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HomeMy WebLinkAboutPermit D97-0097 - SOUTHCENTER BP - GAS STATION COVERDATE: August 11, 1998 SUBJECT: Refund Permit Fee - D97-0097 /. Building Official • Laurie Anderson, Finance Brenda Holt, Permit Center City of Tukwila John W. Rants, lvfayor Department of Community Development Steve Lancaster, Director Please refund $809.80 for a building permit fee paid on 10-17-97. The permit for the Southcenter BP canopy was canceled on 12-2-97. I have enclosed a copy of the receipt for your reference. Please make the check payable to Roger 011enburg and Associates. Please return the check to the permit center and it will be forwarded to the applicant. Thank oul 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 431-3665 •• • y• :•• December 02 1997 To Copy: 01Ienburg/Archite Roger 011enburg and Associates Arehitgetural and Development Serytkes 551.116th AVCillie NE, Suite Ii • • Bellevue, Washington 98004 • Telephone 425 451-1232 Fox 425 451-1841 • rogeroO4nwlink.com MEMORANDUM Kelcie Peterson .City of Tukwila Van Zetkeles Peter Diericloc • Southcenter BP 9621 Permit D97-0097 Gas Canopy City of Tukwila 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. Parcel No: 000580 -0038 Address: 16200 WEST VALLEY HY Suite No: Location: Category: ACOM Type: DEVPERM Zoning: Const Type: V -N Gas /Elec.: Units: 001 Setbacks: North: Water: TUKWILA Wetlands: Contractor License No: ARMSTC -373N0 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: 206 451 -1232 515 116TH AVENUE NE #202, BELLEVUE, WA 98004 PLANNER MICHAEL JENKINS Phone: 206 431 -3670 6300 SOUTHCENTER BL, TUKWILA WA 98188 CONTRACTOR ARMSTRONG CONSTRUCTION CO., INC 2709 AUBURN WAY NORTH, AUBURN, WA 98002 **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: CONSTRUCTION OF NEW 5,815 S.F. CANOPY OVER FUELING FACILITY. REFER TO CONVENIENCE STORE PER- MIT #097 -0095 FOR ALL PUBLIC WORKS UTILITY PERMIT ACTIVITIES. ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 124,848.05 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 **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 1,674.71 ***************************************/ J*********'✓✓ * * * * * ** * * * * * * * * * * ** ** * * * * * * *** ` L Date: C 6 17 Permit Center Authorized Signature:_ 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. Occupancy: SERVICE STATION UBC: 1994 Fire Protection: NONE .0 South: .0 East: .0 West: .0 Sewer: TUKWILA Slopes: Y Streams: DEVELOPMENT PERMIT 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 performs a of work. I ani authorized to sign for and obtain this development pe it. 7 f Signature: .4,- Lc Date : &//21 / ---/ Print Name: faey, Permit No: Status: Issued: Expires: (206) 431 -3670 D97 -0097 ISSUED 10/17/1997 04/15/1998 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. Addr•.e s:..1G200 WEST VALLEY HY Permit No: D97 -0097 Ten.,nt Status: ISSUED: ��-- , T.�rpe DEVPERIK Applied: 03/25!,1997 x ; Parcel # 000SCO -0038 Issued: '10/17/4997 { k'ki•'kk :kk * *lk *k•k* *•k ***k* .** *****k'•k•k•k•k•k•k•k•k•k•k•k• **- k• kk• k• k• k• k• kk' k• kA••k•k•k•k•krkkk:+**kk**** Permit Conditions: 1 . o changes W i l l be made to the plans unless approved by the Architect or Engineer and the. Tuiwil,a...Building Division. E :l ectrica l permits shat 1': be ` a i' ned th ough the Washington S�tate Division of ~Labor .rind industrie "s and al:l:::electrica1 w orst. will be inspeOted by " that ;agency (248 -6630) , i All .permitsns:p"ection, r�eco and, approved planshall be available at ,the soli mi p'rfOi':`to the start ,of arly con- struction,. ;; " These documents are,.,to.- be mai'ntair ed.:. end avai l able until :.f`in,al". inspection approval" is _granted Ail struc:t :urai:. welding .hall be done by W :A:,B.0 cer;tit ie; Weldery"and special ,:inspecte - o' '(UBC, - Sec. 30 All high strength :bolting s.hal l be Special inspecte`' Sec. .306(a0' 6; '.When `'spec says •inspection' is required either the owner,: ar=chit "o.r engineer shall no'tify::the. Tui;wila. Bui` ?` l.ding Division of:fappointment of the in :pect,ion agencies prior ;::to,` the ?O building ;in^pection Copies of <'al l special ' ins'pe1ction .reports- shall` be'subm;itted to -:tt e B!rilding Diatris,ion in a::t:imely. manner .`'. Reports ,''sha_l l;= contain address, pro name; 'perm.i t number -'"and type of'.i ns,p'ect i on be i rt_g pert The', ,pecla1 • inspec:tor shall submit a.final signed report stating prhethe r the wor k•' inspection Was,.; to the be st of ; t he inspector's i:now.l„edge',' in confarmanc,e` with+ approved plans and specif ications and the applicable worhii.'a:nship provisions of the UBC.. Allro:netruction to be done in contormance: with approved plans and requirements of the Un if orm 'Bu,i l d i.ng ,Code (1994 Edition a,s amended,-Uniform Mechanical ' Cod ..; (199:4 Edition ") , and Washington State Energy Code 0994 Edition) 9, Validity of : Permit, The i Ssuance of a- permit or 'approval of plans, speci_f°icati:ons, and computation: shall not be -con- strued to beYa 'permit for or :an approval of, any :viol"ation . of any of the , Provisions of :.the.°bu i l d i ng code or, of any other ordinance of the"jurisdiction. No permit presuming to . give authority to violate or, cancel the. pr•ovisions of this code shall be valid. 10. Temporary erosion .control measures shall be implemented as the first order of business to prevent sedimentation off - site or into existing storm drainage facilities. 11. The site shall have permanent erosion control measures in place as soon as possible after final grading has been completed and prior to the Final Inspection. 12. REFER TO BP CONVENIENCE STORE PERMIT #D97 -0095 FOR ALL PUBLIC. WORKS PERMIT. ACTIVITIES. 13. NO HEAVY EQUIPMENT IS ALLOWED ON CITY OF SEATTLE UTILITIE', RICH OF WAY LOCATED NORTH OF SOUTHCENTER BP PROPERTY. THE CONSTRACTOR SHALL NOT USE THIS RIGHT OF WAY FOR ACCESS, STAGING, TURNAROUNDS, EQUIPMENT PARKING, ETC, OR IN ANY OTHER MANNER. 14. NO DEWATERING IS ALLOWED UNLESS THE DEVELOPER SUBMITS r:.OPY OF THE INSURANCE CERTIFICATE PER SEATTLE PUBLIC Project Name/Tenant: 1 3? CAS c.,9 Ne y Value of Construction: # e),410 • Site Address: City State /Zip: l le v ° Low Ji4 t,t,t; 14414(0A-1 , TIAtU A 1 WA 9131E q3 Tax Parcel Number: oaose0 - n93e - 04 Property Owner: 'rUVW(GPt SIAM O K ) 1. C- • Phone: lob. 623. 91 Street Address: City State/Zip: t v io E VAN k & L f , E S , ( , D O LWsa../4 ( - e A n t , 1 1 , S e t k f t, & q ` x 9 / 0 9 Fax #: 'Zo& '4 - . 4565 Contact Person: E 6 diA-t- -Qa ull-67 • Phone: 1.01, • 1S/1 /212 Street Address: Cit State/Zip: 515 Il( = a�e cut @-20Q. (�LLL.a;vv � rRa4 Q��� Fax #: 214 •4sI I L84 I Contractor: Phone: Street Address: City State /Zip: Fax #: Architect: Mt. IS' rZ rtn,U12 -G,• Phone: 2c6 . 4sl. /222 Street Address: City State/Zip: 515 .116t AV &, J 42.o 2 ( L 61.1.6.., (t , w� 9''oep Fax #: 2 c 6 • 4 ! • I$4 t Engineer: $ -i uQs am,svL.ri eo, l utLlts ./,uc • Phone: 706 • 441 • )S Str et Address: City State/Zip: � C2c 0 i % A' e Nut , 3uLT& ICS, SAT7L-6, Ltd. o g/o / Fax #: gob • 44$ • -? ((v1. Description of work to be done: L l ( S I/I / r /U6GU e/M)ppy Qjl61t ,Q hoCe rf dIL/ r/ Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family . ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ SchooUCollege /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church ❑ Manufacturing ❑ Motel/Hotel ❑ Office ❑ SchooUCollege /University ❑ Other Will there be a change of use? ❑ yes 71 no If yes, extent of change: Existing fire protection features: ❑ sprinklers ❑ automatic fire alarm El none ❑ other (specify) Building Square Feet: existing 5 L ?i1 � , new I 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 ''KW /LA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 ProjectNUm Permlt Numbr 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: REQUESTFOR •PUBLIC:WORKSSITE /CIVIL'.PLAN REVIEW'OF•THE'FOLLOWING: (Additional reviews .may :be determined by the P. ubllc:Works Department) • ❑ Channelization/Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: ❑ 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 Size(s): 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. Data application accepted: L•aS Dale ap !kaftan expires: ap Applica r2take : (Initials) NCPERMIT.DOC 7/9/96 BUILDING OW RORAU ,: •IZEu AGENT: Signature: / i , l , /( l/-Cy C Date: .?� , c , lt 7 Print name: 7..:( ai l (.(Z M _ 1 r1 r<<; , Phone: 7(6 4:://7_,(..,z_ Fax # e., pv i 4, / Address: 7 //(;) J tt A ke / /:(,': �, City/State/Zip: /t I L /C ' 1 ,,4 (4 ,C'¢_ ALL NEW COMMERCIAL/ADDITION /11: NCPERMIT.DOC 7/5/96 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 S' BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description ❑ ❑ 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 dumpster 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 ❑ ❑ 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 Public 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 LAW OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. k'!r * **k. * * *: *. *k$*k * 74i :k *:A **k *:. * it, .4*A`k'?F,t *4:4 *+��1. * *`A -AO **4 * *;4 CITY OF T11KWl.LH. :04 `.. . *A *A- k.*`,.*4**k * *** . A. 1'0 * :4A *. ** *:A*.*24`. ..k- A*A * ** *. *. • ** * * * ** *.,44 *. R.(4.1'i Plu i :' 1 : 7.00661.:.:A ilia uiii; 1.. .,75 ` 10/:17/97 1..5, :28 ('a +linen w.'7 14e.t : nod 'CIIEG..I( Not a t i an ■ , ZX.. E.1:1 Eit PR ISSES In i b: I , 11-1(3 Permit; N11: :p97 009 ?' Type: DEVPER14 DEVELOPMENT PERMIT ,. Parc01 ha:.; . 00'0580- 003$ .. Site d dres s: 1 62..00 , WEST. V 0I.IrEY .WV • ra Feet :• 1,674 ..71 This Payment:` 1 Tatatl. :ALL Pmts 1,6174.71 Balance: ' .00 4 * * 4; * *: *:4 *44 *.1 * **.� * *44 *4 ;,F **lt *,4 * *'** * *a *4 * *fi * *ol *.A *41114 * *4 44 * A ccount Code Uescripti'on • •AmaunI; 00•0/322.,100 BULI.:DING NONRE, 1 000/313 . . . StA1'.E I3UIL6ING 'URCHt RRGE 4.50 .****** r**.. 4********* k *ik * * * * * *, ** *d. * * * *A* * *•k * ** * * * *' ** * * * * * * * **** ** C o fU.KWILA IA 9144i:ii** � TRANSMIT. ii", l **• A k* c• k*: k '* ** * *; * * *: *3 t 9F• kt! *4* ^ *,1i7V; �1 ,A*.k, * * *�M54** *•i��ls1 *�.'4,*4 k . RANSHIT . 111Mtti^: 89700556 Amount: 6S7.9b: 03/25/97 10s 24 .�cvmcnt, 4eth:od: :CHECK: Notation: 7Y ENTERPRISES 1ni1;: SLIT Permit No; D97-0097 Type: DEVPERM DEVELOPMENT PERMIT Parcel No: 000580-0038 Site Address: 16200 WEST VALLEY HY Total Fees: 1.674.71 This Payment 657.96 Total ALL Pmts.. 657.9,6 Balance: 1)16.7.S -, 4******** A* ii** Il ** * * * * “4 * * * * * * * * *A *4**1% * * *•A it *k* * * * * **t1A * *• /A** Account Code Description 000/34 PLAN CHECK - NONRES Amount 6`7..96 2#373 03/26 9717 TOTAL 2155.!38 ACTIVITY NUMBER V DATE 6 /:6 PROJECT NAME D P A, (TMENT: BI \\ ING DIVISION 12 PREVENTION D I _ W i'17 LIC WORKS STRUCTURAL Li ftptivIrr eocinCOVATOIL PLAN REVIEW / ROUTING SLIP SavAtinfer BP Coma& ectirfthwA PL. NNING DMSION COORDINATO 4 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE ❑ NOT COMPLETE El COMMENTS DATE REVIEWERS INITIAL DUE DATE VidQ• / 7 NOT APPLICABLE TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED E] ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) I APPROVALS OR CORRECTIONS: (ten days) APPROVED El APPROVED W/ CONDITIONS El REVIEWERS INITIAL l CORRECTION DETERMINATION: APPROVED D APPROVED W/ CONDITIONS 11] REVIEWERS INITIAL C:ROUTE -F DATE DATE DUE DATE 7 /0+A NOT APPROVED (attach comments) Q DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy required. DEPARTMENT: BUILDING DIVISION U PUBLIC WORKS PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER Di/ 'Olin DATE 06 1 % PROJECT NAME SD CIA+P4 iv cows) FIRE PREVENTION C PLANNING DIVISION STRUCTURAL Ej PERMIT COORDINATOR 0 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE CJ NOT COMPLETE Cl COMMENTS TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED n ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL I APPROVALS OR CORRECTIONS: (ten days) APPROVED C:ROUTE -F REVIEWERS INITIAL REVIEWERS INITIAL APPROVED W/ CONDITIONS CORRECTION DETERMINATION: APPROVED n APPROVED W/ CONDITIONS DATE NOT APPROVED (attach con tints) C] DATE DATE 7 -21-Tl DUE DATE NOR" 1 NOT APPLICABLE E, DUE DATE 7 / #0♦ DUE DATE NOT APPROVED (attach comments) lJ (Cerdficatioa of occupancy required. ) PUBLIC WORKS REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F L FIRE PREVENTION STRUCTURAL ❑ DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE n NOT COMPLETE ❑ COMMENTS APPROVALS OR CORRECTIONS: (ten days) APPROVED n APPROVED W/ CONDITIONS ❑ . CORRECTION DETERMINATION: APPROVED ❑ APPROVED W/ CONDITIONS DATE DATE PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D DATE 6 / =6 /fftv PROJECT NAME Shtfn+*r (cower) ecreol# "z DEPARTMENT: BUILDING DIVISION El PLANNING DIVISION NOT APPLICABLE ❑ DUE DATE PERMIT COORDINATOR ❑ 4 DUE DATE V A /Q; '7 TUES /THURS ROUTING: PLEASE ROUTE n NO FURTHER REVIEW REQUIRED J] ROUTED BY STAFF fi (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL ,4-47, ) l l DATE / 72 /1) 3' NOT APPROVED (attach comments) E DUE DATE NOT APPROVED (attach comments) ❑ (Certifiadon of occupancy required. ) PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D - DATE 6 /z /% PROJECT NAME 500+hciedviier Be Cos 010 ' eir DEPARTMENT: BUILDING DIVISION El FIRE PREVENTION Q PLANNING DIVISION PUBLIC WORKS STRUCTURAL n PERMIT COORDINATOR 0 4 DETERMNATION OF COMPLETENESS: (T,Th) COMPLETE COMMENTS • TUES /THURS ROUTING: PLEASE ROUTE 1171 ROUTED BY STAFF (If routed by staff, make copy to master REVIEWERS INITIAL 1 1 APPROVALS OR CORRECTIONS: (ten days) APPROVED REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F APPROVED W/ CONDITIONS ❑. NOT COMPLETE ACT nc DATE DATE CORRECTION DETERMINATION: APPROVED El APPROVED W/ CONDITIONS p DATE NOT APPLICABLE NO FURTHER REVIEW REQUIRED E file & enter Sierra.) 