTICAL CURB & GUTTER CONTRACTOR TO ADJUST FORMS AS REQUIRED TO MAINTAIN PAVEMENT CROSS SLOPE AND POSITIVE GUTTER GRADE TO DRAINAGE STRUCTURES 00 2 SR 181 STA. 164+ '7 = TRANOER BLVD. STA. 47 +08.80 CITY OF TUY'.'11LA APPRUI�D MAR 0 2 1953 AS TNLO!N I 71;115`7 POFT CITV V OF TUKWILA DEC 8 31997 PEWIT CENTER q 6' 0 i g iliREE 1 1 FA , 'ilrdrAnq 0 F... a, FRONTAGE IMPROVEMENTS PLAN TUKWILA BP STATION 7. 11: ,i 3209 ROCKEFELLER AVENUE EVERETT. WA. 98201 206.259.4099 P 1 DIMES OCTOB. 11., 199131 TUKWILA WASHINGTON a1a_�tir �� GRAPHIC SCALE 182 IF 12' ADS 012 O S =0.50% 150 LF 12' ADS N12 0 5 =0.50% 0 S =0.51% HE =15.80 W/ QUARRY SPALLS SEE 5 -7 20 LF 18' ADS 012 ® S =0.50% RE -GRADE EXIST. DITCH SEE SHEET S -15 CHECKED D.M. APPROVED . JOB O. 90010 DATE 3 04 SCALE DESIGNED DJ! DRAWN S.K 8 -14 SHEET OF . (DI FEET ) 1 loch = 30 ft NOTE: THE TRAIL SHALL BE CONSTRUCTED IN ACCORDANCE WITH CITY OF 1UKWILA INTERURBAN PLANS ATTATCHED. r - 7. -9 TYPE 016 =22.30 IE -20.16 U.P.R.R. STA 9 +98.5 20.7'RT I EXIST. CB RIM =23.81 IE =21.11 ADJUST RIM TO 23.50 NOTE: PROVIDE SAWCUTS AS REQUIRED. REPLACE END OF EXIST. PAVEMENT AS REQUIRED SOUTH OF CENTERLINE. MATCH EXIST. GRADES NORTH OF CENTERLINE. SAWCUT AS REQUIRED MATCH EXIST. PAVEMENT BOLLARDS PER CITY STANDARD (2 PLACES TAP.) -� EXIST. CB RELOCATE NOI'TH TO FLOW LINE NEV.' 0114 =23.65 NEW IE =20.90 END CURB EL =23.80 3I� ce. r -- : 76 ,4 c=1 411( Armai 1 l i t I / 1 CB/43-7 TYPE I RIM =22.50 IE =10.71 OAP CULVERT lE 5.17.49 IE N.16.70 SEE SHEET 5 -4 FOR PRIVATE ROAD EXTENSION EX. SIDEWALK TRAIJSIPON CURB �( 1' HIGH TO 6" HIGH LA MATCH EXIST. 0 EXIST. CB NORTH END RIM =23.81 R =2 IE =21.11 MIDPOINT EL =23.72 ADJUST RIM TO 23.50 R =2• II 1' HIGH - I DRIVEWAY II CURB I p 1 \ a I NEW CONC. SIDEWALK L1" HIGH DRIVEWAY \ PC =10 +00 MIDPOINT EL =23.6 LA- EDGE OF EXIST. CURB TO EX. PAVE BE RELOCATED 2' SOUTH BY OTHERS S NOTE: THE EXISTING UTILITIES AS SHOWN ARE ONLY APPROXIMATE AND ARE BASED ON THE BEST AVAILABLE ' INFORMATION. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE SIZE, TYPE, LOCATION, AND DEPTH OF ALL EXISTING UTILITIES PRIOR TO STARTING CONSTRUCTION, AND INFORM THE DESIGN ENGINEER OF ANY DESCREPENCIES. Ca!! Before You Dig 1 -800- 424 -5555 NO WORK SHALL OCCUR OVER THE RE -LAY EXIST. PIPE PETROLEUM PRODUCTS UNE PRIOR TO NEW CB LOCATION TO MEETING WITH AN OLYMPIC PIPELINE REPRESENTATIVE ON SITE EXIST. CB TO REMAIN CALL 48 HOURS BEFORE YOU DIG EXIST. CB (206)235 -7712 RELOCATE NORTH 24 HOUR EMERGENCY TO FLOW LINE (206)228 -8880 APPROX. STA SEE SHEET L2.1 FOR ALL PARKING DIMENSIONS 9 +97.3 21.11LT NEW RIM =23.65 NEW IE =20.90 T.B.M. = TOP OF PAINTED BOLT TM. PROPOSED ELEVATION T. EAST SIDE OF CONC. FOOTING 96 IF 12' ADS -N12 ELEV = 28.78 NGVD 1927 S =1.72% 108 IF 12' ADS N12 O 5= 0.507. CB4B -B TYPE II 48'0 RIM -26.00 IE =19.25 PT =10 +40.1 25.66 X 26.0 X GRADING/ TRANSITION DETAIL SCALE: 1' =20' R =20' 0=20' L =31.6' L =32.1' PC= 104-19.5 1111T 24.35 FRC =10 +77 9IJ PC =10 +33.1 22'RT 24.68 X 26.0 26.0 X 'STD. DRIVEWAY CUT ON EAST SIDE OF TRAIL TI (2 PLACES P.) 31.51T R =20' EASEMENT L =8. L =20.9' PC =1D+75 4 32.3'RT PT =10 +50 32.1'RT PUGET POWER SOUTH PARKING LOT X 26.0 X PC =10 +76.3 31.3'LT 26.51 IPT =10 +95.8 11'L7 28.47 11 + PT =10 95.8 OIL PIPE LINES VE RI FY LOCATION & DEPTH / L 160 LF12' ADS 612 O 5 =0. SOT \_ 11'RT 1.04 Or Offal EXIST. ELEVATION TYP. TRAIL CONSTR UCTION: The trail to be constructed in IE =16.70 ccordance with the City of - W/ PLUG & Tukwila Interurban Trail Plana I SURFACE MARKER that are attached. I LF 12' ADS N12 O S =0.53% • I . -u I IO RIM' -2 3 TYPE RIM 6.80 - ' F ��, LOC ATION RIM= 21OGTYPE I -L 75 IE =16.60 y '1� � DE IE =16.30 71 LF 12" ADS N12 I fi . SURFAC / PWG % Aill _ ° °'�!1/iy��' � 10 ADS N12 -. , di �1� t I 16#8-2 • 78 LF 0 16' ADS N1 l l,, \_ _��,f//'_ _ 1 , O 5= 0.579. s .._____ RIM -19.50 IE = I 15.90 CB4B 4 TYPE I 100 LF 2' ADS N12 CB4B -5 TYPE I R M -21.50 O 5 =0.50% � I RIM =21.50 IE -17.16 I I I I I I - SEE CITY OF TUKWILA INTERURBAN TRAIL DESIGN PLANS FOR TRAIL PROFILE AND CONSTRUCTION DETAILS I I I I IJ I I I I CITY OF iUK"f.',n FEB 0 7 1995 PERIAn CENTER RECEIVED CITY OF TUKN'ILA DEC 031997 PERMIT CENTER SdoPE, OF Wo1L14 fo 5OIYflj NT£K BP APPROVED PER PUBLIC WORKS LETTER DATED 3 - ZINC RECEIVED FEB 7 - 77 PU®LIC WOHKB wi H W LA LA S Z J U I— a 21 • RE -GRADE EXIST. DITCH 630 LF DITCH 0 S =0.215 GRAPHIC SCALE 3o eo SCOPE X3 Wo12K .F"o12 SoUTHCENTE)r gp (A' FEET) 1 loch = 90 It IS TRAIL EASe.ME•47 U_P.R.R 1 A fI. e y N EXIST. ELEVATION TYP. NOTE: THE EXISTING UTILITIES AS SHOWN ARE ONLY APPROXIMATE AND ARE BASED ON THE BEST AVAILABLE INFORMATION. IT SHALL BE THE CONTRACTOR'S RESPONSIBILITY TO VERIFY THE SIZE, TYPE, LOCATION, AND DEPTH OF ALL EXISTING UTILITIES PRIOR TO STARTING CONSTRUC770N, AND INFORM THE DESIGN ENGINEER OF ANY DESCREPENCIES. Call Before You Dig 1 -800- 424 -5555 AIM 3 2' 7 DITCH SECTION N. T.S. P.S.P. & L PROPOSED ELEVATION TYP. o b END DITCH RE- GRADING 0 EXIST. CULVER .19E-or m,cR t,t M2227 — — 42, ' ,cF m3cx - J' o ~RhIL CONSTRUCTION: rho trail to be constructed in a with the City of at ere Interurban Trail Plane are attached. EMBgSSY SUITES PARKING 17.5 x +1 17.2 X FEB 0 7 1995 PER61, CE■,E= SEE CITY OF TUKWILA INTERURBAN TRAIL DESIGN PLANS FOR TRAIL PROFILE AND CONSTRUCTION DETAILS 1 LEDGE OF EX. PAVE CITY OF E TU WILY DEC 031997 PERMIT CENTER TRAIL EASEMENT' I STOP SIGN C4#C -3 TYPE I RIM= 6.50 L 505 11 +05 19. ' LT — E =12 . 43 CB#C -1 TYPE I -L RIM =16.00 IE =11.95 t 52 LF 12" ADS N -12 C S= 0.527. V) I- W W x CB/J C -2 1n nw EE sa. RIM =1 W ° 47 LF 16 ADS 612 IE =12.16. 5.50 Ill ® S =0.537._ _ _ _ coxc_,2oe •0 LF 12" TX sovv ADS N -12 rtviz�EE oa.�u 0 S= 0.53% IE NEW 1B" =11.70 SEE SHEET S -3 FOR SO. 158TH ST. ROAD IMPROVEMENTS — —_ U.P.R.R APPROVED PER PUBLIC WORKS LETTER DATED 3-06- ILUS I J RECEIVED FEB TU --y7 1995 PUBLIC Y�URKs JOB N0. 