1 DUE DATE 7 /(7/C77 /7 DUE DATE Witlf �I NOT APPROVED (attach comments) 7 )zz Ji"7 DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy required. ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DIVISION ec e faun I`ec1 PUBLIC WORKS p 9 - ) COMPLETE n COMMENTS • REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F P€gmt+ Coordnm�.o Copy PLAN REVIEW / ROUTING SLIP D97 -0097 SOUTHCENTER BP (CANOPY) FIRE PREVENTION IR] ■ppr• 41€/! STRUCTURAL PQpt DETERMINATION OF COMPLETENESS: (T,Th) NOT COMPLETE El TUES /THURS ROUTING: PLEASE ROUTE I NO FURTHER REVIEW REQUIRED ❑ ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) L DATE APPROVALS OR CORRECTIONS: (ten days) DUE DATE 4/10/97 APPROVED El APPROVED WI CONDITIONS [J. NOT APPROVED (attach comments) Co t (ecjo1 tier 5 — 5 REVIEWERS INITIAL DATE CORRECTION DETERMINATION: APPROVED n APPROVED WI CONDITIONS DATE DATE 3/25/97 PLANNING DIVISION PERMIT COORDINATOR U DUE DATE 3/27197 NOT APPLICABLE Q DUE DATE NOT APPROVED (attach comments) Q (Certificadoa of occupancy required. ) I . DATE 3/25/97 DUEDATE 3/27/97 NOT APPLICABLE C1 DUE DATE 4/1o/97 PERMIT COORDINATOR ❑ NO FURTHER REVIEW REQUIRED E DUE DATE NOT APPROVED (attach comments) E (Certification of occupancy required. ) ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DIVISION PUBLIC WORKS COMPLETE COMMENTS REVIEWERS INITIAL APPROVED REVIEWERS INITIAL C:ROUTE -F L PLAN REVIEW / ROUTING SLIP D97 -0097 CORRECTION DETERMINATION: SOUTHCENTER BP (CANOPY) FIRE PREVENTION i l C STRUCTURAL DETERMINATION OF COMPLETENESS: (T,Th) TUES /TE URS ROUTING: PLEASE ROUTE NOT COMPLETE E NOT APPLICABLE ROUTED BY STAFF E (If routed by staff, make copy to master file & enter Sierra.) 1 APPROVALS OR CORRECTIONS: (ten days) APPROVED APPROVED W/ CONDITIONS C . NOT APPROVED (attach comments) REVIEWERS INITIAL DATE u /11 f4* APPROVED W/ CONDITIONS DATE DATE DATE 3/25/97 PLANNING DIVISION PERMIT COORDINATOR DUE DATE 3/27/97 NO FURTHER REVIEW REQUIRED DUE DATE 4/10/97' 1 DUE DATE NOT APPROVED (attach comments) C (Certification of occupancy required. ) t APPROVED APPROVED* C:ROUTE -F REVIEWERS INITIAL DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) .1 that the Plan Cheet r :rrors and omission GILES RECEIVED CITY OF TUKWILA MAR 2 5 1997 PERMIT CENTER • . • .10 RECEIVED MAR 3 1 197 Geotechnical Engineering Exploration and Analysis • Southcenter BP 16200 West Valley Highway Tukwila, Washington Prepared for: Roger 011enburg and Associates Bellevue, Washington March 4, 1997 Project No. 6G-9702009 ENGINEERING (9SSOCIATES, INC. PRe44-034 me. 0097 • 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 Attention: Mr. Roger 011enburg Dear Mr. 011enburg: March 4, 1997 GILES ENGINEERING HSSOCIATES, INC. GEOTECHNICAL, ENVIRONMENTAL & CONSTRUCTION MATERIALS CONSULTANTS Subject: Geotechnical Engineering Exploration and Analysis Southcenter BP 16200 West Valley Highway Tukwila, Washington Project No. 6G- 9702009 In accordance with your request and authorization, Giles Engineering Associates, Inc. (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•Mall seattle®gilesengr.com LEXPIllES 1/24/S 1 APPENDICES - Appendix A- General Comments - Appendix B- Figures - Appendix C -Field Procedures and Exploration Logs - Appendix D- Laboratory Testing and Classification © Giles Engineering Associates, Inc. 1997 TABLE OF CONTENTS GEOTECHNICAL ENGINEERING EXPLORATION AND ANALYSIS PROPOSED SOUTHCENTER BP FACILITY 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON PROJECT NO. 6G-9702009 1.0 EXECUTIVE SUMMARY 1 2.0 SCOPE OF SERVICES 3.0 SITE AND PROJECT DESCRIPTION 4.0 SUBSURFACE CONDITIONS 5.1 Site Preparation Recommendations 5.2 Structural Fill 5.3 Utility Trenching and Backfilling 5.4 Temporary and Permanent Slopes 5.5 Foundation Design Parameters 5.5.1 Shallow Foundations 5.5.2 Augercast Pile Foundations 5.6 Floor Slab and Canopy Slab -on -Grade Design Parameters 5.7 Drainage Consideration 5.8 Underground Storage Tanks 5.9 Pavement Design Parameters 6.0 Conclusion 5.0 CONCLUSIONS AND RECOMMENDATIONS 5 6 8 11 13 14 14 14 17 17 18 19 20 GEOTECI-iNICAL ENGINEERING EXPLORATION AND ANALYSIS 1.0 EXECUTIVE SUMMARY Subsurface Conditions Site Preparation Recommendations 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. • 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. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 2 Excavations • 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. Building and Canopy Foundations • 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 51/2 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 Slab and Canopy Slab -on -Grade • 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. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 3 Pavements 2.0 SCOPE OF SERVICES 3.0 SITE AND PROJECT DESCRIPTION • A new heavy -duty pavement section consisting of a minimum 3'A-inch 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. 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. 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.' 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 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 Conditions 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-i 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. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 6 $ite 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 Subgrade Protection proofrolling and Subgrade Compaction Overexcavation/Stabilization 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. 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. 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. 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 Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 8 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. 5.2 Structural Fill Frozen Subgrades 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 Reuse of On -Site Soil 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 Caving 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 1 H: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. 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 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. 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. 5.4 Temporary and Permanent Slopes Construction Dewatering 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 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:1 V 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:1V inclination or flatter. 5.5 Foundation Design Parameters 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. 5.5.1 Shallow Foundations 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 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. 5.5.2 Augercast Pile Foundations 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 11/2 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 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 '/2 inch or less, with differential settlement of '/s 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 2' /Z 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 1 H:1 V slope from the bottom edge of the foundation. The actual foundation design should be determined by the project structural engineer. Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 16 Minimum Required Embedment Depth 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. Estimated Settlement 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- Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 17 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. 5.7 Drainage Considerations Estimated Settlement 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 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 AASHTO 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 21/2 6 4 Proposed Southcenter BP Tukwila, Washington Project No. 6G- 9702009 Page 20 Asphaltic Concrete Pavement 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. 'ATB: Asphalt Treated Base; may be substituted for Crushed Base/ Top Course beneath Class B asphalt 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. 6.0 Conclusion 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 Proposed Southcenter BP Tukwila, Washington Project No 6G-9702009 Page 21 conditions are observed at that time, Giles would be able to provide additional geotechnical earthwork and foundation construction phases of the project If variations in the subsurface engineering recommendations to the contractor and design team in a timely manner as the project L 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. APPENDIX A 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 Exploration 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. • • 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 1w EXPLANATION B -1 Boring Number and Approximate Location 1MP-f .010 • . • • • • • • • . • • • • . • • • • • • • • • • • • • • • • • • „ • . .„. ..... . , ..... .... MP 610 • 0.• ••• • • • • , • y: • • • • • ••■■ ■a• • ........... • , ..•••• • ................. ..... B-1 VMO o�. 0 1 11111 1 1 g .......... • ................ •• ................ ........ ............. ....... ........ ....... • ...... • ...... ■1101.04. .......... 11. .......... ..“*.••••••••••‘••••• ...... .......................... ..... ..... ..................... •••. EXPLANATION B-1 Boring Number and Approximate Location G ILES CIGINCERING ERSSOCIATES, INC. G EOTECHNICAL. GEOEIVIRONMENTAL AND CONSTRUCTION MATERIALS Corisuurvin 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 (AST* 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. Test Boring Locations and Elevations Test Boring Methods GENERAL FI LD 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 -5 on the Boring Location Plan (Figure 1). 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'/4 -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% 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 'blow 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 SUBSURFACE EXPLORATION BORING NO. &6OfATION: 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 Qu Itsfl qp Itsf) Qs Itaf) w 1961 PID NOTES 3.25" Asphalt over 5" crushed sand and gravel base f — — 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- - 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 D4 DF WATER ENCOUNTERED DURING DRILLING: 16 ft WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: " ,gem Warr Locidon of Tsat Bor is shown onPt{�ii 7:41. a Plon ...an wpm Tho actual transltlon ma Do g radual and ma var conaldrrrabl botwain i RECORD OF SUBSURFACE EXPLORATION GILES ASSOCIATES, Dallas Milwaukee Washington, 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 ENGINEERING INC. Madison Seattle Los Angeles D.C. MATERIAL DESCRIPTION Feet Below Sample Type N Its (tan I q 3 ie PID NOTES Coarse gravel l _ _ — 6 3 4 • 20 39 26 Loose, moist, brown, silty fine SAND with — trace gravel — — Grades to soft, wet, brown, fine sandy SILT — _ 1 -SS 5 — Sr — 10 2 -SS 3 -ST — Very loose, saturated, dark brown to black, _ fine SAND with trace silt _ 4-SS WATER OBSERVATION DATA REMARKS WATER ENCOUNTERED DURING DRILLING: WATER LEVEL AFTER REMOVAL: 9 ft CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: 777 ,1G ;= npos n strata cats s non ro is n twain s typos. ea uan on may gra u an may vary c era y twain nps. L ocation o f oat Borin s s hos wn a on it a np Loca o an RECORD OF SUBSURFACE EXPLORATION BORING NO. &J.O 1133 OATION: 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 Itsfl CI (tsfl qs (taf1 w MI 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 Grades 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 - 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 _ sandy SILT — — 9 -SS WATER OBSERVATION DATA REMARKS 7 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 buried trees sr 7-7.: x borings.Locidon of Test Boring is shown onpt a Boring Locitlon Pbn W een sou types. • actual transition may be gradual and may vary considerably between RECORD OF SUBSURFACE EXPLORATION BORING NO. &6O4ATION: 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 I clu I c lp (tat) 1 %i PID NOTES 2.25" asphalt over 4.5" crushed sand and g ravel base - - - 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 r 1 -SS 5 - - I 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 V WATER ENCOUNTERED DURING DRILLING: WATER LEVEL AFTER REMOVAL: 9 ft CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: ..:T. x Rong CAVE DEPTH AFTER HOURS: npss In s 1 caa b Ong ue p a r��l!1 is bo s twoll The ctu tr on may gradu an may al snsttl be al d vary c ra y onswebl between n Location o� eat rYn s shown on Viia o eo ring L oca ti on wean RECORD OF SUBSURFACE EXPLORATION GILES ASSOCIATES, Dallas Milwaukee Washington, BORING NO. &6OgATION: 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 ENGINEERING INC. Madison Seattle Los Angeles D.C. MATERIAL DESCRIPTION Feet Below Surface Sample No. & Type N Qu Itsf) qp Itsf) Qs Itsf) w (%) PID NOTES 3" asphalt over 5" crushed sand and gravel base r - - 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 - 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 5 - _ 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 Z WATER ENCOUNTERED DURING DRILLING: 8 ft WATER LEVEL AFTER REMOVAL: CAVE DEPTH AFTER REMOVAL: WATER LEVEL AFTER HOURS: CAVE DEPTH AFTER HOURS: . 77.77 tram ac tu tr on may pra an may vary c a y twaan SAMPLE IDENTIFICATION All samples are visually classified in general accordance with the Unified Soil Classification System (ASTM D- 2487 -75 or D- 2488 -75) DESCRIPTIVE TERM (% BY DRY WEIGHT) PARi1CLE SIZE (DIAMETER) ;EA446 /kah ' I, Recycled Paper • - , ' ; • •'‘ LABORATORY TESTING 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. Brief descriptions of laboratory procedures, testing results, and soil classifications are included herein. Atterberg Limits (ASTM:D-423. D-424) LABORATORY TESTING AND CLASSIFICATION Moisture Content (w) (ASTM:D-22161 Moisture content is defined as the ratio of the weight of water contained within a soil sample to the weight of the thy solids within the sample. Moisture content is expressed as a percentage. 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 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. 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 Moisture Content Table Southcenter BP. (6G-9702009 Sample No. LL PL PI Soil Decription B-1, S-4 27.5 / Non-plastic SILT Il B-4, S-3 35.8 32.1 3.7 Low plasticity SILT - _ .' ••■ & ■I ■ a y .01 — U Line: /p =2 0.9( Line 1 p = 0 i wt. — 73(w 8 ) — 20) I / / / - - A .. - / ■/••■•••••• / C4 / / ° - _ .' ••■ & ■I ■ a y .01 e Ni V MH or OH m• - - _ / or III! 1'111 OL III till I f t I fill - till k5,t-, II fill 1/ I !fix,' ) 10 20 30 40 50 60 70 80 90 101 Project name :Southcenter BP Tested by : NV Location of project :Tukwila, Washington 50 10 7 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 F1SSOCIATES, INC. .. �'. 100 YO 60 I0 I so 160 40 30 20 c A I 1• 1 t l 1 -4 1 1 4 4' I J 1 t I I 4 I _1 i I t I 1 1 1 t ( t I 1 1 I t 4 1 1 i 1 • 0 500 U S STANDARD SIEVE 01ENINO 94 INCHES U.S. STANDARD SIEVE NUMBERS • 4 3 2 114 I 11 11 V. 3 4 • S 10 14 IS 20 30 40 60 70 100 140 200 � `• •■■•PItm1 moo r- .11■11.■ I r nom ;ma p T 1 1 I loo 60 10 5 1 0.5 ORMI SIZE N MII.LBIETERS 0.1 0.05 HYDROMETER 001 0005 0 0001 COBBLES 1 GRAVEL MHO COARSE I FINE 1 COARSE I MEDIUM FINE I SILT OR CLAY 10 20 30 40 IS s0 0 60 h T So 90 100 Boring No. B- I * 13-2 * 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 I )tEPORT OF 5011, ANA ASIM STANDARD GILES ENGINEERING HSSOCIATES, INC. • UNIFIED SOIL CLASSIFICATION SYSTEM. (ASTM 0-2487) 4 01v.SIOn of GM and SM groups into subdivisions of 0 and u for roads aria airfields only Suoow•sioro it bawd on A stirs:meg limits, Suffix d used when L.L. is 28 or less and the P I. is 6 or less. trio suffix u used when L.L..ss or man 28. l ' 3 8orchirlon• classilicatiOns, usaa for soils 0 irig characte of two orouos, are designated by comoinations of grouo symbols. For ciarr10 GW•GC. wisiligradod grawn•sancl mixture with clay binder. G ILES ericinEEviC (::::)SSOCIATES.111C. Class .. . • Compaction Characteristics —_. ;.aX1,�:;.;r <. Dry Density Standar Proctor (pcf) f -- i.. .. - 1-pt::r5,r Ib�R.,.atr�k RO".�xe; Compressibility and Expansion . • - - , :.,. ... �., . I9Ya'..�x Drainage and Permeability - -, e,. :. —; -. ..: 'x�'rr 'A�Irt:� �r:a'ty Value as an Embankment Material --... ... —n rrep,rry Value as Subgrade when Not Subject to Frost — m -- 41111 - Value as Temporary Pavement Value, as Base Course With Dust Palliative With Bituminous Treatment GW Good: tractor, rubber- tired, steel wheel or vibratory roller 125 -135 Almost none Good drainage, pervious Very stable Excellent Good Fair to poor Excellent GP Good: tractor, rubber- tired, steel wheel, or vibratory roller 115 -125 Almost none Good drainage, pervious Reasonably stable Excellent Poor to Poor to good fair GM Good: rubber -tired or light sheepsfoot roller 120 -135 Slight Poor drainage, semipervious Reasonably stable Excellent Fair to Poor to good poor Poor to fair GC Good to fair: rubber- tired or sheepsfoot roller 115 -130 Slight Poor drainage, impervious Reasonably stable Good Good to Excellent fair ** Excellent SW Good: tractor, rubber- tired or vibratory roller 110 -130 Almost none Good drainage, pervious Very stable Good Fair to Fair to poor poor Good SP Good: tractor, rubber- tired or vibratory roller 100 -120 Almost none Good drainage, pervious Reasonably stable when dense Good to Poor Poor fair Poor to fair SM Good: rubber -tired or sheepsfoot roller 110 -125 Slight Poor drainage, impervious Reasonably stable when dense Good to Poor Poor fair Poor to fair SC Good to fair: rubber- tired or sheepefoot roller 105 -125 'Slight to medium Poor drainage, impervious Reasonably stable Good to Fair to Excellent fair poor Excellent ML Good to poor: Rubber- tired or eheepefoot roller 95 -120 Slight to medium Poor drainage, impervious Poor stability, high density required Fair to Not Poor poor suitable Poor CL Good to fair: eheepefoot or rubber -tired roller 95 -120 Medium No drainage, impervious Good stability Fair to Not Poor poor suitable Poor OL Fair to poor: eheepefoot or rubber -tired roller 80 -100 Medium to high Poor drainage, impervious Unstable, should not be used Poor Not Not suitable suitable \ Not suitable MH Fair to poor: Sheepafoot or rubber -tired roller 70 -95 High Poor drainage, impervious Poor stability, should not be used Poor Not \Very poor suitable Very poor CH! Fair to poor: sheepsfoot roller 80 -105 Very high No drainage, impervious Fair stability, may soften on expansion Poor to Not Very poor very pooreuitable Not suitable OH Fair to poor: sheepsfoot roller 65 -100 High No drainage, impervious Unstable, should not be used Very poorNot Not suitable suitable Not suitable Pt Not suitable Very high Fair to poor drainage Should not be used Not Not Not suitable suitable suitable Not suitable narnm C s r ✓ . „n.,�, i �,,� "q. V..1•. � ..i.r ,t ^. .t *, ;tm; ,vsa ;:st: 1>F :ir v, as!wc;t; nom+,. �..1 "z7"tt ^^ ..•T..� .,�;rrr• Y. +,�o .;?N° .....................a........ uiw U111VALAl JUIL JLJLGI7 l.Lt1JJGJ LUt. ,ULL I,U4,1HULl1UN " "The Unified C assificat on: ppen x A - Characteristics s of So Groupe 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. 0 * Not suitable if subject to frost. G IVES CIIG,nEERIrIG ASSOCIMES.ItIC. GILES ENGINEERING ASSOCIATES, INC. Dallas, TX (214) 358-5885 (214) 358-5884 (Fax No.) Los Angeles, CA (714) 779-0052 (714) 779-0068 (Fax No.) • Madison, WI (608) 838-9708 (608) 838-3194 (Fax No.) Milwaukee, WI (414) 544-0118 (414) 549-5868 (Fax No.) Seattle, WA (206) 771-5775 (206) 771-5557 (Fax No.) Washington, D.C. (301) 210-1212 (301) 210-1215 (Fax No.) ..................................... GILES ENGINEERING (9SSOCIATES, INC. GEOTECHNICAL, ENVIRONMENTAL & CONSTRUCTION MATERIALS CONSULTANTS Kristi Sting! Lewis, P.E. Project Engineer e Roger 011enburg Roger 011enburg and Associates 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 FILE COPY r..� c .J cmisc :• Re: Southcenter BP Canopy, #97 -T -08 located at 16200 West Valley Highway, Tukwila, Washington EiVED MI1 2.5 1997 ROBE.RY FOSSA111 ASSOC. SYMONDS Dear Mr. 011enburg, This letter is in response to the review comments for the above mentioned project. Our response to these comments and drawing revisions are as follows: 1. General Note 3: The text "...written by Giles Engineering dated February 1997." has been changed to "...written by Giles Engineering, Inc. dated March 4, 1997." 2. General Note 5: The text "...by AWS certified..." has been changed to "...by WABO certified..." 3. Section 3: The text "Concrete slab, see civil drawings" has been changed to "Concrete slab, see Sheet 1." 4. General Note 5: The sentence "Welds shall have 3/16" minimum thickness, unless noted otherwise" has been added after "...E60 or E70." Section 1, Sheet S -2: The weld note "Typ" has been changed to "Typ 'C all plate stiffeners" 5. Lateral loads acting parallel to the deck ribs are transferred to the columns thru axial loading of the deck ribs to weak axis bending and torsion in beams to axial loading of the girders. Calculations are shown in the attached calculation package. Lateral loads acting perpendicular to the deck ribs is transferred to the columns thru bending in the deck panels to axial loading in the beams to bottom flange bending in the girders. Calculations are shown in the attached calculation package. Deck connection calculations are included. 6. The column/girder combination is not considered a moment frame. The girder is pinned at the supports and the column has a fixed base. Calculations confirming base fixity are attached in the calculation package. Additional changes to the drawings involve defining the fascia types and locations. Please call me at 441 -1855 if you have any further questions or comments Sincerely, SYMONDS CONSULTING ENGINEERS, INC. 114 /-dtk3 I j Scuttle & Poitlu 1601 Second Ave. • Suite 1000 • Seattle, Washington 98101 -1541 • P: 206/441 -1855 • P: 206/448 -7167 U, a w w z z RECEIVED APR 2 C 1997 Cn \SP ►' •CIAMICS April 10, 1997 Dear Mr. Cirifftn: .3411.1.. 14:32 206- 451 -1841 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 I'vcII .S..' lh, NAI si•Q\ II:►s 011414M .11I in ROGER OLLENBURG PAGE .82 2nant'IM51 U KN1 •►. SUITE 2n :1 SE',rn.l: %,1SIII \lilll \!UII21 n 11:1'III ■\I'. lima 716. ow.: I1% 121M11 'l .•Ii Regarding 97 -T -08 ( Southcenter BP - Canopy) RFA #97102 -08 We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Codc as adopted and amended by the City of Tukwila The following comments should be addressed by the permit applicant: 1. The geotechnical report we received for this project is dated March 7,)1997. The Structural Notes, Sheet S -1, should be revised to coordinate. The Structural Notes should indicate that welding will be performed by WABO certified welders. 3 The structural drawings refer to the civil drawings for the concrete slab. We do not find any information on the concrete slab on the civil drawings. l 4 The drawings should call out minimum welds where not specifically called out in details For example, refer to stiffener plates. 5. Calculations should be provided that evaluate the capacity of the metal roof diaphragm to distribute lateral forces to supporting elements. Calculations should also evaluate connections, as shown in Section 4/S -2. 