90019 DATE 3/94 SCALE 1 =3C' DESIGNED D.N_ DRAWN S.K CHECKED D.JL APPROVED . S - I5 SHEEP 0. . xW 0 FOUND 2x2 CEDAR HUB SET BY SEATTLE WATER DISTRICT STA.188 +05.05 ON THE CENTERLINE OF BOW LAKE PIPE LINE REPLACED HUB W1TH 1/2" REBAR AND CAP LS#5524 (6/14/95) FOUND TACK ON LINE HWY SR 111.77 _ '[ / AIL ROAD RES P 1• 808 _ - sL rAGE = �Tg'J EDGE PA _ PO POLE = � 1/U 1 II fA / _ �- FOG LINE 8 51 ON TRUC RO 18 1 ERLINE 073130 �5 � � CENTER LINE O THE O F STATE �� OLD VALLEY HIGHWAY HWY (SR 181) 11181 S7AlE) WEST VALLEY 08 5122 W 118 i - 21.23' IS' CEDAR 48.9 TRASH ENCLOSURE EX RIM INV INV SPEEVGMIT S EDGE P FOG LINE EX SS MN RIM EL = 2 INV EL = 13 5 ■ S U STATE HWY AP STA. 1568 +15.10 FOUND PIPE FILLED W/ CONC W/ METAL PIN IN CONC. (6/95) CENTERLINE P.S.P. & L. Co TRANS. R/W FOUND 1/2" REBAR & CAP LS #5524 (6/95) EDGE OF PAVEMENT UNALBE TO FIND -) p' Ga S 01'13,2 I E S 0122 22 E EX CB RI EL = 22.53 W�D`K AREA 65 Y I II' 50.44' Wow STEP P.S.P. & L. Co RIGHt-OF`WAY Qp (AF# 2629432 & AF# 2644020) GaP' RIM EL = 20.9' 12''S FOUNDATION LINE OF BUILDING WOOD DECK 791.76' (DEED) 790.62' CALL C " "EXTRUD O C •C U R ! r = _' AA ± , 0. GAURD RAIL FINISH FLOOR r ELEVATION = 28.80' PROPERTY AREA 84,859.21 sq. It. 1.95 acres FRAMED WALKWAY BETWEEN CARS EA VE 13. V - -- -- I, - -. -- - - -- -r 12 B.S.B.L. S 012222' E D91 -0371 7RANSMISSON POLE IMIH 450' CONCRETE BASE 15' UTILITY EASEMENT A/F NO. 8506141047 EDGE OF PAVEMENT EX CB RIM EL = 22.94' INV EL = 20.79' 181 = , - -- ®e " ==SS ■=s am. 15 18ykRK- 4' CONCRETE KWAY • 9 i _ WA�WAY �dR -- 2188 ti ;B' TREE :12" CHERRY 4' CONCRETE °- WALKWAY N - -i COULD NOT FIND OUTLET 2154 15" CED nj 8 EX SSIMH DROP MANHOLE RIM E = - 2355' INV EL IN = 1E.05' INV EL OUT = 15.32' 8 01 SD �R ( D) - "4%76 . (C SS ST MH T MH L = 26.02 L = 20.12' -36' L - 20.22' -12" 'GER'n'cli cud � I EX RIM L = 2 42' INV EL CB q 22.12' -6' POINT OF BEGINNING (P09) z m A II @ EX STORM MANHOLE O EX CATCH BASIN O EX SEWER MANHOLE X EX WATER VALVE ® EX WATER VALVE IN MANHOLE -{7 EX FIRE HYDRANT B EX WATER METER —0— EX GAS LINE —I'— EX UNDERGROUND POWER LINE -U EX USW PHONE LINE :=SD=- EX STORM LINE SS= EX SANITARY SEWER LINE GRAPHIC SCALE ro PP NI MN t (IN FEET NOTES 1 Inch - 20 IL INSTRUMENT: NIKON TOTAL STATION DTM -ATOLG (5 SECOND INSTRUMENT). METHOD USED: FIELD TRAVERSE WITH ACTUAL FIELD MEASURMENTS AND ANGLES WAC 332 - 130 -070 DATE OF SURVEY: JUNE 1995 ZONING: COMMERCIAL (C -2) FLOOD ZONE: ZONE X (FLOOD INSURACE RATE MAP, PANEL 328 OF 650) BUILDING SET BACK REOUIREMNETS I FRONT 20.0' (B.S.B.L.) SIDE 10.0' REAR 10.0' TAX ASSORSS PARCEL NO: 000580 -0038 BENCHMARKS IBM - CITY OF TUKWILA BM # D -7 (HAD 29) METRO BM #E5445 BEING THE BOLT ON FIRE HYDRANT TOP BETWEEN THE WORD MUELLER ON SOUTHEAST CONER OF INTERSECTION BETWEEN ANDOVER PARK EAST AND STRANDER. ELEVATION as 25.504 SET BM it SET SPIKE ON THE EAST SIDE OF POWER POLE AT ME NORTH SIDE OF THE SOUTH ENTRANCE OF ANDY DINER ELEVATION = 26.94' SET BM #2 NW CORNER OF STEEL PLATE FOR ME TRANSMISSION POLE. ELEVATION = 27.54' LEGEND ® FOUND EX MONUMENT IN CASE N EX TELEPHONE BOX B FOUND EX MONUMENT © EX POWER VAULT 4- FOUND EX TACK IN LEAD El EX GAS METER • SET 1/2" REBAR & CAP LS#5524 N EX GAS VALVE O FOUND 1/2' IRON PIPE OR N EX TRAFFIC ,UNCTION BOX EXISTING REBAR (NOTED) o EX UTILITY POLE - 3 EX GUY WIRE k( EX LIGHT POLE EX SIGN ` O , � ' EX DECIDOUOS TREE )� ` EX CONIFER TREE - OP- EX OVERHEAD POWER - OT- EX OVERHEAD TELEPHONE EX WATER NOTE. ANY UNDERGROUND UTILITIES SHOWN HEREON ARE BASED SOLELY UPON INFORMATION PROVIDED BY OMERES, TOUMA ENGINEERS DOES NOT ACCEPT RESPONSIBILITY OR ASSUME LIABILITY FOR THEIR ACCURACY OF COMPLETENESS. UTILITIES COMPANYS WATER - CITY OF TUKWILA SEWER - CITY OF TUK8TLA STORM - CITY OF TUKWILA GAS - WAHINGTON NATURAL GAS POWER - PUGRT POWER TELEPHONE - US WEST 125' ( (CALC ) . POINT OF COMMENCEMENT FOUND TACK IN LEAD W/BRASS SHINNER LS# 22.333 (6/95) STATE HWY PC STA 167 +80.93 FOUND PIPE FILLED W/ CONC W/ NAIL IN CONC. (6/95) CITY OF KWILA DEC 03 1997 PERMIT CENTER ,K6 N0.694-00-951 DESIGNED DRAWN DY CORP. CHECKED DATE DECEMBER 1996 DWG. ND. 694018709G 1 OF 151IEE77 26' -O" REFERENCE DRAWINGS; SI AND S2 CANOPY STRUCTURAL PLAN 4140 DETAILS GENERAL NOTES: 1. THIS CANOPY IS CONSTRUCTED OF: a.) LIGHT GAUGE PREFINISHED STEEL PANELS b.) LIGHT GAUGE PREFINISHED ALUMINUM COMPOSITE PANELS c.) PRIME COATED STRUCTURAL STEEL SECTIONS 2. CANOPY FIXRJRE LOCATIONS MAY BE ADJUSTED WITHIN SPECIFIED TOLERANCES (±3 ") TO CENTER THE CUT -OUTS IN THE DECK PANEL P°tl -01 1 64' -0" REFLECTED CEILING PLAN SCOPE OF WORK FABRICATION AND ERECTOR OF CANOPY BY STEEL FABRICATOR INCLUDES: - PRIMED COLUMNS & STRUCTURAL STEEL - PREFINISHED STEEL PANELS EXCEPT COLUMN CLADDING - PREFINISHED STANDING SEAM ROOF PANELS - PREFlNISHED ALUMINUM COMPOSITE METAL FASCIA AND BULLNOSE PANELS - CUT -OUTS FOR CANOPY LIGHTS - ANCHOR BOLT TEMPLATES. ANCHOR BOLT WELDED CAGES - COLUMN CLADDING FOR 2 COLUMNS - NEON IN BULLNOSE - PREFINISHED STEEL CAPITOLS ATTACHED TO ROOF PANELS OTHER TRADES SUPPUERS AS DEFINED ELSEWHERE WILL PROVIDE THE FOLLOWIN SPREADER UGHTS, BP LETTERS, P.O.S. SIGNS SYSTEM = DISPENSERS. AMENS INTERCOM - GROUTING - WIRING FOR SPREADER AND INTERCOM IN DISPENSER - MONOCOLUMNS 12' -0" 20 i(jp G FIX - fURES �GQ `tCo4 E 6Fl T CS - M 4:2)00* AMENITY UNIT ACM METAL CANOPY FASCIA - BP GREEN NORTH ELEVATION ACM METAL CANOPY FASCIA - BP GREEN FILLER PANEL SPREADER r— MONOCOLUMN DISPENSER SOUTH ELEVATION S1" BP SIGN OULLNOSE CANOPY - GLEN ✓ BACKLITE WEST ELEVATION - CANOPY EAST ELEVATION I /e" • 1' -0" SECTION A - A I /S" • I' -0" BACK 02 CANOPY RILL RADIUS ACM METAL MONOCOLUMN CITY OF T A ?'i nii�D V /I 1 0R 0 2 I9'N3 nl ; ^.IJI Ili C fD p r OV 220 N 3 Cr) at a M t;iCN 0 c M Z 444 1:=21 3 r N 4 N i d g s ON N 5m Lp ; da V A 0 V M W ) 0 te N o PROJECT: 8821REV FILE: 5621 CAA1 DRAWN BY: ,ISA /FIN CHECKED ET: R 0 DATES: DESIGN ERASER PERMIT REVIEW n�ioeian BID SET CONSTRUCTION SET L RECE VED JAN am! © 1597 ROGER OLLENBURG sheet: Iof CA.A1R 1 133:u 49' -e" 0 29'_10" 12' -I" ■ PVC DOLLNSPOUT - CONTINUE COLUMN INTERIOR GRADE FOR CONNEOTIOA TYPICAL 2 0 COLLN EXIT BELOW BY OTHERS 0 0 ry L! r PVC 104 CONTINUE NUL OMAN COLUMN INTERIOR EXIT BELOW GRADE FOR CONNECTION (� BY OTHERS 0 U ( 0 6 E !g 2twm moD 20 GAUGE, EMBOSSED 0 24411E 11124 -59 0 l FABRICATOR SHALL PUNCH DECK PANELS (9 95" X 19 30"9 TO RECEIVE RECESSED LIGHTS W/ PRISMATIC DROP LENS WHIIEWAY CC4000MHDPL ` J l u � CAPITOL 90 WHITE 9 x ATTACHED FOR "W X 6'44 EMBOSSED PANELS 5 x 1/4 STEEL TUBE TO ISLAND SPREADER SUPPORT 0 0 CANOPY 0 0 0 0-4" 15'_4" 2E'_S" 13'_4" 20 19' -4" S' -4" 12 -0" 34•_0" 34L0" 92' -0" 26' -O" REFERENCE DRAWINGS; SI AND S2 CANOPY STRUCTURAL PLAN 4140 DETAILS GENERAL NOTES: 1. THIS CANOPY IS CONSTRUCTED OF: a.) LIGHT GAUGE PREFINISHED STEEL PANELS b.) LIGHT GAUGE PREFINISHED ALUMINUM COMPOSITE PANELS c.) PRIME COATED STRUCTURAL STEEL SECTIONS 2. CANOPY FIXRJRE LOCATIONS MAY BE ADJUSTED WITHIN SPECIFIED