6 Calculations should be provided that evaluate the adequacy of moment connections at the frame. ROGER OLLENBURG April 10, 1997 Southeenter BP - Canopy Page Two The above listed review comments should be responded to in itemized letter form. We, therefore, recommend that the permit applicant have the Structural Engineer of Record, Symonds Consulting Engineers, Inc:, respond and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office, as required. We have forwarded a copy of this letter to , the architect at Roger 011enburg and Associates for your convenience If you have any questions or require any additional clarification, please call me directly at (206) 255-3099. Sincerely, ROBERT FOSSATT1 ASSOCIATES, INC., P. -'" ryst Kolke 1 rutrAwtort doe cc: . Mr Roger 011enburg Roger 011enburg and Associates 515- 116th Avenue NE, Suite 202 WA 98004 • :. • • • ' • • Structural Calculation Supplement 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 FTWIRES 2/201 Tt j 96069.2 Kristi Sting! Lewis April 16, 1997 symor\IDS 1601 Sccond Ave. • Suitc 1000 - Seattle, WA 98101-1541 P: 206/441-1855 • F: 206/448-7167 C e"k Job No 1 C6 2_ Page of By Date 1.1 15/ Checked /144,,c, CONSUL.TING 'pro k ( Chem Subject ENGINEERS •, • 4: 0 ck.ck F Ptd A-c) -e46-0 dLec.L, .1' LeD IVDS q (j,o) c), 0) p5c ( 1 Le a_pl . E - i - ra.115. , -(.ri - el -ro c.4qc11 0 ';'. \J 1 (1.. b12 pvt, ,,.:, _:),./y-.4 - A-&-e- s 1 ..1.,,-... ' , A bta-ir. e- , I .i-.r ai /61,d 4 b , 71 I j co .. ,.1 •-1 1 f ' ..., 1 -, -4-6Lie...t il a._"( n ' ' ,.t , (I rols,-,, --1-0 --i.L.R. ) pti, -ij C I L I 1 -g 46.sc / (.11 bo tc (,. (1V eo et) oLt e 1 p . "V 7 nt.2 t.19/fE 21.(44b /rib )1) b . ct )• , . .„. • .. • ....„ '"MO NI D S 1 1601 Seccind Ave. • Suite 1000 • Seattle, WA 98101- 1541 P: 206/441-1855 F: 206/448-7167 Job No h ( Page of By 3t Dale Checked ii Daie CONSULTING • • ProyCl Client ' 1Sub)ect, E INCE"; 1-1A6Q*10,- "PL-1 6Lfi Akiol v(a_dpi 4 ) de rib .5 (ep( 4.) Ce 1U ViGl. LotA r\d-! • IL 5E-c lie°1t- \a\ Al■VD I C,c) pi ( • t.J4 ibpJ2 • Worot16- t_e) -- be.A.rn PT) -P \A; - SYMONDS CO 6 U L T I N O 1,;(,)„.. "rt-i kw, {a_ 'Client Subject C H O I N C E F I G ; 1.2 -�' 1601 Second Ave. • Suite 1000 • Seattle, WA 98101 -1541 P: 206/441 -1855 • F: 206/448.71677 JIIbNU !lO(('.Z By 16.5 L, Checked n..:,,,/ \LA)(3D Z,c - 2`1 I (4 ' 2 - t to 012" -L :T= D.36 any c? , c1 C tA = 4 s - 2°iJ ooO �5 I I r 1G5 � �^ I - 1 - c (c i o r,t J J41,L .LI S -Cka Leif y2` - Soy+'' - /6.2 Tb * IN bgi< t +h:. 2Z1,6 o /-FE /8.9 2'0 - , n /i>1 l.P'e •1- - 7 o c ii &-n 5 J C S-e L u�. 'r ?tt1-<a( i cy✓. :`( r,' PI Z vv:14) . , C O N S U L T I N G E N O I N E E F S ' v , S.� O ' `� D S 1601 Second Ave. • Suite 1000 • Scathe, WA 98101'-1541 / P: 206/441.1855 • F: 206/448.7167 q r, Project �u few; 1 C R _ p_ Job Nn. (y u ru8r Client lob 1 - L r Date Subject Checked ,,,,d Date 2h 1P.a.v 5 5 �Gln Sheet re55 e 'u. ()Por / - 1 F 5 OW 01 ND 023 x 9) (o.3cg s) 0" 1)1_ -tSNo (.3 - t 1 12 I)) • 2, \ D L S J 12. 1 - 0 N = a'B < : : ; f = 1`jI4I1-5. D . 1601 Sccotd AvSuite i000 cattic, WA 9810r-1541 P: 206/441-I.85 • F: 206/448-7167 Fer(aW{ • 540 1601 Second Ave: • Suite 1000 • Seattle, WA 98101-1541 P: 206/441-1855 • F:206/448-7167 •.•.:,•••• . „ 1 i 0 r. •‘'' ' 4 . k . P 2 ote k. \ \I• (N. \1 • •-• • W ytick. (1_4 fOc (-'1.D• A d e .1>.0\ 0 CONSULTING client :• 51/h)f(i \Li-011a ENGINCEFIS 1601 Second A%"/e.;. Suite 1000 Seattle, WA 98101-1541- I': 206/441-1855 • F. 206/448,7167 • ,, CA • ...:. ,' :: 6-i— L. - :-.: .,:•.:.—:' : 1), :u• .1 ,... ...ehecked A ,....: ,,•• .,.f.),,,._..LL:,..:::•:-: ie( . . ....... ......•.., •.,?:,,•,,.,;,••... ••.. ,. ' - . • . • - . .. - -,,,, .-..- .•.:„.„, ,..... - . • ..-• • .- ,.. , .,... ,...,... ,..,, . •..... ...., .. , ,, - , • • , . .. . - • .. •••: :.....„. • • • ." • • . 1601 Sccond Ave; • Stiitc 1000 Seattle, WA 981014541' P: 206/441.1855 • I:: 206/448-7167 Jab No I 6,0 (' 2_ Page of By pdte L I I / — ) Checked i tkes:2 ( Pair 21. BL lo.2\6-Ct, I. 2.. ■ - Ls , .; • • : . , -E•-• •: • . 1 Lft4 1 Lt 6 (z o :7 11,2k- _ , \g- t,s (:_;) b ft 11 1 2- --- 2SL_ S..c, 19 2 c5. 1(1 (-)c-- 9A b-r$ cl 04) OLcou LA A t) 0445 C1.0) C2.8 ( 27 Lo 1 1 42.4 14- p3P. c &L. keor f 4?, i , . k a CIicni 01?"-OPLAA,1;.- • • . • • • • ••••• • . 0605 f" • ••'. • .,01 • • ..•• • :• -• • • '. . •.:•-Sublect , • y • . • ;,.: ' 1601 SCcorid Ave .. Suite 1000 .. :Seittle, WA 98101-1541' P: 206/441-1855 . P: 206/448.7167 • ■••••••• ••••••••'•••• S tructural Calculations for T- Shaped Canopy 16200 West Valley Highway Tukwila, Washington FILE ` COPY Prepared for: Roger. Ol le n burg/A rchi test 515 116th Avenue NE Suite 202 Bellevue, Washington 98004 Prepared by: SYMONDS CONSULTING ENGINEERS, INC. 1601 Second Avenue, Suite 1000 Seattle, Washington 98101 RECEIVED CITY OF TUKWIL.A MAR 2 5 1997 PERMIT CENTER t EXPIRES 21201 9, 0 1 J RECEIVED MAR 3 1 96069.2 Kristi Stingl Lewis February 27, 1997 'RECEIVED MAR 3 1 1 �� E-? 034, D97- 0097 client SYMONDS 1601 Second Ave. • Sufte 1000 • Seattle, WA 98101 -1541 P: 206/441 -1855 • F: 206/448 -7167 qCo q Pmjec I ( -e l ( 1) /� P� lob No. / C l 0 C 2_ Page By Date 12_-7-1 Subject Checked Dote C 0 N 5 U L T I N G E N G I N E E R S � urrtc 1� t, a y � , t t t , t ic-)‘-ti fi tits --1‘-8 t- o ' , ,' -8j i . 1 3 5 9 g ciZt.0t1 + - a _ i _ Q i N 3 1 k 5 -. & A 1 I _ — M client SYMONDS 1601 Second Ave. • Sufte 1000 • Seattle, WA 98101 -1541 P: 206/441 -1855 • F: 206/448 -7167 qCo q Pmjec I ( -e l ( 1) /� P� lob No. / C l 0 C 2_ Page By Date 12_-7-1 Subject Checked Dote C 0 N 5 U L T I N G E N G I N E E R S � urrtc 1� t, a y � , t t t , t ic-)‘-ti fi tits --1‘-8 t- o ' , ,' -8j i . 1 3 5 9 g ciZt.0t1 . • D SYMONDS CONSULTING ENGINEERS • esign Loads Gravity Loads Earthquake Load ' - Wind Load-- per 1994 UBC . Snow Load = 25 psf Dead Load= 3 psf Total Load= 28 psf 80 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) = Total Lateral Wind Load = 24.1 psf * 92' * 3.50' =7.76 kips or 24.1 psf * 84' * 3.50' = 7.08 kips Seismic Zone 3 • V= Z*I*C*W/Rw Z,= 0.3 1= 1 C= 2.7.5 Rw = 6 W= 3 psf +3 psf + 30 plf + 26 plf + 53 plf + 58 plf + 58 plf V= 6.40 kips W= 46,560 lbs 31.5 psf 24.1 psf 94 ft * 43 ft 41 ft * 45 ft 46 ft * 6 92 ft * 3 92 ft * 1 36 ft * 3 39 ft * 1 WIND GOVERNS TUKWILA, WASHINGTON Project /- • Client Subject C O N C U L Y I N G E N G I N E E R S B y Kett— Cheched 1601 Second Ave, • Suite 1000• Seattle, WA 98101 -1541 P: 206/441 -1855 • F: 206/448.7167 Ph No. D - r 2- Page .: of Date 12- 2- & Cz(Ncir`1i6-1: y J -u' L(Y ►d+1'\ I .6 a d t 3,6 i 1,5' 1,1' i 2) LA Y a . a 41 121 10 • P .r PS Td19L- Ir040 OrkW c ed S 1.3 L 0\ , ke•rr'tf e sp ay,s (Stu tb vf` S" i c a)II t = 2 ■ c T . Eft- 1A) I '2.'S —`-1 Canopies and Buildings Since 1026 RAY F. BEcus COMIAMY • 2345 N. Rost AVENUE PORTLAND. OREGON 97227 503/288.5341 1.800/775.5341 FAX 303/280 -1642 BECJIONf BOPERTIES FOR #204AUGE (T- 0.0356") HI -RIB. FY. 40 KSI DECK SECTION PROPERTIES PER FOOT OF WIDTH: SECTION PROPERTIES MACKENZIE ENGINEERING INCORPORATED CIVIL • STRUCTURAL • SURVEYING • TRANSPORTATION 0690 SW. BANCROFT STREET • P.O,. BOX 69039 PORTLAND. OREGON 97201.0039 • (509) 224.9560 • FAX (5001 226.1285 BY DATE JOB NO. or11: I OF I t LI 8l 1 f� kt - 3r l b -.fit < Co beck t C O N ej U L T I N p Subject C N O N C C Q S 1601 Second Ave.'. Suite 1000 Seattle, WA 98101 -1541 P: 206/4414855 • F: 206/448- 7167" Project ... .. Job No 9 1,6(0 9. Client Checked Date Page r� of Date • 12, I -� ' � : 0 ) CD If ()le) 3 ' . - 1 1.tit,1' R Ct t R � r v Na A1. .frNC U N o21�1 v pc.4 r r- bu_ 00 SNP' -J tILL-f- s 2% z 3 = l�;' psi' 24 . -F3 f P { 25Q2 12F)2h :22. 2o5,60 1y )t5 /2_6)b 23 I lb 11 "1,6 \ 35,Q b 2 1 1 / b +- bath 12- b 12 9 .sue 0,15 e ; o,Li1'` 1601 Sccond uite 1000 •Seattle, WA 98101-1541 P: 206/441-1855 ..F: 206/448-7167 • ' • Job No rage fly 6 L.„, Date" ' f Checked Date _ . 1601 Second Ave. • Sidte 1000 . Seattle, WA 98101-1541 i': 206/441-1855 . F: 206/4487167 • Project tA O b...4 , N5 y LA 66/0 9 „ • dent. • 7 4 : 3 : _ Subject Ui°L-1 E 1601 Second Ave . i• Suite 1000 • Seattle, WA: 98101 1541 P: 206/441-1:855 • F: 208/448:•7167 Ji)b No.q 6 6( 2 j'age By . Date Checked Date -2 2 US& u) it/.1,ca? -- o I " 9sept-cly,' MSc) . • ..** • * • • . • • - SYMONDS CON',01.Tir.40 Ploject Client Subject C r•I 0 C C R 5 2 L 1601 Second Ave. • Suite 1000 • Seattle, WA 98101-1541 P: 206/441-1855 • F: 206/448-7167 Job No e O( Page 6\ of By Date 1 al 7 er:2 • Checked Date "P jt u004-1 soow 2 S,k= lR 01 162 " (JD" e lm) : 2121 • 1601 Second Ave. • Suite 1000 • Seattle, WA 98101-1541 P: 206/441-1855 • F: 206/448-7167 Joh No 9 Goc Page 10 of USE (A) (2_x58 1 -rlry = • O N D S 1601 SecondA • Suite 1000 . Seattle, 98101-1541 1 206/441-1 8 F: 206/448-7 p .,k-u)1 CAOOPY j°1' di4e B Y 1C Date 17 - 1 - 7. - `7(0 Subject C 0 0 L E,IGiNECRS beA+-4 L-- ' Chech 1%1 \19 /o.9: ac,L- Loi Li 16 21.9) L. 153 cj 0,q`lgsFa,„4 q 9 Date. , Us t,&j 1-2,)(s YMONDS CONSULTING` ENGINEERS aximum Deflection = 0.81" horizontal at top of column due to seismic load 7.18 = a33 27.60 OK < 1.33 TUKWILA, WASHINGTON • • Pra e-1,l) 1 z_-Pr- CA.M 0 Pq Job vo 91064 7 Pa Checked Date Subject ' • • ' • - • • • . , '•.,•'',. • ,'• " • • • ::P/57 ' ••-• ••• =.:2L1:1 d.z-sL - b 0 1 t I I e'-e 6 A3 Li . - 3 - I t 4-1 (31") 2 - 11\6V-/e.zle.D. /;07k,/c4 11 ZO,/L- I a ,,,c4 100_5 C 0 P4 c, U L ■■G ON DS 1601 SC6nd Ave. SUite iopo ';'SCaitle, WA 98101-1541 1): 206/441-1855 F: 206/448-7167 SYMONDS C O N 5 U L T I N O Pm I1' () I �pr l J`i 1.) Q P J ob No / rd20_ ! , 2- V F- By L Date . Client Subject P N1. C N O 1 N E E R 5 300 1 'At.0214itz 1601 Second Ave. • Suite 1000 • Seattle, WA 98101 -1541 1': 206/441 -1855 • F: 206/448 -7167 lA `tz s:.3 Checked Date bL- roP "gr -1 '4.yL_ Page o 2 2 1 X I'- & ' I ci t e P ' w I SU pc-F (-7) 7 (1. - )) - SON A3 -4-b L. + I Iz tJ '2:1 .8 V.- -4- I I. D L = "b8,616-- :MA P: 0,2-� h) / I'I o, 1r5c' <-1 2> + w I N)› 112, soa vA "P: /1, 2 k + 11.0 --r-L e:MLpi0,9\ "Icy =1,I t M - 22,24- . + 2.O.-(4J) = 0 , (31 �1c-�' I -o vs - .. 1 -, q k- - — eAl L wt Qa.tNol 1 L 0.6 .. - tl5 ' C`f) /(1.0 I�t 15, S k -E-- dra));kii i y c,4 /, et .� ,.. CHICAGO TITLE INSURANCE COMPANY CHICAGO TITLE INSURANCE COMPANY, a Missouri corporation, herein called the Company, for a valuable consideration, hereby commits to issue its policy or policies of title insurance, as identified in Schedule A, in favor of the proposed Insured named in Schedule A, as owner or mortgagee of the estate or interest covered hereby in the land described or referred to in Schedule A, upon payment of the premiums and charges therefore; all subject to the provisions of Schedules A and B and to the Exclusions from Coverage (appearing herein) and to the Conditions and Stipulations hereof. This Commitment shall be effective only when the identity of the proposed Insured and the amount of the policy or policies committed for have been inserted in Schedule A hereof by the Company, either at the time of the issuance of this Commitment or by subsequent endorsement. This Commitment is preliminary to the issuance of such policy or policies of title insurance and all liability and obligations hereunder shall cease and terminate six months after the effective date hereof or when the policy or policies committed for shall issue, whichever first occurs, provided that the failure to issue such policy or policies is not the fault of the Company. In Witness Whereof, CHICAGO TITLE INSURANCE COMPANY has caused this commitment to be signed and sealed as of the date of policy shown in Schedule A, the policy to become valid when countersigned by an authorized signatory. • Issued by: CHICAGO TITLE INSURANCE 1800 Columbia Center 701 Fifth Avenue Seattle, Washington 98104 (206) 628 - 5666 CITY OF T ko 2 COMMITMENT FOR TITLE INSURANCE COMPANY By: CHICAGO TITLE INSURANCE COMPANY By: 7 , PUBLIC WORKS President V 6/14.4144 Secretary GRANTEE: PURPOSE: GRANTEE: PURPOSE: EASEMENT 2. AREA AFFECTED: RECORDED: RECORDING NUMBER: AREA AFFECTED: RECORDED: RECORDING NUMBER: CHICAGO TITLE INSURANCE COMPANY A.L.TA. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS A 1. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: 8 2. EASEMENT AND THE TERMS AND CONDITIONS THEREOF: ri *• • .S :J l', l UE. C',;unKS Order No.: 4514 F 24 Your No.: ANDYS TUKWIIA STATION STATE OF WASHINGTON CONSTRUCTING AND MAINTAINING HIGHWAY SLOPES, DRAINAGE SYSTEM, UNDERGROUND ELECTRIC TRANSMISSION LINE, UNDERGROUND TELE TRANSMISSION LINE, WATER LINES, SANITARY SEWER LINES, AND NATURAL GAS LINES STRIP OF LAND ADJOINING STATE ROAD 181 JUNE 17, 1969 6525398 CITY OF SEATTLE ELECTRIC OVERHEAD AND UNDERGROUND DISTRIBUTION FACILITIES WESTERLY 10 FEET JANUARY 7, 1988 8801070497 C 3. UNRECORDED AGREEMENT DISCLOSED BY EXHIBIT B ATTACHED TO STATUTORY WARRANTY DEED RECORDED UNDER RECORDING NUMBER 850610.047, SAID AGREEMENT DATED NOVEMBER 24, 1975, EXECUTED BY BNL DEVELOPMENT CORPORATION, A DELAWARE CORPORATION, PROVIDING THAT IN CONSIDERATION OF THE RENTON DEPARTMENT OF PUBLIC WORKS GRANTING A PERMIT TO CONNECT WATER AND SEWER SERVICE FOR THE PREMISES NO PROTEST CAN BE MADE AGAINST THE CONSTRUCTION OF, OR ASSESSMENT FOR, A PERMANENT WATERMAIN OR SEWER LINE WHICH MAY BE CONSTRUCTED, SAID AGREEMENT TO BE A COVENANT RUNNING WITH THE LAND. D 4. UNRECORDED EASEMENT DISCLOSED BY EXHIBIT B ATTACHED TO STATUTORY WARRANTY DEED RECORDED UNDER RECORDING NUMBER 8506141047, SAID EASEMENT DATED NOVEMBER 24, 1975, EXECUTED BY BNL DEVELOPMENT CORPORATION, A DELAWARE CORPORATION, IN FAVOR OF THE CITY OF RENTON, FOR PUBLIC WATER AND SEWER UTILITIES WITH NECESSARY APPURTENANCES UNDER THE SURFACE, SAID EASEMENT AFFECTING THE FOLLOWING PORTION OF THE PROPERTY; EASEMENT 1. THE EASTERLY 15.00 FEET OF SAID PPEMI5ES; RECEIVED CITY OF TUxv; A CHICAGO 7771E INSURANCE COMPANY PERMIT GE.Ni Lh, A.L.TA. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS CHICAGO TITLE INSURANCE COMPANY Order No.: 451424 Your No.: ANDYS TUKWILA STATION THE SOUTHERLY 15.00 FEET OF THE NORTHERLY 42.00 FEET OF SAID PREMISES; EASEt•t.ENT 3. A STRIP OF LAND 15.00 FEET IN WIDTH LYING 7.50 FEET ON BOTH SIDES OF THE FOLLOWING DESCRIBED CENTERLINE; BEGINNING AT A POINT ON THE NORTHERLY LINE OF SAID PREMISES DISTANT THEREON NORTH 87 °13'12" WEST 80.00 FEET FROM THE NORTHEASTERLY CORNER OF SAID PREMISES; THENCE FROM SAID POINT OF BEGINNING SOUTH 02 °46'48" WEST 27.00 FEET; TO THE NORTHERLY LINE OF EASEMENT 2 ABOVE. EASEMENT 4. THE WESTERLY 10.00 FEET OF THAT PORTION OF SAID PREMISES LYING SOUTHERLY OF WASHINGTON STATE HIGHWAY ENGINEERS STATION 160 + 00 FOR S.R. 181, AND THE WESTERLY 20.00 FEET OF SAID PROPERTY LYING NORTHERLY OF SAID STATION 160 + 00. E 5. EXCEPTIONS AND RESERVATIONS CONTAINED IN DEED: FROM: RECORDED: RECORDING NUMBER: STANDARD EXCEPTIONS: GLACIER PARK COMPANY, A WASHINGTON CORPORATION JUNE 14, 1985 8506141047 AS FOLLOWS: EXCEPTING AND RESERVING UNTO THE GRANTOR, ITS SUCCESSORS AND ASSIGNS, ALL MINERAL RIGHTS INCLUDING, BUT NOT LIMITED TO URANIUM, COAL, COAL BED METHANE, IRON, NATURAL GAS AND OIL IN OR UNDER THE ABOVE - DESCRIBED LAND, AND INCLUDING ALL STEAM AND WATERS AND THE MINERALS AND GRASS THEREIN; PROVIDED, HOWEVER, NO DRILLING OR OTHER OPERATION WILL BE CONDUCTED ON THE SURFACE OF THE ABOVE - DESCRIBED LAND. GRANTEE SHALL HAVE THE RIGHT TO USE WATER, EXCEPT GEOTHERMAL WATERS AND STEAM, FOUND IN OR UPON OR PRODUCED FROM THE ABOVE - DESCRIBED LAND AS NECESSARY OR CONVENIENT FOR GRANTEE'S OPERATION. A. ENCROACHEMENTS OR QUESTIONS OF LOCATION, BOUNDARY AND AREA, WHICH AN ACCURATE SURVEY MAY DISCLOSE. B. PUBLIC OR PRIVATE EASEMENTS, STREETS, ROADS, ALLEYS OR HIGHWAYS, UNLESS DISCLOSED OF RECORD BY RECORDED PLAT OR CONVEYANCE, OR DECREE OF A COURT OF RECORD. C. RIGHTS OR CLAIMS OF PERSONS IN POSSESSION, OR CLAIMING TCh 1: POSSESSION, NOT DISCLOSED BY THE PUBLIC P.ECORD. CITY OF TUKWILA '1 c' t. 1. C)IICAGO TTTLE INSL R.ANCE COMPANY PE IVRf rE" Fi CHICAGO TITLE INSURANCE COMPANY A.L.TA. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS Order No.: 4 514 24 Your No.: ANCYS TUKWILA STATION D. MATERIAL OR LABOR LIENS, OR LIENS UNDER THE WORKMEN'S COMPENSATION ACT NOT DISCLOSED BY THE PUBLIC RECORD. E. WATER RIGHTS OR MATTERS RELATING THERETO. F. ANY SERVICE, INSTALLATION OR CONSTRUCTION CHARGES FOR SEWER, WATER, ELECTRICITY OR GARBAGE REMOVAL. G. EXCEPTION AND RESEVATIONS IN UNITED STATES PATENTS. H. GENERAL TAXES NOT NOW PAYABLE; MATTERS RELATING TO SPECIAL ASSESSMENTS AND SPECIAL LEVIES, IF ANY, PRECEDING THE SAME BECOMING A LIEN. I. RIGHT OF USE, CONTROL OR REGULATION BY THE UNITED STATES OF AMERICA IN THE EXERCISE OF POWERS OVER NAVIGATION. J. ANY PROHIBITION OR LIMITATION ON THE USE, OCCUPANCY OR IMPROVEMENT OF THE LAND RESULTING FROM THE RIGHTS OF THE PUBLIC OR RIPARIAN OWNERS TO USE ANY WATERS WHICH MAY COVER THE LAND. F 6. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: AND: RECORDED: RECORDING NUMBER: REGARDING: 7. AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: BETWEEN: AND: RECORDED: PECORDING NUMBER: REGARDING: 8. PAYMENT OF THE REAL ESTATE EXCISE TAX, IF REQUIRED. THE CITY OF TUKWILA KOAR- SEATAC PARTNERS, L.P. DECEMBER 11, 1991 9112110767 LATECOMERS AGREEMENT FOR STORM SEWER EXTENSIONS EXXON CORPORATION ANDREW YURKANIAN AND CAROL F. YURKANIAN APRIL 15, 1992 9204150708 RECEIVED ENCROACHMENT OF ASPHALT PAVENI&N F TUKWILA THE PROPERTY DESCRIBED HEREIN IS SITUATED WITHIN THE BOUNDARIES OF LOCAL TAXING AUTHORITY OF CITY OF TUKWILA. PRESENT RATE IS 1.53t. CHICAGO TITLE INSURANCE COMPANY PERMIT CENTER w1.TACMa:n 1 24.90 /EK K ANY CONVEYANCE DOCUMENT MUST BE ACCOMPANIED BY THE OFFICIAL WASHINGTON STATE EXCISE TAX AFFIDAVIT. THE APPLICABLE EXCISE TAX MUST BE PAID AND THE AFFIDAVIT APPROVED AT THE TIME OF THE RECORDING OF THE CONVEYANCE DOCUMENTS. 9. GENERAL AND SPECIAL TAXES AND CHARGES, PAYABLE FEBRUARY 15, DELINQUENT IF FIRST HALF UNPAID ON MAY 1, SECOND HALF DELINQUENT IF UNPAID ON NOVEMBER 1 OF THE TAX YEAR (AMOUNTS DO NOT INCLUDE INTEREST AND PENALTIES): YEAR: 1996 TAX ACCOUNT NUMBER: 000580- 0038 -04 LEVY CODE: 2340 ASSESSED VALUE -LAND: $ 963,200.00 ASSESSED VALUE- IMPROVEMENTS: $ 381,800.00 GENERAL & SPECIAL TAXES: GRANTOR: TRUSTEE: BENEFICIARY: AMOUNT: DATED: RECORDED: RECORDING NUMBER: LOAN NUMBER: CHICAGO TITLE INSURANCE COMPANY A.L.T.A. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS BILLED: $18,708.56 PAID: $ 0.00 UNPAID: $18,708.56 Order No.: 451424 Your No.: ANDYS TUKWILA STATION AFFECTS: SAID PREMISES, EXCEPT THAT PORTION AFFECTED BY EASEMENT TO THE STATE OF WASHINGTON RECORDED UNDER RECORDING NUMBER 6525398 10. DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: ASSIGNMENT OF SAID DEED OF TRUST: DATED: DECEMBER 12, 1975 RECORDED: DECEMBER 16, 1975 BNL DEVELOPMENT CORPORATION, A DELAWARE CORPORATION PIONEER NATIONAL TITLE INSURANCE COMPANY, A CALIFORNIA CORPORATION FIRSTBANK MORTGAGE CORPORATION, A WASHINGTON CORPORATION $ 450,000.00 APRIL 22, 1975 JUNE 26, 1975 7506260369 NOT DISCLOSED THE AMOUNT NOW SECURED BY SAID DEED OF TRUST AND THE TERMS UPON WHICH THE SAME CAN BE DISCHARGED OR ASSUMED SHOULD BE ASCERTAINED FROM THE HOLDER OF THE INDEBTEDNESS SECURED. CHICAGO TITLE INSURANCE COMPANY RECCIV CITY OF TUKWILA i �I_. r ': ... <i �:� awe PERMIT CENTER 1.t.1TACM82 /11.2640 /E1C RECORDING NUMBER: ASSIGNEE: MODIFICATION OF DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: DATED: RECORDED: RECORDING NUMBER: 11. ASSIGNMENT OF RENTS AND /OR LEASES AND THE TERMS AND CONDITIONS THEREOF: ASSIGNOR: ASSIGNEE: DATED: RECORDING DATE: RECORDING NUMBER: ASSIGNMENT OF SAID ASSIGNMENT: DATED: RECORDED: RECORDING NUMBER: ASSIGNEE: 0 12. DEED OF TRUST AND THE TERMS AND CONDITIONS THEREOF: GRANTOR: TRUSTEE: BENEFICIARY: AMOUNT: DATED: RECORDED: CHICAGO TITLE INSURANCE COMPANY A.L.TA. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS JUNE 13, 1985 JUNE 14, 1985 8506141049 CHICAGO TITLE INSURANCE COMPAN/ Order No.: 451424 Your No.: ANDYS TUKWIIA STATION 7512160394 SEATTLE -FIRST NATIONAL BANK, HEAD OFFICE REGION BNL DEVELOPMENT CORPORATION, A DELAWARE CORPORATION FIRSTBANK MORTGAGE CORPORATION, A WASHINGTON CORPORATION NOT DISCLOSED JUNE 26, 1975 7506260370 DECEMBER 12, 1975' DECEMBER 16, 1975 7512160393 SEATTLE -FIRST NATIONAL BANK ANDREW YURKANIN AND CAROL F. YURKANIN, HUSBAND AND WIFE, AS TO PARCEL 1, AND ANDY'S DINER, INC., A WASHINGTON CORPORATION, AS TO PARCEL 2 TICOR TITLE INSURANCE COMPANY OF CALIFORNIA SEATTLE -FIRST NATIONAL BANK, A NATIONAL BANKING ASSOCIATION $ 755,000.00 JUNE 5, 1985 CITY OF 1111 ALA JUNE 14, 1985 1 „t s..�.. SECENCD. PE f"l9009/Ex R r RECORDING NUMBER: LOAN NUMBER: CHICAGO TITLE INSURANCE COMPANY A.L.T.A. COMMITMENT SCHEDULE B (Continued) SPECIAL EXCEPTIONS AFFECTS: INCLUDES OTHER PROPERTY 8506141048 B- 153668 -9 Order No.: 451424 Your No.: ANDYS TUKWILA STATION THE AMOUNT NOW SECURED BY SAID DEED OF TRUST AND THE TERMS UPON WHICH THE SAME CAN BE DISCHARGED OR ASSUMED SHOULD BE ASCERTAINED FROM THE HOLDER OF THE INDEBTEDNESS SECURED. 13. UNRECORDED LEASE, INCLUDING THE TERMS AND CONDITIONS THEREOF: LESSOR: SEATTLE -FIRST NATIONAL BANK, A NATIONAL BANKING ASSOCIATION LESSEE: ANDY'S TUKWILA STATION, INC., AND ANDY'S DINER DISCLOSED BY: SUBORDINATION AGREEMENT RECORDED UNDER RECORDING NUMBER 8702110092 SUBORDINATION AGREEMENT AND THE TERMS AND CONDITIONS THEREOF: DATED: JUNE 13, 1985 RECORDED: FEBRUARY 11, 1987 RECORDING NUMBER: 8702110092 SAID AGREEMENT RELATES TO THE LIEN PRIORITY OF THE ABOVE LEASE AND THE DEED OF TRUST SHOWN HEREIN AT PARAGRAPH 12. 5 14. THE FOLLOWING MATTERS DISCLOSED BY SURVEY RECORDED UNDER RECORDING NUMBER 8610019003: ENCROACHMENT OF CURB AND ASPHALT OVER SOUTHERLY BOUNDARY LINE NOTE NUMBER 1: A SURVEY HAS BEEN RECORDED UNDER RECORDING NUMBER 8701309001, A COPY OF WHICH IS HERETO ATTACHED. END OF SCHEDULE B CIBICAGO TITLE INSURANCE COMPANY RECEIVED CITY OF TUKWILA L. I'i 7 Glad, PERMIT CENTER V•LSACM 111 11 46.90 ►EV. L� CHICAGO TITLE ..ASURANCE COMPANY .J 1800 COLUMBIA CENTER, 701 5TH AVE, SEATTLE, WASHINGTON 03104 IMPORTANT: This is not a Survey. It is furnished as a convenience to locate the land indicated hereon with reference to streets and other land. No liability is assumed by reason of reliance hereon. -23 - y- ewr C P 2 w 9 • #1 ` 9 A „ h 4 qt. 1 00 �o 0A LOT I � V 'D.C,i No. 46 000580 1 fl:■ ∎ > > > > )o- - 2.,.. ■ - �r ... c, • .' , '` ;o o LO1 I o � 0 0 0 o 1 N ' S A h ( o) Y ' po I N �; ° ° N st eh ,e;17 1". h ° s "'. m 117 6 - r J t.' of A o LOT 2 pi" MW/b- 2S a 6 fP, r %l tNds•2 -F?w ?4,9.,9 /58. n . a. $.s Oz /ye .✓g7.01[9w /Via i cc W a a � w f w0 CC U lo PI 6525398 Tb. GraAtor, =rusk Pk COA)PANT, I Minna/Kota corporation, for and in croosideration of tha smi of Tan Dollars (110.00) and other valuable consideration, to it in hand pa, receipt whereof is hereby aoknavlodgcd, doom hereby grant to the STATE or WasH/NCTON, Grantee, the porpotual right, permit, license and •aseatant to use and occupy the hereinafter described lands for the purpose of 0 constructing and maintaining highway slopes in excavation and/or embankment, together with the right to construct and maintain a drainaeo together with the right to construct, erect, alter, repair, operate, maintain and keep clear overhead and underground electric tranaminaion and distribution lines, overhead and under- nround telephone transmisaion and distribution lines, transoiaaion and distribution water lines, sanitary sewer lines, natural gas lineA, and other utility facilities, along with their necensary agnurtenances, said land. being situated in King County, State of %!ashingten, and described as follows: ei 0 _ 1 prw $410 ;),teriises All that nortion of the following described Parcel "A" lying westerly of the following described line: neginning on the Southerly line of Parcel 'A", which noint hclnn c diotence of 10 feet Easterly, when measured At right annlea from the canter line of existing State Highway and the center line of SR 381 MP 9.17 to I' 13.02 So. Corn. limits of Tukwila to roister Interchange: thence Northwesterly narallel with said center line to a point oonositc Hinhway Engineer's Station 165+201 thence Easterly at right angles a distance of 10 feet t opposite Highway Ennineer Station 165+201 thence Northwesterly I parallel with /said center linn to • point opposite Highway Engineer'a Station 160400: thenco Easterly at right anqlc a distance of 10 fact 6 onnosite Highway Engineer's Station 160+00: thence Horthwesterly t nArsliel with said center line to the North'rly lino of parcel "A' and continuing to a point onnosite viehway rnnincler'n Stntinn 1511+50, maid noint beinn 42 font Easterly of exiostinn hinhwnv center line, and 60 fret. Easterly onnnisite center tin" of SR 101. e.nyernrient lots 2 And 11, lyinn east of the rest line 0 the ''elt Valle" goad in Section 25, Townehtn 21 North, Range 4 rA3t, rine County, Heshlnnton, And went of the nonet r•ound Ilectric right of wily; r.xcr.rr the south 210 RE CITY OF TUKVVQA /-; • t C. 0 PEFIMIT CENTEi-; 31111 Hndt)d3A3 1.1d20:1•0 S6, OE Drio I f • • ' . 