TOLERANCES (±3 ") TO CENTER THE CUT -OUTS IN THE DECK PANEL P°tl -01 1 64' -0" REFLECTED CEILING PLAN SCOPE OF WORK FABRICATION AND ERECTOR OF CANOPY BY STEEL FABRICATOR INCLUDES: - PRIMED COLUMNS & STRUCTURAL STEEL - PREFINISHED STEEL PANELS EXCEPT COLUMN CLADDING - PREFINISHED STANDING SEAM ROOF PANELS - PREFlNISHED ALUMINUM COMPOSITE METAL FASCIA AND BULLNOSE PANELS - CUT -OUTS FOR CANOPY LIGHTS - ANCHOR BOLT TEMPLATES. ANCHOR BOLT WELDED CAGES - COLUMN CLADDING FOR 2 COLUMNS - NEON IN BULLNOSE - PREFINISHED STEEL CAPITOLS ATTACHED TO ROOF PANELS OTHER TRADES SUPPUERS AS DEFINED ELSEWHERE WILL PROVIDE THE FOLLOWIN SPREADER UGHTS, BP LETTERS, P.O.S. SIGNS SYSTEM = DISPENSERS. AMENS INTERCOM - GROUTING - WIRING FOR SPREADER AND INTERCOM IN DISPENSER - MONOCOLUMNS 12' -0" 20 i(jp G FIX - fURES �GQ `tCo4 E 6Fl T CS - M 4:2)00* AMENITY UNIT ACM METAL CANOPY FASCIA - BP GREEN NORTH ELEVATION ACM METAL CANOPY FASCIA - BP GREEN FILLER PANEL SPREADER r— MONOCOLUMN DISPENSER SOUTH ELEVATION S1" BP SIGN OULLNOSE CANOPY - GLEN ✓ BACKLITE WEST ELEVATION - CANOPY EAST ELEVATION I /e" • 1' -0" SECTION A - A I /S" • I' -0" BACK 02 CANOPY RILL RADIUS ACM METAL MONOCOLUMN CITY OF T A ?'i nii�D V /I 1 0R 0 2 I9'N3 nl ; ^.IJI Ili C fD p r OV 220 N 3 Cr) at a M t;iCN 0 c M Z 444 1:=21 3 r N 4 N i d g s ON N 5m Lp ; da V A 0 V M W ) 0 te N o PROJECT: 8821REV FILE: 5621 CAA1 DRAWN BY: ,ISA /FIN CHECKED ET: R 0 DATES: DESIGN ERASER PERMIT REVIEW n�ioeian BID SET CONSTRUCTION SET L RECE VED JAN am! © 1597 ROGER OLLENBURG sheet: Iof CA.A1R 1 133:u CONC SLAB, SEE SHEET G2R 7•-0" SQUARE 41' - -4" DECK LENGTH (4) 1" DIA BOLTS W/ PLATE WASHER 1/223x3 ® 1' -0" MIN EMBED #5x r1 ® 12" O.0 E.W. TOP & BOTTOM SECTION 1/4" = W12x58 GENERAL NOTES 1. GENERAL: ALL CONSTRUCTION TO BE DONE IN ACCORDANCE WITH THE 1994 UNIFORM BUILDING CODE. 2. DESIGN LOADS: SNOW WIND SEISMIC 3. SOILS: IN ACCORDANCE WITH GEOTECHNICAL REPORT WRITTEN BY GILES ENGINEERING ASSOCIATES INC DATED MARCH 4, 1997. ALLOWABLE BEARING PRESSURE = 1000PSF. OVEREXCAVATE 2 FEET BELOW BASE OF FOOTING. FOUNDATIONS TO BEAR ON MINIMUM 2' -0" OF COMPACTED GRANULAR FILL. ALL FILL ADJACENT TO FOOTINGS SHALL BE PLACED IN 8" LIFTS AND COMPACTED TO 95% OF ASTM D 1557 MAXIMUM DENSITY. BEAM BRACE (19 TOTAL) SEE Al #20GA GALV ROOF DECK SEE Er 26' -0" 25 POUNDS PER SQUARE FOOT BASIC WIND SPEED = 80 MPH, EXPOSURE C ZONE 3 2' -2" 34 -0" PLAN 1/8" = 1' -0" CONSULTING W14x22 W14x22 92' -0" SYMONDS £NG INC£R6 1601 Second Avenue Suite 1000 Seattle, Washington 98101 Phone (206)441 -1855 Fax (206)448 -7167 54' -0" 49' -8" 4. CONCRETE: MINIMUM 28 -DAY STRENGTH (fc) = 2500 PSI. REINFORCING STEEL: ASTM A 615, GRADE 60. 5. STRUCTURAL STEEL: SHALL CONFORM TO ASTM A 36 OR A 500. BOLTS AND ANCHOR BOLTS SHALL CONFORM TO ASTM A 307. ALL WELDING SHALL CONFORM TO AWS D1.1. ELECTRODES SHALL BE E60 OR E70. WELD THICKNESS SHALL BE 3/16" UNLESS NOTED OTHERWISE. ALL WELDING TO BE PERFORMED BY WABO CERTIFIED WELDERS QUALIFIED TO PERFORM THE REQUIRED WELDS. ROOF DECK SHALL BE 20 GAGE GALVANIZED DECK WITH 3" STANDING SEAMS AT 16" O.C. AND HAVE A POSITIVE ALLOWABLE BENDING MOMENT OF 649 LB-IT AND A NEGATIVE ALLOWABLE BENDING MOMENT OF 487 LB -FT. 34' -0" m • REVISION 4/16/97 9/4/97 j 8 hl. /g\ 2' -2" 12' -0" 12' -0" BY KSL KSL a 0 0 0 a 2 0 5 D in z 0 7' -0" SQUARE W18 W14 2' -6 "0 CONCRETE PLINTH TYP NfN AIN (4) 1" DIA BOLTS WI PLATE WASHER 1/28323 ® 1' -0" MIN EMBED #5x1 10 12" O.0 E.W. TOP & BOTTOM A DESIGNED KSL CHECKED NMD DRAWN JS SCALE AS NOTED DATE 9/4/97 JOB NO. 96069 SECTION 1/4" = 1' -0" N - - CONC SLAB, SEE SHEET 0211 THESE DOCUMENTS REVIEWED FOR CONFORMANCE WITH THE FOLLOWING ORDINANCES K . STRUCT URAL PER UNIFORM FIELDING DCCE NON.STRUCTURA.L PER UNIFORM BUILDING CODE WAC 51 -20 BARAIERFREE REGULATIONS THE APPLICANT IS RESPONSIBLE FOR CONFORMANCE WITH ALL APPLICABLE ORDINANCES SUBJECT TO REQUIREMENTS AND INTERPRETATIONS OF THE GOVERNING AUTHOR11% 0e241612'4 -9 0,0 Out 4.9h,5 CANOPY 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON TS10x10x1/4 COLUMN TYP OF 8 BASE PLATE, BASE PLATE, SEE EFF These plans were prepared for the construction of this specific project only. Reuse A documents is not permitted without written authorization of SYMONDS CONSULTING ENGINEERS. CITY OF TUKWILA LIAR U 2 1i 233 TS10x10x1/4 COLUMN SHEET OF S -1 - H t" Itf . t7 A ll, 1 6 ITT) It0FERi , OSSAITII ASSOC. RECEIVED ITS 1 7 199 I W14x61 ` W14x61 W14x26 I W14x26 m N m N W14x26 W14x26 m N TYP ® _ -@- ( 12' -0" 12' -0" ( 12' -0" 12' -0" $ W14x26 W14x26 I CONC SLAB, SEE SHEET G2R 7•-0" SQUARE 41' - -4" DECK LENGTH (4) 1" DIA BOLTS W/ PLATE WASHER 1/223x3 ® 1' -0" MIN EMBED #5x r1 ® 12" O.0 E.W. TOP & BOTTOM SECTION 1/4" = W12x58 GENERAL NOTES 1. GENERAL: ALL CONSTRUCTION TO BE DONE IN ACCORDANCE WITH THE 1994 UNIFORM BUILDING CODE. 2. DESIGN LOADS: SNOW WIND SEISMIC 3. SOILS: IN ACCORDANCE WITH GEOTECHNICAL REPORT WRITTEN BY GILES ENGINEERING ASSOCIATES INC DATED MARCH 4, 1997. ALLOWABLE BEARING PRESSURE = 1000PSF. OVEREXCAVATE 2 FEET BELOW BASE OF FOOTING. FOUNDATIONS TO BEAR ON MINIMUM 2' -0" OF COMPACTED GRANULAR FILL. ALL FILL ADJACENT TO FOOTINGS SHALL BE PLACED IN 8" LIFTS AND COMPACTED TO 95% OF ASTM D 1557 MAXIMUM DENSITY. BEAM BRACE (19 TOTAL) SEE Al #20GA GALV ROOF DECK SEE Er 26' -0" 25 POUNDS PER SQUARE FOOT BASIC WIND SPEED = 80 MPH, EXPOSURE C ZONE 3 2' -2" 34 -0" PLAN 1/8" = 1' -0" CONSULTING W14x22 W14x22 92' -0" SYMONDS £NG INC£R6 1601 Second Avenue Suite 1000 Seattle, Washington 98101 Phone (206)441 -1855 Fax (206)448 -7167 54' -0" 49' -8" 4. CONCRETE: MINIMUM 28 -DAY STRENGTH (fc) = 2500 PSI. REINFORCING STEEL: ASTM A 615, GRADE 60. 