'li1�� l is� Bas /16adae Donation Clain No. 46 lying aDbM lad cleat of Wm Lake Pips Lino and oast of east e: Mat lea11 lio�Ad• ssd swat of the Puget d IItli►ati ld Right of Way. The lands herein contain an area of 0.21 acre, more or leas, the specific details concerning all of which are to be found within that certain map of definite location now of teoord, and oa Lii. Ln the office of the Director of highway• at Olympia, Waahington and bearing date of approval May 16, 196e and revised October 10, 1,60. This easement is made subject to end upon the following express conditions: This easement is subject to existing interest in the premises of whatsoever nature and any and all extension and renewals thereof. 1 I The Grantor, its successors or assigns shall not place, construct or maintain any building or other structure within the boundary limits of said strip of land and shall do no blasting or discharge any explosives uithin a distance of three hundred (300) feet of said strip of land without giving reasonable notice in writing to any Utilities occupying said strip of land of intention to do so. ill The elimination of the necessity for any geographic or functional portion of thin easement shall in no way effect nor eliminate the rights, title, privileges and authority hereby granted for the remaining portions of this easement. At such time as all utility facilities have bean removed or otherwise permanently abandoned and thodrainnga and elope encroachments of this ease- ment nr.: no lonnor necessary by virtue of the drainage being en- closed or diverted end the Grantor's and Grantee's adjacent pro - pertien brought to the caea elevation, all such rights, title privileges and authority hereby granted may be terminated and the Grantor shall thenceforth hold and enjoy title to its right of RECEIVED CITY OF TUK4 A • ..I. • . . 1.1 •.1 .;1 W.\ 3' 1 1.4 .1 •. I., I. I ......4.1111 0. 11•;II.N.\I II 1. 1. •. •1: •1 1.1 • .1 1 \11 Iti'd .. • 1 ; 1 I �1. � \..; . .�,, ..� • e,yo. ' . ,,•.• 1,,1 .1 y � , 't • 37 s 2 r . ? It (' 31111 II338083A3 I•Id20 : PO G6P I1 4 EN1 C r c. C C '1 • , • F 11 /P'd STATE OF MINNESOTA ) RS. County of Ramsey ) On this 15th day no personally appeared • • RIEC EIUr.7 CITY OF TV' J I j '•I '` 6 r j qj I [. 1J PERMIT CENTE.ft • j• rr I. f. ,.•.. way free and °Lear of tbs mMessst hereby granted And slay, at its option, re- enter, rotate and held said land and pre+sisas as of the present esttte o2 this Creator without compensation to tha State, the public or any other person vhcelao.v•r, for improvements or property removed, taken, or destroyed or liability for loss of or damage to any premises or improvements thereon abutting on said highway or any part thereof. IN WITNESS WHEREOF, Glacier Park Company has caused this instrument to be executed by its proper officer■ and its corpor- affixed this 1Sth day of May Ampapfed and opprov.d P / STATE O DEPA'T j • By I l�,t of May GLACIER PA COXPANY By Attests WASH I NGTON R. W. bowning F HIGH W &T$ GAnf AIM d War A 1969. before , to me known to be the Vice and President and Secretary, respectively. of Glacier Park Company, Miry the corporation that executed the within and foregoing instrument, and acknowledead the said instrument to be the free and voluntary act and decd of said corporation, for the uses and purposes therein mentioned. and on oath stated that they wore authorised to execute paid instrument, and that the seal affixed is the corporate seal of said corporation. IN t•txTl :r;S WHEREOF, I have hereunto set my hand and affixed he day and year first above written. o ary ' . e n an a'for the SeUte of tlinneso a, reeiding at Ft. Paul. My Commission °soiree: Jen. 11 3 ••N h• n,r r,�+✓ n /� l o ! 11'W A is 1.•V`41/ no f'1. w Ir.0 • III• ••t'. (1). 11•004 NI A \Id•.1 /1■. V......1. w,.•' IJr 31111 11331 3A3 HJEO:t'O So. 13E any ®r© • EASEMENT (Overhead and Underground) P.N. #230425 -2 -001 v THIS INDEKIURE, surds this 9s yri 1t day of TAAIto ry 19g between ANDREW YURKANIN and CAROL F. YURKANIN, husband and wife, hereinafter called the Grantors; and the CITY OF SEATTLE, a municipal corporation, hereinafter called the Grantee; WITNESSETH: That the Grantors, for and in consideration of the sum of One polle (11.00) and ocher valuable considerations, receipt of which La hereby acknowledged, hereby convey and grant to the Grantee, its successors and assigns, the right, p•ivilege and authority to instil 1, construct, erect, alter, improve, repair, energise, operate and maintlad electric overhead and underground distribution facilities at depths not exceeding 21 feet, which consist of poles with braces, guys and anchors, crosaarms, transformers, ducts, vaults, manholes, cabinets, containers, conduits, wires and other necessary or convenient appurtenances to make said underground and overhead installations an integrated electric system. All such electric system is to be located across, over, upon and under the following described lands and premleea situated in the County of King, State of Washington, to wit: The westerly can feet of the following deacribete.01.00? property: RECI •F 6.00 CRSHSI. That portion of Government Lots 2 and 11 of Henry Header Donation Land Claim No. 46, all in Section 25, Township e1 CO c 23 North, Range 4 East of W.N. King County, Washington, - C m described as follows: Commencing at the intersection of the centerline of West Valley Highway, oleo 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 87 °47'19" East along said north line 40.76 feet to the east margin of said highway and the point of beginning; thence North 8 °51']0" Weat along said easterly highway margin 808.0$ feet to the south line of the City of Seattle's Bow Lake Pipeline Right -of -Way; thence South 87 °0'12" East along said south right- of-way line 2)3,2$ feet to the westerly line of a 100 foot right - of-way conveyed to Puget Sound lower and Light Company by deeds recorded under Ring County Auditor's File Noe. 2629432 and 2644020, formerly known as Puget Sound Electric Railway Right -of -Way; thence South 1 East along said westerly right -of -way line 791.76 feet to the north line of the south 210 feet of said Government Lot It; thence North 87 °47'19" 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 anglea, from the following described line: Beginning at the point of intersection of the south line of the Henry Header Donation Claim No. 46 and the centerline of State Highway 181 (West Valley Highway); thence North 8 West a distance of 45.98 feet along said highway centerline; thence South 85 East 41.14 feet to the easterly margin of said highway and the TRUE POINT OF SEGINHING of this described line; ' .1 ;;;:'r (1 1. 1 F thence continuing South 85 East 227.79 feet, more "'IV � 'f or leas, to the westerly margin of said Puget Sound Electric Railway Right -of -Way and the terminus of this described lino; and, EXCEPT that portion tyingnortheily of a line produced easterly at right angles from Rlbh Station !•eve 160.00, SR 181. fa 0 3111 1 11333D:13A3 1.1d10 11I3 S6, 0 to .1Z i 41049? 6 * ** *6. ti RECEIVE' CITY OF 11. PERMIT CEt: a c ■ . • • • �. Together with the right at all times to the Grantee, its successors and sasigne, of ingress to and airess from acid lands across adjacent lands of the Crantora for the purpose of installing, constructing, reconstructing, repairing, renewing, altering, changing, patrolling, ' enargiting and operating said eleetrie system, and the right nt any time to remove all or any pare of said electric system from said lends. Also the right to the Grantee, its successors and assigns, at all times to cut and trim brush, trees or other plants •tending or growing upon said lands which, in the opinion of the Grantee, interfere with the maintenance or operation of the system, or constitute • menace or danger to said electric system. The Crantora, their heirs, executors, administrators, successors and assigns, hereby covenant and agree that no structure or fire hasards will be erected or permitted within the above described easement area without prior written approval from the Grantee, its successors and assigns; that no digging will be done or permitted within the easement area which will in any manner disturb the facilities or their solidity or unearth any portion thereof; and that no blasting or discharge of any explosives will be permitted within fifty (30) feet of said lines and appurtenances. It is understood and agreed that the City of Seattle, City Light Department, may grant other utilities the right and privilege to occupy and use jointly said distribution system and /or easement. the City of Seattle and other utilities are to be responsible, as provided by law, for any damage to the Grantors through their negligence in the conscruetion, maintenance and operation of said electric and /or other utility systems across, over, upon and under the property of said Grantors. The rights, title, privileges and authority hereby granted shall continua and be in force until such time as the Grantee, its successors, assigns and other utilities shell permanently remove said poles, wires and appurtenances from said lands or shalt otherwise permanently abandon said electric and other utility systems, at which time all such rights, title, privileges and authority hereby granted shall terminate. IN WITNESS WHLREOf, this instrument has been executed the day and year first above written. { lT'OT'd ANDRE YURXAHlfl L • GC z ••••• COUNTY OP Kt s/' ) • 7 CAROL F. YURKANIN (Poll INDIVIDUAL ACKNOWLEDGMENT) STATE OF WASHINGTON ) ) ea. N. ary Pub •i n of the State of Washington, r siding a t J 311'1 F 133ee -) 32N' 1,1 .,- ; :tom rh • L . 1, the undersl■ a Notary Public, do hereby certify that on this rt day of 191L. personally appeared be be ore me ANDREW YURKANIN and CAROL P. YURRANIN, husband and wife, to me known to be the individuals described in and who executed the within instruv.nt;•a ll acknowledged that they signed the s e as their free and '•� volun jriet,and deed for the uses and purposeej in mentioned. in this cartificete Oren' Kdbe. + vP+' 'n - - i 1 eel the day V , `1 r. k RECEIVE CITY OF Ti r. PERMIT L • : f i-tr,—T.4577478 - i iTEAT17.,Lt r_kr.;ir.ttr? sit"/It.E PIONEER NATIONAL TITLE INSURANCE ATIMACOUPON Filed for Record at Request ot AFTER RECORDING HAIL 1T1 • i• 11 Loui 11. Treiger ra.uston, arIOr9r1mSOfl, Kllis & Holman P.O. Box 2927 Seattle, WA 98111 ,•■ a.x.gewswama THE GRANTOR formerly BNL Development Corporation for Ind in consideration of Ten Dollars (r,10. 00) In hand paid. conveys and warrants to Andrew Yurkan husband and wife, the following described teal fruits% situAteti in the (*minty ul Wm:11%1111m See Exhibit A attached hereto, SUBJECT TO: See Exhibit D attached County of iN 11111111 I III I- 0 ci and Carol F. Yurkanin, 4.vp sre. co gpoc."7-, ammo. maws e5ro6/14 ""41047 Statutory Warranty yeect RECD F 5.50 ICORPORATC Poi CSHSL * 55 GLACIER PARK COMPANY, a Washington Corporation, King , State of RE CO RD 10. r • he re tcF!t 11) FitUndikrieC I _ iws wES e7) e) / SE AVIS " - E XC EPTING AND RESERVING unto the Grantor, its successors and assigns, al mineral rights including but not limited to uranium, coal, coal bed methane, iron, natural gas and oil in or under the above-described land, and including all steam and waters and the minerals and grass therein; provided, however, no drilling or other operations will be conducted on the surface of the above-described land. Grantee shall have the right to use water, except geothermal waters and steam, found in or upon or produced from the above- described land as necessary or convenient for Grantee's °aerations. IN WITNESS ‘V)IF.REOF. uid corporation has ettuvt1 this instrument to 1 exec Wel by in proper ollicera and Its corporate &e4) to bthereunio affixed this /11-1 o f June, 1985. 'e' KING COlittlY EXCISE TAX PAID GLACIER PARK COMPANY JUtil 4 1985 1 Ily 1 STATK OF lVASHINGTGN. i $3. • June, 1985 thie / & 44 day of , hefwe me. the undersigned. a Ntd■Ify l'ut in and for the Stair of Wootanirton. Only rmontisumml and ....On. per.onally arpfAird M• Ft.< tten and rrt.rn Z4, kill. 4.44,0 ae.s,c me finnan in le the VI;- Pre■tolent and ft fevF. Seetrititii..1 GLACIER C,IER * 004' e • 11‘e!.esarpogotiv ti.at tereuttst the forrmoing inuturotot. and aannuleilarti the told Instrunient to he the Ittt and ,,vio Oral it n,uIul 1111.13111ln, IOC OK (Iv pletthiv.i itstrou ntentknell. unit ort u,Ath third That ' nee:tote the .3.41 inurtuuru. 3nJ that the red ihr rprpm.,), hvi v i Aad ' wIthe% riYhAnd and ntile i 11 sralhersiti alfisrst the lisu put yea filet nl.me .• I. , • p Air RECC VED . 0 /. 7 A/,, sh,s, It CITY OF 111KWILA PERMIT CENTER • • . " • • ' • • " • EXIIIHIT A -.....,.J'. .. . -. ..: That Portion of Government Lots ' and 11 of.Henry:Meader DonatiorL A.and:Claim:no, 46, All in Section 25.: Township .23 forth; Range a- Esit W. H., described as follows: CoMmencing at the intersection of the centerline of West Valley ifighway, 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 87'47'19" East along said north line 40.76 feet to the east margin of.sald.highway and the Point of Beginning; trience north 8°5130" West along said easterly highway r e'• 80' ( 08 feet to the south line of the City of Seattle's Bow '' Lake Pipeline right-of-way; thence South 87'13'12" 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 & Lignt Company by deeds recorded under King County Auditor's File nos. 2629432 and 2644020, formerly known as Puget Souno ElectriC Railway right-of-way; thence South 1'13'24 East along said westerly right-of-way line 791,76 feet to the north line cf the south 210 feet of said Covahlnat Lot 11; thence north 87'47'19" 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 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 :lorth 8°52'20" West a distance of 48.98 feet along said hignway centerline; thence South 25'3026" East 41.14 feet to the easterly margin of said 'highway and the True Point of Beginning, of this described. line; thence continuing South e530'26" East 227.79 feet, more or less. to the westerly margin of said Puget Sound Electr)c Railway right-of-way and the terminus of this described - . N — 7 C". : RECEIVED CITY OF TUKWILA JUN 2 6 %Si PERMIT CENTER SUBJECT TO a deed of truut under auditor's file no 75062603691:and an assignment of said deed of trust 'underauditoes:file no. 7512160394, an assignment of lessee's interest under auditor's file no. 7306260370; an easement under auditor's file no. 6525398; an unrecorded Agreement dated November 24, 1975, executed by BNI. Development Corporation, a Delaware. corporation, providing that in consideration of the Renton Department of Public Yorks granting a permit to connect water and sewer service for the premises no protests can be made against the construction of or assessment for, a permanent water main or sewer line which may be constructed. Said agreement to be a covenant running:with the land; an unrecorded Easement' dated November 24, 1.975 executed by.BNI, Development Corporation, a Delaware corporation, in favor ol'Ehe:City of Renton, for public water and sewer. utilities with necessary appurtenances under the surface, said easement effecting the following portions of the property; The easterly 15.00. feet of said premises; The southerly 15.00 feet of the Northerly 42.00 feet of said premises; A strip of land 15.00 feet in width lying 7.50.feet on both sides of the following described centerline; Beginning at - a point on tho northerly lino of said premises distant thereon north 87 13'12" west 80.00 feet from the northeasterly corner of said premises; Thence from said point of beginning south weat.27:00 feet:. to the northerly line of Easement'2 above. Easement 4: The westerly 10.00 feet of that portion of said premises' lying southerly of Washington State Highway Engineers Station 160 + 00 for S.R. 181, and the westerly 20.00 feet ot said property lying northerly of said Station 160..00. EXODIT, B RECEIVED CITY OF TUKWILA • it 2 6 PERMIT CENTER 3 % CV �� Agreement ('Agreement') is made effective as of the © day of - 1992; by and between Exxon Corporation. a New Jersey Coryorod • hevino an office at 1200 Smith Street, Houston, Texas 77002 ('Exxon') and Andrew Yurkanian and Carol F. Yurkanian, 2983 4th Avenue, South, 1 Seattle, Washington 98133 (collectively, "Yurkanien'). N V A. Exxon is the owner of the tract or parcel of land more particularly N described in Exhibit 'A' attached hereto ('Exxon Tract'). B. Yurkanian Is the owner of the tract or parcel of land more particularly tn described In Exhibit '8' attached hereto ('Yurkenian Tract'). C. The Exxon Tract and the Yurkanian Tract era contiguous tracts, and the northern boundary of the Exxon Tract is a common boundary with the southern boundary fine of the Yurkenlan Tract. flop" , ® To itel..aitLY rat: D. During the course of construction, asphalt pavement ws constricted on the Yurkanian Tract so that approximately 4.8 feet of the pavement encroaches onto the northern portion of the Exxon Tract ('Encroachment"). E. Exxon and Yurkanlen desire to recognize the existence of the Encroachment and desire to evidence their agreement with respect to such Encroachment. • 1141 Rrr.:J r v4 FIRST P�'..� , _ . , r . r- Fa1f1;1 U Lin:: :: :we rte) l .= IIEFAUtIMVAQHINGTON I . !i COUNTY OF KONG e ENCROACHMENT AGREEMENT fiat> - n-r E Tl l.rris ArSID Got. I T 101,1s 'TttELe. :. RECITALS AGREEMENT In consideration of the premises hind other good and valuable consideration, the receipt and sufficiency of which are hereby acknowledged, Exxon and Yurkenien hereby agree as follows: 1. Exxon and Yurkanian ecknowtedge the existence of the common boundary Tine. Exxon acknowledges and consents to the existence of the Encroachment on the Exxon Tract under the terms and conditions set forth In this Agreement. /RECEIVED CITY OF TUKWILA PERMIT CENTER_ D11:11 H33d9d3At3 I•IdBQ : VC S _ end A PORTION Of CON LOTS 2 MO II •ors Sc ta=0.011 • a . S On.• I i - - j : •-gyp � � , , • ci••• .. T�C- , r ___ :..G4.cif ..__ 4 4 1 Q)'' G G , are . _ :ed.._.__:; ...... ,r- . _z : 25.E • G'i3 ai /IC/ G • � , r,-� ...._ _ .J.,1r��. . , ! � 1 1 _2r �...i......;.. . ..l�n.r..�....:.. . . . � 1 , 4 , 1 • C iw .s /e //. % % -. f • e . f e ....__ "124 ..... .......0//‘, , e-e ' ......... ... ✓ ✓/F,ls r �..%CG _ _.._._ ! ,/. / l ! ! i _ _ �,, � r G 1 ` /�- . ..z ` .. ... _I r / • • ■ ■ %/• rc 't /. C C/ / / . -T / " . ' ..• /. ; ., l' ...22.0...4-: a� - - -... e G....1)2 ; 't * %vel-/ ?%=G....__� '_._. X 01- r.v_e_., INC. BY /- -/P /4 'DAVID EVANS AND ASSOCIATES, CLIENT c 7 41CeIl17.4- U. �^ / �- 1 SHEET / OF / SHEETS JOB DESCRIPTION _a_ l7//C j /Ipo{ir - 5A' 9/ /icr),L�9t . DATE ' /9 ��,..�•. + 479. $301 b( M 0 . 70• (0.0(7C 4II i 5.0.0 P qr ..ggS W..•• .rt.U7 wS CAL S167 47• [r f - o n or • Mil' *040 .07 (.0 OrU, ,3,.. anrTrr 1707 -•� roc Orp 7• ` SGf NO AP S/.. , 30.. , 3 1 0 /000 MIL 11110 ./ CO.0 0/ w7µ Po w ROC (./93) • ootPe to $M � - P.S.P. k L. Co 1 t9AY - " - - - •." d• F S 0 x 2 2 2 E (or 2113 A All )044070) 791.76' 791 33'. IS UTILITY CAS(U(N1 Air NO. 0500141047 VA Cl 0 ■ [r n • l7M or Cs 1( ^L7l7 074.5( f 0lr • SIR rn 7 - (p.lcl ' w n • JO w' 0'l( • 7JAI 7• )r -O r 0 Moos (POI) 10 s Ric ^a a -- ■ rt ors? rr - ni � 7231 u0,(. Na ' Y (5 11 1 S 1 � 5b..r � - gT VALL AX • 1040 PACK 1 ;• .. .................. ............ • . ey/5/.. 8 /n a GRAPHIC SCALE ,a)11R, NOTES I r.. • al 3107)42(747: r4KON 7074, STA nay ON - •700,0 (5 3.10010 ..37RVU(Nr). .I(71.00 USED: x1(00 IRAK / 0 SC 0774 ACTUAL PLOD ALA 37)1142074/3 AND AN(1(S /AC 337 -720 -070 DAIC 0 SURKr. ..4)740 7903 lOwNC COU42(NOAI (C - 7) (1000 70NQ SON(0. (8000 INSU0•CC RA IL SAP, P•Nn ..120 Df 030) 9U710.0 SC1 BACK 0(0W11C42NC7! : f•O..r 700' (B.S•.0.) R &DC 00' FAX 43340'133 PARCEL NOr 000580 -00)8 BENCHMARKS 700 - or. Or 76.7.•• M f 0 -7 (PAO H) u(I.0 90 405443 N•.0 PO 907 Co r2( .570•451 10. 0(0011 ON .0A0 0.410(6 OI 30074437 COO • 0 •I(RIICIIO'1 07.11174 •400411 44A7) (A37 4• Mr (L 77 , 7• -. ( 7330. Y7 N nt (4001* Sir Sow( 0. 014 (557 3700 Cf POOR P0.1 •r 110 7pIM sot Or 170 scow WA..KS Or •■or 044 (OCV.000 . Hl.' Set PO 40. CLw7LR Cr SIR! RAIL fO• M I.IDO 7PANS• 1. R((Algv • 7234 LEGEND 0 7020 (r NOU.KN/ O GS( • (r r((R9Oet .or • 707..0 (r 5OR.2(Nr Ea (r 00.(9 • MAO (r LACK w O(AO 0 fr GS KrCR • s(1 7/7• 0049 • CAI LS/537• O (( GS VAL K p (OVp 7/7' wO'1 070( 01 (r MOM .1200104 102 (40710 0(/AP (40 (7O) 0 (r WWII' Mt O (i VOW ■■.72041 -0 (r CIIV 7w( o (r CA107 tt to cocoa PDX o (r sow. 020700 a te (f 900 I (r some 04004 0 • • (f 8000005 0 •7 (1 aerie Yµ K O YAN.Q( fr COW" Ma b to net wawa • ll .2 71 6 5(710 -0-- (r GS UNe - ^0/ -ff 0■9440 P0K1 t Co 10.00 1 97(R (K• - - (r OKRKAD 7(116.704 JONI (I us. R .04 7)`4 - Cr a rot =SO= CO S/OV Lot s¢s (l SorriAor SCALP 1Of 40IL: Y 120(0•011*0 0.4770 9.0+4 5(004 411/ 0.370 5011 740~000/ 6907)0(0 9r 075(5(1 (O. Pf(R5 00'5 501 ACRD? * D? K(9•SMM1 0 40 433740 * S IIA R4/T (O1 Mtw 4(0070(7 Or CO•(•t5s 32 ;1; 0(X11 4 6077 0r CO ALACZ f.7 MAO 7001 w 1CAD ./00433 0*O(R LS/ 7733) (0/13) 570 105 ((.+...s RR - O M1 Or 5(07 - Oh• 0 nwm. SI0o0 - DIP d 0444 GS .2..MCIW 7•ry•At GS ro.(P - 94017 6006 (71167.00 - us .(sr TAR APT K 574 711.90 SJ r owo Pif 010(0 0 /10 . 4 PAA w CO.. (0■13) RECEIVED CITY OF TUKWILA PERMIT CENTER • .y0, w1cob.AYR '. t ��.ar ....•n l� 51 a A• .O IM•On• 427 000.. COP 11•N 1413.4 Ot •• .IYN Z.r )P•Cn ' -;'( SANITARY SEWER CONSTRUCTION NOTES: 111 •31.441 WO ALUMNI 1110111 M 1011004 ON M 010 0 104 1110M11CalK =Ca 40 01,S4Ctp 11.0.00 I01 1.1.1urt 411 0 O OL1OII ...rat 1111 U. 1113 CD01KC7 10 SIO 4•11 ®17vrPAC sot two 1 Imo OIL 1,01 1711 OTC 90( 4101 • NM 011041 r 010. 30.14 IL Ills o1 U r Not SCR Inn ► 1111 © II1117 0. I/ 1• POD 911 10x1 11141 aL1Ni 0410. »m IL TWO 0 71 11 5• r.7D Ewa •t.000.KW (D avao , DIV VIM . U. f033 • tuI m•IIo-s1 Id 1110 1W 1L y 4011 O 0 V r of a 10 100 411 I Ices ® MA401011.4 IL fall ® 01 11a 4 a1f11 010117 010.1 1 CAL r 00V 2311 U. 3110 1:130133I " U. ,1 04.0 -ta Om Ia. UN 0./1•0111 1110 IL I1110.lU11 trlaOri /a Ma( 1/1404101 004H4v4[ a w n WATER SYSTEM CONSTRUCTION NOTES: M on 10 1,.01 SIWdXII. 0494 NO 04• 11■1W00 14 701141 vain 1.14 0 MAW Kw ova '0 (0111 r WC ma O.1u r DIY all .0713 WM 0 -r II l /1 101111.1 .w '4110 1D 13ur DU. a 31 WOK Ww I•r to 010 MNI ■M mull 40000 I - rr• .5110 It 03. 1 -11 11.4101114 1 •*ID4ND rot 0e....0 40407 010 1M41 400000 © III r DIP. a 13.41101 O 1.f 10 WC NO MUM 1001* AT 11 • DO. a 11 WOO WM COMM Mfg OA 101101* r 41, 0110( 1' 10110 10* O 1 1/r .1341110 1 wildlue SOME ■M coal 0(n1101 0(3 0104 ISm.RI 010004 .0110010 000111 wan 1N 110 N....‘11 C040(b[MGt St001 11 1 11• SIN. 11001 (LIV. 71.10 1.41 4I01n0.4i10 IN Rea I4 5 ' �✓ ' q" � • 911 4141 010406 1.090 • J J . 7 I0IOg O b i 04 000 D p 2, 4( 110,04•00 .0 IOWUFK 00010 010 10 40000074 410 5104.11 [0004. 1 .* .0 WOKS 3W01 II N 01193•0 •NO ;04 010 0 *5004 0►141UC1.K 100 0 101[001 0140101 /^• 4 0MNIf 000 0.411 r 4X41 1rt 0110041, 0010015 i 0 01 M1K 140011 0 /010 7103 IV 14 [ MD11LI/0►K17 7.0111 001[.4 0fa1 1[1M3 10 aa[ I110S 01[ SI '05 as 500114101 40 00 [0001(100 1441 1010 Ill 101410 10 WC. .(11104 •M 44 1 10a11 Sav(3)11.01 40 4DMC 01410014 '117 01(1171 40001 110 KU. MD [001041.1 .931(13 • , I A K I1purt 060 1.07 0.88110410 ) 5 ■ T t L. ( J Inl 71 11.40 4••••110,7 q Yw011>n UM *WS HA VI OW l >,I ,1 10. •• X 6.16• 0 16. 0 ° 11,4 an.. IL 1110 1001044[07 (NO Mill Lt 1011.1 iF[7 L 110 1_ I . 00 . MC va ICU R • Na , trawl. 1044 M. uo IV nn .firs •nX MOS .101 .- Jlfll 104!1' a •nw• 11MLL 1 ---rte yy _rrB I OU' - tUKWI A CITY MIL 3 11,171• t . , , rD) - • ,.._ - .a -w id7entr7YO/ } Fait - -- - DRAINAGE AND UTILITY PLAN ■• • » .�- _ - ✓.✓ . - - ................ 1 100 r1 1f .1 CITY OF UKWILA PERMIT CENTER .011 t.•.,.b n 00104 wl Lori 00rot� f b .4 a f droll v+ of 60,.0.00 0. 0 ►1...1 TYPICAL SITE SECTION 400 .4101 0004•1. •• 00C 0 0 10 0 13an101100. 110 11-11 f CarKrtO CO. 114940 1W00.1 10 Ca.14 8 0 0 0471 111 617711 00*1 I (jUA*I 1��.Clll TYPICAL SECTION WEST VALLEY HIGHWAY EXTRUDED CEMENT CONCRETE CURB COMBINATION CURB and SIDEWALK VI '1 ►.4 114 1 11.001 .1 .vas CE NIn N C2 -3 • ,, „ • • : 2 3:: 42 pni'_David, &. Agsociates Inc ;•-• Bellevue page, SOUTHCENTER 'BP • - . FFSITE: HIGHWAY, AREA . • EASIN, RESULT SUMMARY. • 2ASIN E::- 12ATE7 :.Hydrograph Area • hours Methodology Acres . . . . • , ' • • • • • RECEIVrn UITY OF T • JUN, 2 6 . PERMIT CEA ^:,••• • ' 6/20/97 5:21:42 pm David Evans & Associates Inc - Bellevue page SOUTHCENTER BP OFFSITE HIGHWAY AREA BASIN ID: PRO_10YR SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Channel L: 200.00 kc:21.00 s:0.0050 PEAK RATE: 0.27 cfs VOL: 0.07 Ac -ft TIME: 470 min TIME DESIGN RUNOFF (min) (cfs) 10 20 .. 