5. STRUCTURAL STEEL: SHALL CONFORM TO ASTM A 36 OR A 500. BOLTS AND ANCHOR BOLTS SHALL CONFORM TO ASTM A 307. ALL WELDING SHALL CONFORM TO AWS D1.1. ELECTRODES SHALL BE E60 OR E70. WELD THICKNESS SHALL BE 3/16" UNLESS NOTED OTHERWISE. ALL WELDING TO BE PERFORMED BY WABO CERTIFIED WELDERS QUALIFIED TO PERFORM THE REQUIRED WELDS. ROOF DECK SHALL BE 20 GAGE GALVANIZED DECK WITH 3" STANDING SEAMS AT 16" O.C. AND HAVE A POSITIVE ALLOWABLE BENDING MOMENT OF 649 LB-IT AND A NEGATIVE ALLOWABLE BENDING MOMENT OF 487 LB -FT. 34' -0" m • REVISION 4/16/97 9/4/97 j 8 hl. /g\ 2' -2" 12' -0" 12' -0" BY KSL KSL a 0 0 0 a 2 0 5 D in z 0 7' -0" SQUARE W18 W14 2' -6 "0 CONCRETE PLINTH TYP NfN AIN (4) 1" DIA BOLTS WI PLATE WASHER 1/28323 ® 1' -0" MIN EMBED #5x1 10 12" O.0 E.W. TOP & BOTTOM A DESIGNED KSL CHECKED NMD DRAWN JS SCALE AS NOTED DATE 9/4/97 JOB NO. 96069 SECTION 1/4" = 1' -0" N - - CONC SLAB, SEE SHEET 0211 THESE DOCUMENTS REVIEWED FOR CONFORMANCE WITH THE FOLLOWING ORDINANCES K . STRUCT URAL PER UNIFORM FIELDING DCCE NON.STRUCTURA.L PER UNIFORM BUILDING CODE WAC 51 -20 BARAIERFREE REGULATIONS THE APPLICANT IS RESPONSIBLE FOR CONFORMANCE WITH ALL APPLICABLE ORDINANCES SUBJECT TO REQUIREMENTS AND INTERPRETATIONS OF THE GOVERNING AUTHOR11% 0e241612'4 -9 0,0 Out 4.9h,5 CANOPY 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON TS10x10x1/4 COLUMN TYP OF 8 BASE PLATE, BASE PLATE, SEE EFF These plans were prepared for the construction of this specific project only. Reuse A documents is not permitted without written authorization of SYMONDS CONSULTING ENGINEERS. CITY OF TUKWILA LIAR U 2 1i 233 TS10x10x1/4 COLUMN SHEET OF S -1 - H t" Itf . t7 A ll, 1 6 ITT) It0FERi , OSSAITII ASSOC. RECEIVED ITS 1 7 199 W12x58 W18 ® SIM DECK CLIP, SEE �1 13/16" HOLES FOR 3/4" BOLTS, TYP 4 0 EA ASSEMBLY POINT co N 1 1/4" PL STIFFENERS, TYP W14— SECTION 3/4" = 1'- 0" 111 TYP ® ALL 3/16 PL STIFFENERS ALUMINUM COMPOSITE MATERIAL (ACM) SECTION 1 = SECTION 3/4" = 1' -0" C U L TI N — 3/8" DIA BOLTS TYP 1601 6 8.,,. suite 1000 1 " 98101 Phone (206)441 -1855 Fox (200)448 -../ WS N 0" ALUMINUM COMPOSITE MATERIAL (ACM) SECTION —W14 —ROOF DECK - L2x2x18GA CONT OVER BEAM - CUT & BEND AS REQ'D ROOF DECK ROOF DECK SECTION 3/4" = 1' -0" REVISION 4/16/97 9/4/97 BY KSL KSL r� _ a6 "4 20GA METAL GUTTER W1 x58 W14 0 SIM RO•F EC SEE PLAN FOR ORIENTATION /4 JIA :OLTS (TYP 4 PLACES) 1/4 V 1/8" PLATE RING 3/8" DIA BOLTS TYP 14Z r I � � r s l11il1s #14 TEK SCREWS TYP (3) #14 1E11 SCREWS SECTION 3/4" = 1' -0" L2x2x1/8 0 48" OC TYP FLASHING - LAP JOINTS 1 1/2" MIN 1' -6" — L2x2x1 /8 TYP 6 2" ALUMINUM COMPOSITE MATERIAL (ACM) -- M SECTION 6 1/2" V V G SECTION 1" = 1, -00 1' - 2" TYP DESIGNED KSL CHECKED PJC DRAWN JS SCALE AS NOTED DATE 9/4/97 JOB N0. 96069. 1/4" PL STIFFENER, EA SIDE PL 3 4x14x1' -6" 1/8 ✓ 2@6 { TS10x10x1/4 PL 1" /4 TYP 20 GA GALV ROOF DECK 2" SQUARE PVC OVERFLOW SCUPPER (WITHIN 12" OF EA GUTTER DRAIN) 3/8" DIA BOLTS TYP W14x30 9/16" HOLES FOR 1/2" MACHINE BOLTS SECTION Itk 1 ,_. 2 1 2" lsgel IN D (3) #14 TEK SCREWS L2x2x1/8 0 48" OC TYP FLASHING - LAP JOINTS 1 1/2" MIN 1' -6" L2x2x1/8 TYP 1/8" WASHER, OD =1 1/2" ID= 9/16 1/2" DIA BOLT, TYP SECTION 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON 0 clry of ru8wlu DEC 031997 PERMIT GENTER SEE CANOPY #12 TEK SCREWS 0 4' -0" 0.C. TYP 3/16" DECK CLIP These plans were prepared for the construction of this specific project only. Reuse of these documents is not permitted without written authorization of SYMONDS CONSULTING ENGINEERS. SHEET OF S -2 -- -L2x2x1/8 0 48" OC TYP .FLASHING - LAP JOINTS 1 1/2" MIN 1' -6" '—(3) #14 TEK SCREWS (2) #12 TEK SCRE (2) #12 TEK SCREW SECTIO 3/4" = 1' D - 0 3 1 - 7 SYMON 05 APR G4C0 -. MAR 0 2 AS PANELBOARD SCHEDULE 'A 12 /208V, 30 40, 200A M.L.0 TOTAL CONNECTED LOAD = 51.349 KW LOAD SIZF1APSFPOLES TRTF WS WATT( I ND 111111 CIR. NO. NU WWATT POE SI SIS12tg LOAD A I C COISOE /CASH REGISTER FEW. le 20 1 600 1 10 20 1 400 1 20 12 EPOS PRINTER KEEPS. SAFE C I 20 10 5 0 9 11 13 15 17 19 21 23 25 27 29 31 33 35 37 39 41 CI O'Y EN LIGHTS 13 -408/ -SIN 10 20 1 1383 SYSTEM D LIGHTING OM.. 1 NI E ll ES 6 CASHIER 12 20 1 480 840 1 20 12 SALES •-- .DO 1 840 1 20 12 SALES LIGHTING RECEPS. (FRONT SALES) 12 20 1 540 mmism ITO ••- 1 RECEPS. (LEFT SALES) 12 20 1 940 10 1116 I 20 12 NEON STRIP RECEPTACLES 12 20 1 540 - 792 1 20 12 NEON STRIP ••• 1 SECURITY SYSTEM 12 20 I 400 SPME 435 1 20 IF NEON STRIP •.. 1260 OUTSIDE RECEPS. HEFT SIDE) 12 20 I 860 - 1250 1 20 12 NEON STRIP •-• .- OUTSIDE RECEPS. (RIGHT SIDE 12 20 I RIO Al 1300 1 20 12 NEON STRIP ••• - ROOF TOP RECEPTACLE 12 20 1 IT) 1 900 1 20 12 UTIL /RR /OFFICE LTSJ'ANS.,ETE •EM - FLOOR RECEPTACLES 12 20 1 540 0 - 1 20 - SPARE •-- 850 TELEPHONE TERMINAL 12 20 1 180 II 250 1 20 12 SECURITY LIGHT I •.. SALES LIGHTING 12 20 1 700 20 1014 1 20 12 COOLER DOOR LIGHTS 1 1080 SPARE - 20 2 - 1 540 1 20 12 RECEPS. (RIGHT SALES) 1.11.1 1 - - 7 2 - 1 1800 2 20 10 AIR COMPRESSOR (OUTSIDE) -- - COOLER FAN COILS 12 20 1 712 25 1800 2 / 12 AIR COMPRESSOR (OUTSIDE) ••• •M= •-- COOLER DOOR HEATERS 12 20 1 620 3100 3 30 I0 ROOF MOD COMER CONDENSER SPACE - - - - 3100 3 / 10 RODE NCR COMER CONDENSER AC -1 - II TIN 4 70 3 6840 3100 3 / 10 ROOF NCR COMER CONDENSER •-- AC-1 - 10 TON 4 7 3 6840 - - - - SPACE •-- AC -I - 10 TON 4 7 3 6840 - - - - SPACE DEMAND LOADS 'MAIN SERVICE' 0 'A' 10461 V LIGHTING __. 9, 67 V x 250 = 1)834 V 0 '0' 15,906 V RECEPTACLES - 5800 V x 100X = 58M V 0808 V ,R,..„ 0 '5' 16,982 V AROST IVOR .-. 21 20 V x (05X = 25,650 V 208 KID 54749 V TIER TUTORS- 1342 A x MOD = 13612 V DIRECTED L040 ISO. __ 7,320 V x 100X = 4320 V = 58,216 V PANELBOARD SCHEDULE 'C' 120/208V, 30 4W, 150A M.L.O. IOTA CONNECTED LOAD = 17.960 KW LIMO WIRE SIZE TRTF WS NO. POLES WATT 5 CIR. NO. PH SE CUR, ND. x WATT -ALL NO. SRI RFS WIR SIZE, LOAD A I B I CNBPT OOWM PFRTS 13- 408 -1141 10 20 1 1383 1 3 5 7 9 II 13 IS 17 19 21 23 25 21 2 9 ' DISPENSER POWER 42 12 922 I 20 10 CREPT DMN 884(1 )A -49A -5900 CI O'Y EN LIGHTS 13 -408/ -SIN 10 20 1 1383 :=: ••• ; == .-- ;:= •.- - 1 20 - SPARE [NWT EMI 1)441 (3-40(N-SIN 10 Al 1 1303 SUPER PUMP (1 1/2 hp) - I .DO 1 600 [NM DOW LIONS 13-800.' -SIR 10 Al I 1383 .- DISPENSER POWER N5 12 - 1 20 - SPIRE 10094120110)01(0-409-1110 10 0 I 1383 .- .- 15 1 - I 20 - 50040 0809 WWII LIGHTS (}4004 -044 10 20 I 1383 1 - 1 Al - SPME WEE - 0 1 - •_ 1260 12 - 1 Al - SPARE SPARE - 20 1 - .- 1260 2 / 1 Al - SPARE SPACE - - - - •_ ,-� •-• - - 1200 1 20 70 NORMAL ID /PRICE SIGN. SPACE - - - - - 1080 1 0 10 BAGIII STEAD (3 DISP. / 6 LAPS EA) 80 (NOW S9TIIL80L RENO 12 20 I 850 15 1800 1 20 II FASCIA PANDLETTER 80 RILE SOFR MB HIND 12 20 1 850 •.. 15 12 1800 1 20 10 FASCIA BANDLETTER ROUT SPEWS 011PJ6 WOW 10 20 1 1080 I 12 TANK GAUGE 100 1 15 12 LIGHTING CONTACTOR CG DEL POWER SPARE - 20 1 - •-- 20 GAL. WATER HEATER 42 - 1 25 - SPARE - SPACE - - - - - 1 25 - SPARE 0 'A' 5928 V 0 'B' 5416 V LIGHTING - 10,980 V x 1250 = (362 V 22,425 V 0 'C' 6616 V S)OVZE _ 4960 V x 1257. = 0,10 V .. • 63 PPS GOER Ike V x I000 = Ike V 17,960 V [0!01100 LOAD ' 22,425 V PANELBOARD SCHEDULE 'B 12 /208V, 30 4W, 100A M.L.O. TOTAL CONNECTED LOAD • 15.860 KW LOAD FM� II ISIZEiAPS! FOLESf N0. NO[V,ATT PRE- NO. WATTi�ESIIINPSISIZAI LOAD A I C DISPENSER POWER El 12 IT I 600 I SLUSH 8 40 - 1 15 - SPARE DISPENSER POWER 42 12 15 1 600 3 5 1 9 II 13 IS 17 19 21 23 25 21 29 20 pole Cont. Bete Bee 15e1111 We Meet 1260 2 25 IO SUPER PUMP (I 1/2 hp) :=: ••• ; == .-- ;:= •.- DISPENSER POWER 03 12 IS 1 600 2 1260 2 / 10 SUPER PUMP (1 1/2 hp) DISPENSER. POWER 94 12 15 1 600 - - - - SPACE DISPENSER POWER N5 12 15 I 600 Al 2000 1 20 12 30 GAL, HATER HEATER MI DISPENSER POWER 06 12 15 1 600 3120 3120 Al I 15 12 SHUNT TRIP CONTROL PANEL '8' SPARE - 15 1 - 3120 1800 1 15 14 SPARE REG PUMP II 1/2 hp) 10 25 2 1260 12 1260 2 25 12 DIESEL PUMP (1 1/2 hp) REG PUMP (I 1/2 hp) 10 7 2 1260 12 1260 2 / 12 DIESEL PUMP (I 1/2 hp) SPACE - - - - 12 - - - - SPACE SPACE - - - - l2 - - - - SPACE •-- LEAK DETECTOR 12 15 1 100 SPADE 800 1 15 12 ELE. INTERFACE ®1 (SITE COTROLLER •-- SPACE - - - - BUN WARMER 480 I 15 12 SELF SERVE DISPENSER LGTS •-- SPACE - - - - COFFEE GRINDER 200 1 15 12 TANK GAUGE •-- FULL SERVE DISPENSER LIGH 'S2 1300 15 1 960 POPCORN MAKER 2000 1 20 10 20 GAL. WATER HEATER 42 0 'A' 3480 V LIGHTING -._ 14 0 V x I X= 10004 0 'B' 2180 V CAGES NOEL 2520 V x 1051 = 3,150 V 10110 V = 52 AN'S 0 '0' 5200 V OTIER 800987_ 5,0 0 0 x I00( = 504 V - 200 .1 15,060 V MISC. _ 6720 0 x 1007. = 0,720 0 COMECED L000 = 11710 V PANELBOARD SCHEDULE 'D 120/208V, 30 4V, 1506 M.L.O. OTAL CONNECTED LOAD = 41925 KV SCHEDULE MOUNTING MANFACTURER CATALCG NMER WIRE SIZE TRW IP NIPS NO[V,ATT PRE- LAHFh'6) CIR, ND. PHASE CIR. N0. WATTx 'POE�NPS NO. 501(00IRE A I I C (SIZE LOAD SLUSH 8 40 2 3640 I 208 181 05340014E 098010.80 Pole 189 442 MACHINE 24 R400 Ter 400 welt Mete1 441040 ad-off (411614X00 with NEMA 111 0(00(10, dark browse pole, 100 doges arme end 11¢1, bees cover, anchor bola 20 pole Cont. Bete Bee 15e1111 We Meet L1Maia S 7 9 II 13 15 II 19 Al 23 25 27 29 208 181 01340011* 0138010 -58C Pole 310 1 20 12 SLICER HOT CHOCOLATE 2 20 1 1260 •-. D0 MICROWAVE 12 20 1 1500 •.. 1000 I Al 12 HOT DOG MACHINE COFFEE MAKER 10 30 2 2080 MI ::= : =: �� MI 3120 3120 3 3 30 I0 10 LO -IMP FREEZR 6 CONDENSR LOA -TMP FREEZR 6 CONDENSR COFFEE RAKER 10 / Al 2 I 2080 1141 3120 3 / 10 LTMP FREEZR & CINDERS DW - ON POST MIX 12 1440 1 20 12 PIZZA SERVER HOT BAR 12 20 I 200 2300 I Al 12 WRAPPER DELI 12 Al 1 1260 1600 1 20 12 ICE CREAM MERCHANDISER CONV. OUTLETS 12 20 1 WO .1800 1 20 l2 UCH MERCHANDISER CONV. OUTLETS 12 Al 1 180 SPADE SPACE - - - - 500 1 20 12 BUN WARMER DAIRY CASE 12 20 1 1250 OMNI 300 1 20 12 COFFEE GRINDER SPACE - - - - •- .-- 1300 1 20 12 POPCORN MAKER SPACE - - - - 1800 1 20 l2 SANDWICH MERCHANDISER 0 'A' 14,690 V • '0' 1E,615 V R010PTPCLES -_.. 360 V x IOU: = 360 V 21,378 V = 11 MPS 0 'C' 1260 V 000CIEN EG11� 455254 x 657. • 21410 V 208 x.r3 41925 V = 27878 V DIRECTED LOAD LIGHTING EQUIPMENT SCHEDULE MOUNTING MANFACTURER CATALCG NMER VOLT. KEY 0.14718 LAHFh'6) 006C12IPO404 G 461 Ranlead 836 Gee Campy 400 net Metal Halide route square ArtnlOIrd ulth Gee Canopy 6B o1ert. EL. to mule pant To and make EMI comedians to 1140 Tlxurt. 120 H 461 1- 14R400 400 welt MM411 601146 al -ofF 11.MAO1r0 mlth IEMA III Apnea, dark brave pelt Rd Ikjhl, Wee cover, arxiw 60114 20' pole Cons Bate See Detail 1h10 Wall LlAcola 14.5F2- 400MR320e8PO4DDR SBA205GDM8DDB Pole 208 181 05340014E 098010.80 Pole 189 442 922 24 R400 Ter 400 welt Mete1 441040 ad-off (411614X00 with NEMA 111 0(00(10, dark browse pole, 100 doges arme end 11¢1, bees cover, anchor bola 20 pole Cont. Bete Bee 15e1111 We Meet L1Maia 1002- 4061R32081004008 88A205GDMHDDB Pole 208 181 01340011* 0138010 -58C Pole 708 J 210 I- MYR115 M5 wet Metal WINN cut-off lunlrolre slth NEM4 V EN NA, dark brood pole and II4M, bete cover, exacr boa 8' pole Cone. Base bee Detail ENE 011.01 111464. KIP2413111432068PO4DDS 5AA88GDh119DD8 Pole SO LSI 073050007 0T96438-5000 Pole D0 8 -21 DISPENSER INTERFACE 090 SITE CONTROLLER B' x • x 4B' VIREVAY 2' 2' 2i X AVAIIV1 PANEL 'C' 1504 NO 30 CI(7. I Y 0KEL 'V 1004 14L0 1 30 MT DATA DISTRIB MX BY G.C. BATA OISTRID BOX BY GC. 414 1e PNEL 'O (50A NO 30 CKT PANEL 'A WE NO 42 CKT `8 r 90' TALK GAUGE 0Y G.C. g_2B I = 8 8 -90' 2' 2 2' 2 B' x B' x /B' YIREV Y 87716 -UP PVC 6' ABOVE FINISHED CONCRETE GRADE POLE 8143E SCALE: NONE 17114P211 111111. 1111111 ANCH BOLTS IME rill III `� P✓C BY 0E. M AND OUT A330' 0 01006 FINISHED GRADE. RACEWAY P DUR CCIATRICT10N LENTING POLE STANDARD WITH ACCESS HANOHOLE, COMPLETE WITH ANCHOR BOLTS AND BASE COVER BT ELECTRICAL COt4T'R 0ECLRE ENTIRE ASSEMBLY FOR 100 MPH GUSTS. / BOND GR0WD 0400 T0 0001(10 L11G of! POLE INTEROR (/ MAKE STANDARD PLUMB WITH LEVELING N1TS CHAMFER TOP EDGE EXPOSE 36" OP CONCRETE ABOVE FINAL GRADE IV DIA x 04' MNIMUI DEPTH 3000 PSI CONCRETE BASE DY GENERAL CONTRACTOR 14) t4 VERTICAL RE0AR WITH t4 TIES 11" 00. SEE SHEET C -I FOR REINFORCING. TYPE H 4 442 REP CONTROL RELAYS, 146447(49 CONTACTOR I DISPENSER DI0008ECT SWITCHES ENCLOSURE -MAN DISTRIBUTION PANELBOARD (MOP) FlTE 21ATa4 PANEL FIELD COORDINATE EXACT LOCATION TELEP80NE CO ENEMAS BY G PRE -0148 UTILITY ROOM e w„ SCALE: 1/4" = 1' -0" F,M,S, FIELD NOTES 1. COND4101 40040110 IS BASED OR 15' F. ARDENT TENPERATLNE MOOT SIZE SNOW EC. SHALL CALCULATE VOLTAGE WW. AND NEE ADJUSTMENTS TO SIZES AS 0)0055ARY. 2. FAS. SHALL VILE LAE SIDE I LOAD SIDE 6 LIGHTIY4 CONTACTOR FOR BUILDING SOFFIT LIGHTS. FN SHALL OEY VIRE LINE SUE OP LIGHTING CONTACTOR FIR AL OTHER CO3UITS ALL DOERS BY E.C. 3. WI USED. 4. HIEN FREIE COUNTER PUMP CONTROLLER IS USED IN LEU OF ELECTRONIC INTERFACE BOX, NE E.C. EST POE -WIRE THE CASH REGISTER RECEPTACLES 01 CIRCUITS A -I NA 4-2 TO CIRCUIT 8 -24. 5. FMS. DOLL INSTALL LOCKOUTS FOR CIRCUITS A -22 A-24, A-26, A -28, 4-38 C-20, C -22 C -24, C-25, C -28 ANO C -30. USE MARE 'O CATALOG 100IL FOR DOUBLE POLE BREAKERS. [- F 1(400000 1 MS N ABOVE PHONE JACK H/ RJ CBUW EAST WALL ELEVATION POLE LIGHTS a TO C -B POLE LIGHTS PULE LIGHTS POLE LIGHTS 0-70 C -N SPAAE -0 --0 O---TB c -25 ro c D BACKLIT SPREAER BACKLIT SPREADER FASCIA BANDLETTER- TO C -22 FASCIA DAIRETNER o-T5 C -24 WW1 PRICE ID SIGN o c-TO C-18 SCALE: NONE SCALE: 3/4" = I' -0" SPARE SPARE SPARE SPARE SPORE SPARE SPARE SPARE CONDUIT SCHEDULE O ELECTRICAL SERVICE 11 ED CABLING 0 ELECTRICAL SERVICE 12 NPD CABLING 0 NOT USED 13 MD CABLING 0 NOI USED 0 WD CABLING ® NOT USED © MPO GAMING 0 SUPPORT WILDING PDVER © WD CABLING © NUT USED 1© WD CABLING 0 ARP FEVER (SUPER) 10 1PD CABLING 0 NOT USED ® INTERCOI 101R1NG 0 PUMP POWER MEGAN ® INERCOI WIRING W PUP PEER WESEU ® TAN( DOGE 21 TANS OVZE 2® TAY( GAFF 10 CREPT 11111111 LIGHTS (2) IE114 STRIPS 2® NOT U5ED ® POE LIGHTS Q MIWMLAL la/PRICE SIGN LITE 2® NOT USED ® TELEPIRE REEKING AIRING 8' x 8'-90' BLDG SOFFIT LIGHTS (REAR) 0 0-TO C -21 CANOPY DON LIGHTS o-IO C -1 CANOPY DON L100I - 0-10 C -3 CAMPY DON UGH 0-TO C -5 CAMPY RAN LIGHTS O-TO C -7 CREPT DON LIGHT" 0-70 C -9 CAMPY 10191 LIGHTS A-TO C -11 CA2EPY DON LIGHTS R-TO C -2 SPARE 8104 SOFFIT LIGHTS WREN 0-TO C -23 SWITCH I N SURE 8' x 0' -90' 8' x 8' 8' x 8'- O TO NUIRAL IN PANEL 'C' TO C 26 EXTERIOR LIGHT CONTROLS PEP CRETE RELAYS 0' x 8' x 36' VIREVAY 110471 D DITAC1MS PRE-PAS UTILITY ROOM WALLS SOUTH ,WA ELE VATION ENT MET 1 PN A 200 A FN B bb A PN C 150 A PR 1504 SPARE PRE -FAB BUILDING INFORMATION ALL *FOR'IATICH 4110UN FOR NE PRE -FAB BUILDRU, I PAIELBOAV 9L4EDILEB ABOP 7. MAN DI8TRI0UTIGR PAELBOARD LAYOUT 3. UTILITY ROM LAYCUT AND WALL ELEVATION 4. CONDUIT BCHEDILE FOR (SILL ELEVATICNB 5. EXTERIOR LIGHTNG CONTROLS DETAIL 6. FtEY -M088 811R101URE6 HELD NOTES HAS BEEN TAKEN FROM FRET -MOSS 81RIC00RE8 DRAWEE ELI 1HR1 EL -4, TITLED 'TOSCO IYARTHJEBT, 35' -3" x 63' -9" MODULAR 9TOIE', DATED 11- 29 -95. 114E 8UCCE9401, CONTRACTOR Ok1R.D CETAN A COPY CF THERE DRAWEES PRIOR TO EXCAVATION AND/OR ROUGH-131 AT THE BITE. ECEIVED CITY R OF NKWIN DEC 0 31997 PERMIT CENTER co PROJECT: 9621ZEF PRE: 9750CSE2 00ANIM BR, RPT CMEC10E0 90: NJN 0101 GEewR REVIEW 8/29/97 PERMIT RENEW 8/29/97 0ET 8/29/97 COMBIRUCTMM BET © 9807 \ ( 000!0 I8 OLLEURO J 'sheet: CS -E2R of 2 ,2 OTT UNIT ITEM DESCRIPTION (OR APPROVED OWNER / CONTRACTOR SUPPLIED REMARKS TANKS e !es! � �! e_e se ;a esee__ � ! a�� LIMN � �e &_ a� q » ! a 1111111111111 R§ 9#!9@§ 11111111111111 q 211«@1111§ a! # ate! LIMN E NM !! g H ■ ! t 1k / k k) [ ) k � i ! . h § t� TAMER 15,000 GALLON 7 3/4" PVC SAW WIREWAT 20,000 GALLON TANK - IWO COMPARTMENT (8,000 = D 3/4" PVC HOLD DOWN SET (B STIMP1 HOLD DOWN SET (7 STRAPS DATA 5/4" PVC FILL SYSTEMS DISPENSER INTERCOM SPILL CONTAINMENT CASHIER AREA INTERCOM FILL CAP - 4' DROP TUBE ADPP I" PVC PANEL L DROP TUBE - No OVERFILL PREVENTION P PVC FILL PIPE BAND VIDEO VENT SYSTEMS J•EOX SAUDI INF RASP Burr AND MONITORS SPILL CONTAINMENT VAPOR ADAPTER CAP - 4" FRP PLASTIC TAHOE INTERSTITIAL VAPOR ADAPTER - FLOAT VENT ECTRACTOR $ I" PVC BALL FLOAT, 244 PRESSURE/VACUUM MONITORS RE( CON MSx3T CONTROLLER DIESEL: MONITOR LEVEL MONITORING WELL MANHOLE - UMRED ACCESS BRASS GAP FOR A79 IMPACTOR - 4' CONTROLLER FLOAT VENT STIR PIPE PLUG - 3" 3/4" PVC BALL FLOAT VALVE UPWARD VENT - LEVEL FlE( CONNECTOR CONTROLLER GAUD PUMPS AND ACCESSORIES MONITOR MONITORS ACCESSWAY - 36 CONTROLLER PUMP - 1 -1 STANDARD CO OL BOX (SUBMERSIBLE PUMP) 3/4" PVC PUMP - 2HP SUBMERSIBLE VARIABLE FREQUENCY MO/ATCR6 MECHANICAL LEAK DEEP BURIAL SUN CONTROLLER SUMP BOND KR FULL PORT BALL OAS WIREWAT PUMP DISPENSERS AND CONSUL F FOUR HOSE BLINDING 9/4" PVC TWO HOSE BLENDING UNUGHTED VALANI CANOPY SIGNS SPEAKER AND ENCLOSURE FACTORY-MANDATED STARTUP AND NEON RUBY POINT OF SALE noLE TERMINAL GAS WIREWAT SPREADERS RUBY CARD EPSON 11,1930 -II MULT1STAT/ON PRINTER EPSON POWER CABLE -" VERTICAL SCANNER W/MOUNTING BRACKET DISPENSING ACCESSORIES VA NOZZLE - BU( W/CK VALVE FLEXBLL VAPOR ASST. N VAPOR ASSIST BREAKAWAY FLEXST. VAPOR ASSIST 3/4"4". MAW HOSE FOR SAFE -T -BREAK BREAKAWAY HAROWALL HOSE - 3/4 BALL AND SOCKET SIDE NOZZLE, RB, TRUCK. GREEN DEEP DISP SUMP STABIUZER BAR UNOERPUMP EMERGENCY SHEAR RUING - 11.1x1 FIEX CON. MSX2 "F, 1- ) 3 k ISLAND FORMS BP 'BARBELL" STYLE ISLAND BUMPER GUARD /GUARD Po PRODUCT PIPING GEOFUX ENTRY BOOT - FLEUBLE ENTRY BOOT - FLEXIBLE ENTRY BOOT - GEOFIE( DOUBLE RAIL, R PIPE COUPUNG - 1 -1/ JUNCTION TEE - 1 -1 MALE ADAPTER - 1- /: TERMINATING ELBOW - TEST BOOT W /CLAMPS TEST TUBES - 3/8N38" CONNECTOR TUBE DUAL UNE SUMP ADAPTER MALE ADAPTER - 2" TO VENT PIPING GEOAENT SINGLE -WALL FLEX VENT PIPE - 2' GEOVENT FLEX -PIPE END COUPLING - 2" MALE ADAPTER STING VAPOR RECOVERY PIPINE FIBERGLASS PIPE - STRAIGHT 45-DEGREE S flBERGIAR55 BELL�x MAL FIBERGLASS PIPE - STRAIGHT FIBERGLASS SLEEVE COU 90- DEGREE FIBERGLASS FIBERGLASS TEE - 3" FIBERGLASS REDUCER BI FIBERGLASS BELL X MALE ADHESIVE - Bcz, 0 -20 TAN SUMP MONITOF EECO SYSTEM 2000 - 6-SENSOR LEAK SENSOR, 8 -PROBE LEVEL MONROR MANHOLE - TANK MONK PROBE - 10' PROBE INSTALL KR MANHOLE - MONITOR WELL LIQUID FLOAT SENSOR FACTORY- MANDATED STARTUP INTERCOM 0 - 120 "INTRACOM" - 1: CHANNEL EIRAMMEM AIR/WATER DISPENSER W RADIATOR FAUCET W/HEAVY RUBBER SPOUT THE INRATOR /GAU E 1 N/HOSE I IGHTS RECESSED CANOPY - CMC - DROP STEEL POLE - 14'x4" - 180 DEG DEL AREA UGHT, 400 WATT SUPER METAL HAUSE STEEL POLE - 10'04" AREA LIGHT, 250 WATT SUPER METAL HALIDE SIGNAGE AND DECAL S 'NO SMOKING /STOP MOTOR' SIGN B "x19" METAL W H ANGING BRACKET "WARNING GASOLINE TO BE DISPENSED ONLY IN APPROVED METAL CONTAINERS" DECAL - 6 "08" FEEDER CONDUIT WIRES PROM TO REMARKS 3/4" PVC GAS WIREWAY g H ■ ! t 1k / k k) [ ) k � i ! . h § t� TAMER 3/4" PVC SAW WIREWAT POWER 3/4" PVC GAS WIREWAT DATA 5/4" PVC DISPENSER INTERCOM I" PVC CASHIER AREA INTERCOM I" PVC PANEL L CANOPY LIGHTS P PVC OFFICE VIDEO VIDEO J•EOX 3/4' PVC RASP Burr AND MONITORS TAHOE INTERSTITIAL $ I" PVC MONITOR MONITORS CONTROLLER 3/4" PVC MONITOR LEVEL CONTROLLER OA /NOB 3/4" PVC MONITOR LEVEL CONTROLLER GAUD 3/4" PVC MONITOR MONITORS CONTROLLER 3/4" PVC MONITOR MO/ATCR6 CONTROLLER I° PVC OAS WIREWAT PUMP PALER 9/4" PVC GAS WIREUTAY CANOPY SIGNS AND NEON 3/4" PVC GAS WIREWAT SPREADERS CONFIRM ALL WIRE REQUIREMENTS WITH MANUFACTURER SPECIFICATIONS PRIOR TO INSTALLATION. OWNER-CONTRACTOR SUPPLIED MATERIALS LiT A A A FUELING SYSTEM ELECTRICAL DIAGRAM 1' = 10' 6 6' E' 16' 1E' 26' A 8' DRIVE SLAB e" TANK BIAS - 4.- 0 SLAB EDGE SAWCUT AND ALL WIT H 1 '/2 ELL WTH POLYURETHANE SEALANT 0 CONTROL JOINT 0 CONSTRUCTION JOINT ® D11-0 EE PLAN FOR REINFORCING L\I E SL . SEE PLAN FOR RENFORCING 3/4 "9 X 24" SMOOTH DOWELS 18" O.C. MAXIMUM - GREASE ONE SIDE PRIOR TO F CRETE PLACEMENT SEE PLAN FOR REINFORCING 8" DRIVE SLAB 8" TANK SLAB 8 DRIVE SLAB 8" TANK SLAB NEr PIPING SYMBOLS 1 1/2" FLEXIBLE DOUBLE WALL PIPE — — 3" RIGID FIBERGLASS VAPOR PIPE - -• 2" FLEXIBLE SINGLE WALL VENT PIPE PIPE FITTING OR . TEE 0 © 1) .- . -0. 0 .... -.0 inA FUELING FACILITY PLAN = 10' .. 8 " -CONC -DRIVE SIAS - - . • W/ WELDED WIRE -FABRIC- SHETS 808 - W2.9xW2.9 ................. 92' -0 1 PIPING DIAGRAM 1' = 10' N OTE; ALL CONCRETE 28 -DAY STRENGTH (4c) = 3,000 psi REINFORCING STEEL ASR/ A 81D, GRADE 80 6 6' 6' 1b' LS' 26' CALL BEFORE YOU DIG 1 -800 =424 -5555 A d O E :41 N8 O O S t,- NO •C B) • :~ O 4� w C N o O Z i o ga MC c W =1 t U') • j a a3 N N •e T m O O R r • m x CC LO z — z 6 QUJ z w o s= Lo L-4 J y Y _ O.a O W z PROJECT 982TREV FEE: 9821 -G2R DRAWN BT.. JSA/FIN GILEOKED BR R 0 DATES, D ESIGN REVIEW PERAOT REVIEW 08/22/97 BR BET CONSTRUCTION SET 12/23/97 Q 1887 ROGER OLLSEBURG sheet: I of G2R I 3 t J RECEIVED " „y 1 7 1! BP SOUTHCENTER NEW SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, Owner L.L.C. -85 -45 NE, SUITE 202 -12 -18 Project Information TUKWILA STATION c/o EVAN ZEFKELES 600 WESTLAKE NORTH SEATTLE, WASHINGTON PHONE 206 623 FAX 206 623 Architect ROGER OLLENBURG/ARCHITECT 515 116th AVENUE BELLEVUE, WASHINGTON PHONE 206 451 FAX 206 451 Scope of Work Vicinity Map LL n� 3 618 X10-4: DEVELOPMENT OF NEW RETAIL FACII NITS TO INCI UDF THE FOIIOWIN• 1. A NEW SERVICE STATION WITH 6 DISPENSERS, 2 UNDERGROUND TANKS AND AN OVERHEAD CANOPY. 2. A CONVENIENCE STORE BUILDING. 3. A CONVEYOR SYSTEM CAR WASH. 4. LANDSCAPING ALONG WEST VALLEY HIGHWAY AND THROUGHOUT SIZE. 5. PAVED CIRCULATION MD PARKING AREAS. 6. STORM WATER COLLECTION- CONVEYANCE SYSTEM. SITE Legal Description THAT PORTION OF GOVERNMENT LOTS 2 AND 11 OF HENRY MEADER DONATOR LANG CLAIM N0. 46, ALL IN SECTOR 25, TOWNSHIP 23 NORTH, RANGE 4 EAST OF W.M., DESCRIBED AS FOLLOWS: COMMENCING AT THE INTERSECTION OF THE CENTERUNE OF WEST VALLEY HIGHWAY, ALSO KNOWN AS STATE ROAD NO. 181, WRH THE NORTH LINE OF THE SOUTH 210 FEET OF SAID GOVERNMENT LOT II, AND ITS WESTERLY PROLONGATION; THENCE SOUTH B7'47'19' EAST ALONG SAD NORTH UNE 40.76 FEET TO THE EAST MARGIN OF SAID HIGHWAY AND THE POINT OF BEGINNING; THENCE NORTH 0651'30' WEST ALONG SAID EASTERLY HIGHWAY MARGIN 808.08 FEET TO THE SOUTH UNE OF THE CITY OF SEATTLE'S BOW LAKE PIPEUNE RIGHT -OF -WAX THENCE SOUTH 8713'12' EAST ALONG SAID SOUTH RIGHT -OF -WAY LINE 273.28 FEET TO THE WESTERLY UNE OF A 100 -FOOT RIGHT -OF -WAY CONVEYED TO PUGET SOUND POWER & UGHT COMPANY BY DEEDS RECORDED UNDER KING COUNTY AUDITOR'S FILE NOS. 2829432 AND 2644020, FORMERLY KNOWN AS PUGET SOUND ELECTRIC RAILWAY RIGHT -OF -WAY; THENCE SOUTH 01 EAST ALONG SAID WESTERLY RIGHT -OF -WAY UNE 791.76 FEET TO THE NORTH UNE OF THE SOUTH 210 FEET OF SAID GOVERNMENT LOT 11; THENCE NORTH 8747'19' WEST ALONG SAID NORTH UNE 185.55 FEET TO THE POINT OF BEGINNING. EXCEPT THAT PORTION LYING SOUTH OF A UNE PARALLEL WITH AND DISTANT 5 FEET NORTH, MEASURED AT RIGHT ANGLES, FROM THE FOLLOWING DESCRIBED UNE; BEGINNING AT THE POINT OF INTERSECTION OF THE SOUTH LINE OF THE HENRY MEADER DONATION CLAIM NO. 46 AND THE CENTERLINE OF STATE HIGHWAY I61 (WEST VALLEY HIGHWAY); THENCE NORM 08'5229' WEST A DISTANCE OF 46.98 FEET ALONG SAID HIGHWAY CENTERUNE; THENCE SOUTH 85'30'26' EAST 41.14 FEET TO THE EASTERLY MARGIN OF SAID HIGHWAY AND THE TRUE POING OF BEGINNING OF THIS DECRIBED UNE; THENCE CONTINUING SOUTH 85'30'28' EAST 227.79 FEET. MORE OR LESS, TO THE WESTERLY MARGIN OF SAID PUGET SOUND ELECTRIC RAILWAY RIGHT -OF -WAY AND THE TERMINUS OF THIS DESCRIBED UNE. TAX ACCOUNT NO. 000580- 0038 -04 AUDITOR'S FILE NO. 8506141047 Drawing Index BITE DEVELOPMENT INFORMATION CONTROL PLAN PLAN AND UTIUTY PLAN PLAN DRAINAGE E, CAR WASH 70 1R SITE PLAN AND PROJECT CI R TEMPORARY EROSION C2R GRADING, DRAINAGE C3R FRONTAGE IMPROVEMENTS NORTHWEST EXPO CENTER STORM CW.AIR FLOOR PLAN CW.A2R BUILDING ELEVATIONS CW.A3R BUILDING SECTIONS CW.A4R WALL SECTIONS CW.ASR CEILING AND ROOF PLAN CW.A6R WINDOW AND DOOR DETAILS CW.A7R SCHEDULES AND ELEVATIONS CW.S1R FOUNDATION PLAN CW.S2R FOUNDATION DETAILS CW.S3R ROOF FRAMING PLAN CW.S4R WALL DETAILS AND NOTES CW.PIR PLUMBING FLOOR PLAN CW.P2R PLUMBING PLAN & DETAILS CW.ACIR HVAC PLAN CW.EIR ELECTRICAL SCHEDULES & DETAILS CW.E2R LIGHTING AND POWER PLANS CW.FAR FIRE ALARM PLAN CANOPY 5 -14 GRADING AND STORM 5 -15 GRADING AND STORM LiR LANDSCAPE PLAN L2R IRRIGATION PLAN ES.1 ELECTRICAL SITE PLAN E5.2 STREET LIGHTING PLAN CONVENIENCE STORE DRAINAGE DRAINAGE ONE LINES & LOAD CALC AND DETAILS PLAN RISERS At EXTERIOR ELEVATIONS E2 FLOOR PLAN E3 EQUIPMENT PLAN E4 FLOOR FRAMING PLAN E5 ROOF FRAMING PLAN E6 FRAMING DETAILS E7 SECTION ER SECTION E9 SECTION ELI ELECTRICAL PLAN EL2 CEILING ELECTRICAL EL3 ELECTRICAL SCHEDULES P1 PLUMBING PLAN P2 PLUMBING AND GAS MI MECHANICAL PLAN M2 ROOF EQUIPMENT PLAN F1 FOUNDATION PLAN CS.FA FIRE ALARM PLAN CA.A1R PLAN AND ELEVATIONS SI STRUCTURAL PLAN AND SECTIONS 52 STRUCTURAL DETAILS FUELING FACILITY GIR SITE PLAN AND PROJECT INFORMATION G2R PLANS AND MATERIALS LIST G3R TANK SECTIONS AND DETAILS REFERENCE SURVEY DRAWING RD RAIL 4' WADE PAINT STRI•ES FOG LINE & DIAGONALS 5 S TUKWII A CITY TRAIL EASEMENT S Ot'2222'E 335.96 TONE �I00=== - - - - -- PHASE 2 DEVELOPMENT NOTES: I. THE CONTRACTOR SHALL TARE ALL PRECAUTIONARY MEASURES NECESSARY TO PROTECT FROM DAMAGE ALL ExISTNG IMPROVEMENTS WHICH ARE TO RETURN IN PUCE. ANY SUCH MPROIEMENTS OR STRUCTURES DAMAGED BY THE CONTRACTOR'S OPERATIONS SHALL BE REPNRED OR RECONSTRUCTED SATISFACTORY TO THE OWNER AT THE EXPENSE OF THE CONTRACTOR. 2. THE CONTRACTOR SHALL, AT HIS OWN EXPENSE, LOCATE ALL OVERHEAD AND UNDERGROUND INTERFERENCES WHICH MAY AFFECT H5 OPERATION OUTING CONSTRUCTION, AND SHALL TARE ALL NECESSARY PERCAUTIONS TO AVOID DANCE TO THE SAME. THE CONTRACTOR SHALL USE EXTREME CAUTION WHEN ROARING NEAR OVERHEAD OR UNDERGROUND POWER AND /OR TELEPHONE FACNIRS TO SAFELY PROTECT ALL PERSONNEL MID EQUIPMENT. THE CONTRACTOR SHALL BE RESPONSIBLE FUR ALL COSTS AND LABILITY M CONNECTION THEREWITH. 3. LOCATION OF UNDERGROUND UTILITIES SHOWN ON THESE DRAWINGS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. NEITHER THE OWNER, NE ARCHITECT NOR THE ENGINEER ASSUME ANY RESPONSIBILITY FOR NUDES OR STRUCTURES HOT SHOW OR NOT IN THE LOCATION SINN IN THESE DRAWINGS. THE CONTRACTOR 5 REWIRED TO TARE PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LILIES SHOWN, RN ANY OTTER LINES NOT Of RECORD OR NOT SHOWN ON THESE DRAWINGS. EXISTING UTILITIES ARE LOCATED ON THE PAN ONLY FOIL THE CONVENIENCE OF THE CONTRACTOR AND SHOULD BE USED FOR BIDDING PURPOSES ONLY. 4. HC ACCESSIBLE SIGN SHALL BE AS FOLLOWS: SIGN MOUNTED ON POST CENTERED BETWEEN 3 AND 5 FEET ANNE THE PARKING SURFACE, AT THE HEAD OF THE PARKING SPACE. SON SHALL INCLUDE THE INTERNATMRV. SYMBOL OF ACCESS AND THE PHRASE STATE DISABLED PARKING PERMIT REQUIRED'. BELOW INTERNATIONAL SYMBOL SIGN MOUNT SIGN MTH THE PHRASE NAN ACCESSIBLE'. 5. RAMPS SHALL BE AS FOLLOWS: MAX SLOPE = 1:12 MAX LENGTH = 6' MAX RISE =8' WIDTH = 44' MTH DMMOND PATTERN TACTLE SURFACE 6. ALL SENS SEPARATE PERMIT. S •'(X•' - Y111757 I APPROVED SUBJECT TO ORDINANCE DEC • 1 1997 n S EA E -KING CO. Ea -. auauc HEaATR SITE PLAN = 20' PECEIVEU CITY OF TUKWILA DEC 0 31997 PERMIT CENTER CALL BEFORE YOU DIG 1 -800- 424 -5555 A O PROJECT: 9621REV FOE: 9621 -IR DRAWN BR JSA/FIN 5IERKED BY, N 0 O ARS: DESIGN RENEW 11/25/97 FERMI REVIEW B ID BET OLNABTRUOTTON BET EQUIPMENT SCHEDULE "FMS' = FREY -MOSS STRUCTURES, COWERS, GA g1-1-1-1 QTY. DESCRIPTION FURNISH INSTALL REMARKS SHOPCO 110001 COUNTER ASSEMBLY OWNER OWNER FLOOR 111E N SAES MA TO 0 CONRVUOI10 MD RIM UNDER ALL OVONETS MMIT PAY (PASS &RU DRAWER, FRAME, MID WEATHER GUARD) FMS FM5 OPTIONAL INTERCOM FM5 FMS ( S 1HE WAY UP / 3 M B UUQIT ➢1180 8/ WHITE GROUT ) + 20 Bl sm. PARIS PPE -EWE am my al� CIGARETTE MERCHANDISER FM5 FM5 EMPLOYEE ''"``" DAIRY CASE OWNER OWNER O / H 3 000R LOW P. FREEZER W/ REMOTE CONDENSER OWNER OWNER 20 G1 SBLL PM&1S 180-RN 8188 F. coon MFR MOP SINK 10' x 18' x ' DEEP FM5 FMS 1ILED 8 8 GAL WATER HEATER (ELECTRIC) FMS Ft15 20 20 G4 81°1 PAWL PRE-FIN ME ' 'KY 9 1 5AIIOWIOH CASE OWNER OWNER 10 1 25 x 90' 3 COMPARTMENT SINK, METAL HATERS 5/S #314- 18 -3 -18 OR ECUA1. FMS FMS 11 1 17 x 13' HAND SINK, KOHLER i 27538 OR EQUAL F145 FMS 12 - ELECTRICAL PANELS FMS FM5 13 1 ELE01510 SAFE FMS FMS 14 2 AWED DRYER FMS FMS 40' AFF 15 1 ICE MAKER OWNER OWNER - 4 BACK -LIT PELMET OWNER OWNER 1 FOUNTAIN & FAST FOOD BAR OWNER OWNER FAST FOOD ISLAND OWNER OWNER TAT ADJUSTABLE SHELVING HARDWARE OWNER OWNER 1 12 DOOR WALK -IN COOLER S FMS W/ REMOTE CONDENSER 2 CASH REGISTER OWNER OWNER 22 10 PRODUCT DISPLAYS OWNER OWNER 23 2 WATER CLOSET, KOHLER 3527E13 OR EQUAL FMS Eilhg FMS 17' MIN TO 18' MAX -TOP OF SEAT 34 TO TOP OF RIM 2P x IT NAND LAVATORY. KOHLER 2038RH OR EQUAL HANDICAP GRAB RAIL 5 5 4 EXPOSED FASTENER _ 33' GI OF CRAB BAR HANDICAP CRAB P`11/5 3 EXPOSED FASTENER _ 33' 01 OF GRAB BAN PRODUCT CABINETRY 3 R/R MIRROR 24' x 345 40' TO BOTTOM EDGE TOILET TISSUE DISPENSER 0 TP AF.F. 30 1 BAG IN THE BOX FMS fM5 31 I BAR SINK , POUR 5/S M 15599 OR EQUAL FMS FMS ROOM FLOORING INTERIOR WALLS CEILING REMARKS SALES AREA 8 X 8 DAL-RIE )2803 8/101CHING COWLS COVE BASE 20 01 STEM PANELS PRE -FARE SLYER GREY 'MR COVERER 4' RE COD 500000 REFS FLOOR 111E N SAES MA TO 0 CONRVUOI10 MD RIM UNDER ALL OVONETS CASHIER 8 X 8 DAL -1LE 01303 W/TLATCWNO 00<000 COVE BASE p a SRIl PM'FIS FE SLYER MY 121-41477411711 CBLMO 5100 010101 ROOK M OLSMEO 1001 10 B E 80RRNU WS 010 8110 UNOFR AIL CABRIS RESTROOMS 8 X 8 OM -DLE #2803 8/N47CNNJ CWM1 COVE BASE ( S 1HE WAY UP / 3 M B UUQIT ➢1180 8/ WHITE GROUT ) + 20 Bl sm. PARIS PPE -EWE am my Wm COVERED 0 0110 cam nLES r x e W/ ant GM SYSTEM VILTS. OLNERED MGM COUTO0 ROES 2' x 4' W/ WHITE GRID SEEM HOLLOW METAL DOOR W/ HANDICAP LEVER PRNACY LOOK HEAW DUTY LON CLOSURE EIILWAY 8 X 8 DEL -RLE !2803 W/ATCHINO 0008M0 COVE EASE EMPLOYEE ''"``" TROWEL non MOUE W/ SEMES NERVE fK0214 CHARCOAL VINYL COVE BASE OR EQUAL ZO G1 STEEL PANES P15-FIN SLYER LW 2' COVERED MUM CIMINO TIES T x 4' W/ EIRE GRID SYSTEM O / H GOOIER more FINISHED CONCRETE W/ SFNFR X010 +00214 CIWiMM1 VINYL COVE BASE OR EARN. 20 Gl SRFL PANELS PR0 -00 SILVER fAEY SN00 SRS. P80 -RA "HE Rim COOIFA MIL N. DRIER SURFACES 20 G1 SBLL PM&1S 180-RN 8188 F. coon MFR ALL WS IBM CAWNG MATED 8/S POLYSTYRENE WILILY ROOM TROWEL FINISHED CONCRETE W/ SEALER a g(E 0,054 0088 0. 812 mi. 0011E E OR EQUAL 20 G1 5NEEL PANES PRE -8 GREY N SILVER AMYL WLfAFp CIPSUM CLANG 7000 2' x 4' W/ 0111E GRID SISTER 8' -P w OFFICE TROWEL 114I5119) CONCRETE W/ SFNFP MIRE 1KC214 MAROON. VIM COVE BASE OR OVAL 20 20 G4 81°1 PAWL PRE-FIN ME ' 'KY MI t 0NB&D GYPSUM CLUNG 1005 4 4' 8/ MITE GM MIDI MARK D DOOR SIZE D DESCRIPTION QTY• WIDTH H HEIGHT Q O 3 3' / 7' -P L ( STANDARD FULL GLASS STOREFRONT ENTRANCE DOORS FULL GLASS BY BRIIE -NEW 2 O RESEFY1 3' -7 8 8' -10 O HOLLOW METAL DOOR W/ HANDICAP LEVER PRNACY LOOK HEAW DUTY LON CLOSURE 2 I U I T T -0' 8 8' -B' C p G p REY ( O / H 3' -P 8 8' -0 C HOLLOW HANDICAP LEyE Eq 1 H O 3' -P 8 8'-8' C CLOSURE OR EOIIALR IV x 2PILCUVEIi, SILVERPUOREB (&T WIND SWiAN DUTY 1011 O 3' -0' 8 8' -P w war. SILVER-GREY (LEFTAOHANDNWSWDINO) THRESHOLD, xFAW DUTY LCN CLOSURE A140 1 1 ROUGH OPENING DESCRIPTION 01Y. IOTA HEIGHT 1/2 CLEAR TEMPERED SAFETY GLASS W/ BUTT 91 12-6 0' -19 1 /4' JOINTS & CLEW SIUCONE CAULKING. 2' x 4' 1 CLEAT ANODIZED ALUMINUM FRAME 1/2 CLEAR TEMPERED SAIESY GLASS W/ BUR I ST 15'-7 W -10 I JOINTS & CLEAR SIUCONE CAULKING, 2' x 4' CLEAR AN001200 ALUMINUM FRAME 1/2' CLEAR TEMPERED SAFETY GLASS W/ BUR I II'-S 3' -I0 3/4' JOINTS & CLEAR SIUCONE CAVUONG. 2 x 4' CLEW ANODIZED ALUMINUM FRAME GLASS SCHEDULE DOOR SCHEDULE ROOM FINISH SCHEDULE LOCATION OF STATE LABELS & DATA PLATES 5 -P 70 ROOF 30 D/ERR1 4x7' p DRAIN 0 70 ROOF MW WATER HEATER 51RAPPOI TO WAIL 4 x 7 ROOF AWNS WERROW I/O O A ABOVE DOOR EMPLOYEE AREA _M111111 O - 0� o 6 X Sr 'ANTHONY N -IN DOOR COOLER SAC AND COOLER CONDENSER ON ROOF ROOF ACCESS UDDER 5' CONC WNX 71 014RETDW 70 ROOF ORAN 12' CONC WATER HEATER MOPPED TO NA1L 59' -9 I 83' -6 0/0 OF 005140 FLOOR PLAN SCALE: 1/4" ■ 1' -0" MONO PATTERN TACKLE SURFACE I/4 clTV of TuxwlLn DEC 031997 PERMIT CENTER z O F- z aW s m ° y 43 J 63 N W , y y O. a W z PROMOTI 9121REV FILET 9821CSEQ D RAWN MI FIN ON8OKBD BYI R 0 P ATIO: D BBION REVIEW WANT "E"% /22/97 B ID BET OB/22/97 CONSTRUCTION BIT © 1007 80088 041.BMORO sheet: lof CS.E0I 1 GLASS SCHEDULE DOOR SCHEDULE ROOM FINISH SCHEDULE LOCATION OF STATE LABELS & DATA PLATES 5 -P 70 ROOF 30 D/ERR1 4x7' p DRAIN 0 70 ROOF MW WATER HEATER 51RAPPOI TO WAIL 4 x 7 ROOF AWNS WERROW I/O O A ABOVE DOOR EMPLOYEE AREA _M111111 O - 0� o 6 X Sr 'ANTHONY N -IN DOOR COOLER SAC AND COOLER CONDENSER ON ROOF ROOF ACCESS UDDER 5' CONC WNX 71 014RETDW 70 ROOF ORAN 12' CONC WATER HEATER MOPPED TO NA1L 59' -9 I 83' -6 0/0 OF 005140 FLOOR PLAN SCALE: 1/4" ■ 1' -0" MONO PATTERN TACKLE SURFACE I/4 clTV of TuxwlLn DEC 031997 PERMIT CENTER z O F- z aW s m ° y 43 J 63 N W , y y O. a W z PROMOTI 9121REV FILET 9821CSEQ D RAWN MI FIN ON8OKBD BYI R 0 P ATIO: D BBION REVIEW WANT "E"% /22/97 B ID BET OB/22/97 CONSTRUCTION BIT © 1007 80088 041.BMORO sheet: lof CS.E0I 1