30 40 0.0002 50 0.0016 60 0.0037 70 0.0055 80 0.0071 90 0.0084 100 0.0096 110 0.0124 120 0.0149 130 0.0158 140 0.0170 150 0.0179 160 0.0187 170 0.0219 180 0.0245 190 0.0249 200 0.0257 210 0.0262 220 0.0268 230 0.0302 240 0.0329 250 0.0328 260 0.0334 270 0.0338 280 0.0342 290 0.0384 300 0.0415 TIME DESIGN RUNOFF (min) (cfs) 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 0.0412 0.0417 0.0420 0.0423 0.0469 0.0503 0.0498 0.0502 0.0504 0.0507 0.0641 0.0741 0.0719 0.0887 0.1005 0.1534 0.2659 0.2135 0.1023 0.0839 0.0725 0.0756 0.0587 0.0469 0.0500 0.0492 0.0495 0.0494 0.0495 0.0495 DETAIL BASIN SUMMARY NAME: OFFSITE PROPOSED 10 YE 0.33 Acres KC24HR 2.90 inches 10.00 min TIME DESIGN RUNOFF (min) (cfs) 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 780 790 800 810 820 830 840 850 860 870 880 890 900 0.0495 0.0496 0.0496 0.0496 0.0439 0.0399 0.0409 0.0406 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0354 0.0315 0.0325 0.0322 0.0323 0.0323 0.0323 0.0323 0,0323 0.0323 0,0323 0.0323 0.0298 0.0280 BASEFLOWS: 0.00 cfs PERV IMP AREA..: 0.01 Acres 0.32 Acres CN 85.00 98.00 TC 5.00 min 2.91 min TIME DESIGN RUNOFF (min) (cfs). 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 0.0285 0.0283 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0248 0.0222 0.0229 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 0.0229 TIME DESIGN TIME RUNOFF (min) (cfs) (min) 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 0.0228 1510 0.0228 1520 0.0229 1530 0.0229 1540 0.0228 1550 0.0228 1560 0.0229 1570 0.0228 1580 0.0228 1590 0.0228 1600 0.0228 1610 0.0228 1620 0.0228 1630 0.0228 1640 0.0229 1650 0.0228 1660 0.0229 1670 0.0228 1680 0.0229 1690 0.0228 1700 0.0228 1710 0.0228 1720 0.0228 1730 0.0228 1740 0.0085 1750 1760 0.0006 1770 1780 1790 1800 DESIGN RUNOFF (cfs) RECEIVED CITY OF TUKWILA JUN 2 6 1991 PERMIT CENTC'R • ; 6/20/97 5:21:42 pm David Evans & Associates Inc - SOUTHCENTER BP OFFSITE HIGHWAY AREA BASIN ID: PRO_25YR SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Channel L: 200.00 kc:21.00 s:0.0050 PEAK RATE: 0.31 cfs VOL: 0.09 Ac -ft TIME: 470 min TIME DESIGN RUNOFF (min) (cfs) 10 20 30 40 0.0010 50 0.0036 60 0.0063 70 0.0084 80 0.0102 90 0.0117 100 0.0131 110 0.0166 120 0.0197 130 0.0206 140 0.0218 150 0.0228 160 0.0236 170 0.0275 180 0.0307 190 0.0309 200 0.0318 210 0.0323 220 0.0329 230 0.0370 240 0.0401 250 0.0400 260 0.0406 270 0.0410 280 0.0414 290 0.0463 300 0.0501 TIME DESIGN RUNOFF (min) (cfs) 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 0.0496 0.0501 0.0504 0.0507 0.0561 0.0601 0.0594 0.0599 0.0601 0.0603 0.0762 0.0881 0.0854 0.1052 0.1191 0.1816 0.3144 0.2522 0.1208 0.0990 0.0856 0.0892 0.0692 0.0553 0.0589 0.0580 0.0583 0.0583 0.0583 0.0583 DETAIL BASIN SUMMARY NAME: OFFSITE PROPOSED 10 YE 0.33 Acres KC24HR 3.40 inches 10.00 min TIME DESIGN RUNOFF (min) (cfs) 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 780 790 800 810 820 830 840 850 860 870 880 890 900 0.0583 0.0584 0.0584 0.0584 0.0517 0.0468 0.0481 0.0478 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0417 0.0370 0,0382 0.0379 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0351 0.0329 BASEFLOWS: 0.00 cfs PERV IMP AREA..: 0.01 Acres 0.32 Acres CN 85.00 98.00 TC 5.00 min 2.91 min TIME DESIGN RUNOFF (min) (cfs) 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 0.0335 0.0333 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0292 0.0261 0.0269 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0,0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0268 0.0268 0.0268 TIME DESIGN TIME RUNOFF (min) (cfs) (min) 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 Bellevue page 0.0268 1510 0.0268 1520 0.0268 1530 0.0268 1540 0.0268 1550 0.0268 1560 0.0268 1570 0.0268 1580 0.0268 1590 0.0268 1600 0.0268 1610 0.0268 1620 0.0268 1630 0.0268 1640 0.0268 1650 0.0268 1660 0.0268 1670 0.0268 1680 0.0268 1690 0.0268 1700 0.0268 1710 0.0268 1720 0.0268 1730 0.0268 1740 0.0099 1750 1760 0.0007 1770 1780 1790 1800 DESIGN RUNOFF (cfs) . . RECEIVED CITY OF TUKv."' A ga `K 2 6 1 PERMIT CENTEI, 6/20/97 5:21:42 pm David Evans & Associates Inc - Bellevue page SOUTHCENTER BP OFFSITE HIGHWAY AREA DETAIL BASIN SUMMARY BASIN ID: ex_10yr NAME: OFFSITE EXISTING 10 YEAR SBUH METHODOLOGY TOTAL AREA 0.34 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 2.90 inches AREA..: 0.06 Acres 0.28 Acres TIME INTERVAL 10.00 min CN 85.00 98.00 TC 5.00 min 2.41 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Shallow L: 200.00 ks:27.00 s:0.0050 PEAK RATE: 0.26 cfs VOL: 0.07 Ac -ft TIME: 470 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0372 610 0.0489 910 0.0286 1210 0.0229 1510 20 320 0.0379 620 0.0490 920 0.0284 1220 0.0230 1520 30 330 0.0382 630 0.0490 930 0.0285 1230 0.0230 1530 40 0.0002 340 0.0387 640 0.0491 940 0.0285 1240 0.0230 1540 50 0.0015 350 0.0432 650 0.0433 950 0.0295 1250 0.0230 1550 60 0.0034 360 0.0464 660 0.0394 960 0.0295 1260 0.0230 1560 70 0.0049 370 0.0459 670 0.0406 970 0.0285 1270 0.0230 1570 80 0.0063 380 0.0466 680 0.0402 990 0.0285 1280 0.0230 1580 90 0.0074 390 0.0469 690 0.0404 990 0.0285 1290 0.0230 1590 100 0.0085 400 0.0472 700 0.0404 1000 0.0285 1300 0.0230 1600 110 0.0111 410 0.0606 710 0.0404 1010 0.0248 1310 0.0230 1610 120 0.0132 420 0.0698 720 0.0405 1020 0.0223 1320 0.0230 1620 130 0.0140 430 0.0675 730 0.0405 1030 0.0230 1330 0.0230 1630 140 0.0150 440 0.0847 740 0.0405 1040 0.0228 1340 0.0230 1640 150 0.0157 450 0.0956 750 0.0406 1050 0.0229 1350 0.0230 1650 160 0.0165 460 0.1487 760 0.0406 1060 0.0229 1360 0.0230 1660 170 0.0195 470 0.2594 770 0.0351 1070 0.0229 1370 0.0230 1670 180 0.0217 480 0.2024 780 0.0314 1080 0.0229 1380 0.0230 1680 190 0.0219 490 0.0969 790 0.0325 1090 0.0229 1390 0.0230 1690 200 0.0227 500 0.0827 800 0.0321 1100 0.0229 1400 0.0230 1700 210 0.0231 510 0.0702 810 0.0323 1110 0.0229 1410 0.0231 1710 220 0.0236 520 0.0744 820 0.0322 1120 0.0229 1420 0.0231 1720 230 0.0268 530 0.0567 830 0.0323 1130 0.0229 1430 0.0231 1730 240 0.0290 540 0.0460 840 0.0323 1140 0.0229 1440 0.0231 1740 250 0.0289 550 0.0493 850 0.0323 1150 0.0229 1450 0.0081 1750 260 0.0296 560 0.0483 860 0.0323 1160 0.0229 1460 1760 270 0.0300 570 0.0487 870 0.0323 1170 0.0229 1470 0.0008 1770 280 0.0305 580 0.0487 880 0.0324 1180 0.0229 1480 1780 290 0.0346 590 0.0488 890 0.0298 1190 0.0229 1490 1790 300 0.0374 600 0.0488 900 0.0280 1200 0.0229 1500 1800 CITY OF FiECEIVED WILA JUN 2 61L,? PERMIT CENTER 6/20/97 5:21 :42 pm David Evans & Associates Inc SOUTHCENTER BP OFFSITE HIGHWAY AREA DETAIL BASIN SUMMARY BASIN ID: ex_25YR NAME: OFFSITE EXISTING 25 YEAR SBUH METHODOLOGY TOTAL AREA 0.34 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3.40 inches AREA..: 0.06 Acres 0.28 Acres TIME INTERVAL 10.00 min CN 85.00 98.00 ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Shallow L: 200.00 ks:27.00 s:0.0050 PEAK RATE: 0.31 cfs VOL: 0.08 Ac -ft TIME: 470 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (cfs) (min) . (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0453 610 0.0581 910 0.0338 1210 0.0271 1510 20 320 0.0461 620 0.0582 920 0.0336 1220 0.0271 1520 30 330 0.0465 630 0.0582 930 0.0337 1230 0.0271 1530 40 0.0010 340 0.0469 640 0.0583 940 0.0337 1240 0.0271 1540 50 0.0033 350 0.0523 650 0.0514 950 0.0337 1250 0.0271 1550 60 0.0056 360 0.0561 660 0.0467 960 0.0337 1260 0.0271 1560 70 0.0075 370 0.0555 670 0.0482 970 0.0337 1270 0.0272 1570 80 0.0090 380 0.0563 680 0.0477 980 0.0337 1280 0.0272 1580 90 0.0104 390 0.0565 690 0.0479 990 0.0337 1290 0.0272 1590 100 0.0116 400 0.0569 700 0.0479 1000 0.0337 1300 0.0272 1600 110 0.0148 410 0.0729 710 0.0480 1010 0.0294 1310 0.0272 1610 120 0.0175 420 0.0839 720 0.0480 1020 0.0264 1320 0.0272 1620 130 0.0182 430 0.0811 730 0.0480 1030 0.0272 1330 0.0272 1630 140 0.0193 440 0.1016 740 0.0481 1040 0.0269 1340 0.0272 1640 150 0.0201 450 0.1146 750 0.0481 1050 0.0271 1350 0.0272 1650 160 0.0209 460 0.1778 760 0.0481 1060 0.0270 1360 0.0272 1660 170 0.0245 470 0.3095 770 0.0416 1070 0.0270 1370 0.0272 1670 180 0.0271 480 0.2417 780 0.0372 1080 0.0270 1380 0.0272 1680 190 0.0272 490 0.1158 790 0.0385 1090 0.0271 1390 0.0272 1690 200 0.0280 500 0.0986 800 0.0381 1100 0.0271 1400 0.0272 1700 210 0.0285 510 0.0837 810 0.0382 1110 0.0271 1410 0.0272 1710 220 0.0290 520 0.0885 820 0.0382 1120 0.0271 1420 0.0272 1720 230 0.0329 530 0.0675 830 0.0382 1130 0.0271 1430 0.0272 1730 240 0.0357 540 0.0547 840 0.0382 1140 0.0271 1440 0.0272 1740 250 0.0356 550 0.0586 850 0.0383 1150 0.0271 1450 0.0096 1750 260 0.0365 560 0.0574 860 0.0383 1160 0.0271 1460 1760 270 0.0369 570 0.0579 870 0.0383 1170 0.0271 1470 0.0009 1770 280 0.0375 580 0.0578 880 0.0383 1180 0.0271 1480 1780 290 0.0423 590 0.0580 890 0.0353 1190 0.0271 1490 0.0001 1790 300 0.0457 600 0.0580 900 0.0332 1200 0.0271 1500 1800 - Bellevue page RECEIVED CITY OF TUKWILA Ju' 1 2 6 1 PERMIT CENTLh 22: pm David. Evans & Associates Inc Bellevue page SOUTHCENTERBP OFFSITE HIGHWAY: AREA BASIN: RESULT. SUMMARY - RATE -- -TIME Hydrograph` Area. -min =. hours .Methodology :.: Acres.." PRO 10YR `3135 ::.0.07 :..0.27 470. 7:83 SBUH Method 0:33 PRO 2SYR: 3726 ...:0.09 :. 0.31 470 7.83 - SOUR 'Method 0.33 ex 10yr ";. 3040 0.07 0.26 470. 7:83` -SBUH Method .. 0:34' , 3639.. 0.08 0.31:." 470 7.83.' SBUH Method CITY RECEIVED JUN 2 6 1997 PERMIT CEI fE' _ 6/20/97 5:22:48 pm. David Evans & Associates Inc - Bellevue page SOUTHCENTER BP OFFSITE HIGHWAY AREA BASIN ID: PRO_10YR SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION • TIME INTERVAL TIME DESIGN RUNOFF (min) (cfs) 10 20 30 40 0.0002 50 0.0016 60 0.0037 70 0.0055 80 0.0071 90 0.0084 100 0.0096 110 0.0124 120 0.0149 130 0.0158 140 0.0170 150 0.0179 160 0.0187 170 0.0219 180 0.0245 190' 0.0249 200 0.0257 210 0.0262 220 0.0268 230 0.0302 240 0.0329 250 0.0328 260 0.0334 270 0.0338 280 0.0342 290 0.0384 300 0.0415 TIME DESIGN RUNOFF (min) (cfs) 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 0.0412 0.0417 0.0420 0.0423 0.0469 0.0503 0.0498 0.0502 0.0504 0.0507 0.0641 0.0741 0.0719 0.0887 0.1005 0.1534 0.2659 0.2135 0.1023 0.0839 0.0725 0.0756 0.0587 0.0469 0.0500 0.0492 0.0495 0.0494 0.0495 0.0495 0.33 Acres KC24HR 2.90 inches 10.00 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Channel L: 200.00 kc:21.00 s:0.0050 PEAK RATE: 0.27 cfs VOL: 0.07 Ac -ft TIME: 470 min TIME DESIGN RUNOFF (min) (cfs) 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 780 790 800 810 820 830 840 850 860 870 880 890 900 DETAIL BASIN SUMMARY NAME: OFFSITE PROPOSED 10 YE 0.0495 0.0496 0.0496 0.0496 0.0439 0.0398 0.0409 0.0406 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0407 0.0354 0.0315 0.0325 0.0322 0.0323 0.0323 0.0323 0.0323 0.0323 0.0323 0.0323 0.0323 0.0298 0.0280 BASEFLOWS: 0.00 cfs PERV AREA..: 0.01 Acres CN • 85.00 TC 5.00 min TIME DESIGN RUNOFF (min) (cfs) 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 0.0285 0.0283 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0284 0.0248 0.0222 0.0229 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0227 0.0228 0.0228 0.0228 0.0228 0.0228 0.0228 '0.0228 0.0228 TIME. DESIGN RUNOFF (min) (cfs) 1210 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 0.0228 1510 0.0228 1520 0.0228 1530 0.0228 1540 0.0228 1550 0.0228 1560 0.0228 1570 0.0228 1580 0.0228 1590 0.0228 1600 0.0228 1610 0.0228 1620 0.0228 1630 0.0228 1640 0.0228 1650 0.0228 1660 0.0228 1670 0.0228 1680 0.0228 1690 0.0228 1700 0.0228 1710 0.0228 1720 0.0228 1730 0.0228 1740 0.0085 1750 1760 0.0006 1770 1780 1790 1800 TIME DESIGN RUNOFF (min) (cfs) IMP 0.32 Acres 98.00 2.91 min RECEIVED CITY OF TUI(W"" A Al 2 6 l PERMIT CEN Eli " 6/20/97 ; 5:22:48 pm David Evans & Associates Inc - Bellevue page SOUTHCENTER BP OFFSITE HIGHWAY AREA BASIN ID: PRO_25YR SBUH METHODOLOGY TOTAL AREA RAINFALL TYPE PRECIPITATION TIME INTERVAL TIME DESIGN RUNOFF (min) (cfs) 10 20 30 40 0.0010 50 0.0036 60 0.0063 70 0.0084 80 .0.0102 90 0.0117 100 0.0131 110 0.0166 120 0.0197 130 0.0206 140 0.0218 150 0.0228 160 0.0236 170 0.0275 180 0.0307 190 0.0309 200 0,0318 210 0.0323 220 0.0329 230 0.0370 240 0.0401 250 0.0400 260 0.0406 270 0.0410 280 0.0414 290 0.0463 300 0.0501 TIME DESIGN RUNOFF (min) (cfs) 310 320 330 340 350 360 370 380 390 400 410 420 430 440 450 460 470 480 490 500 510 520 530 540 550 560 570 580 590 600 0.0496 0.0501 0.0504 0.0507 0.0561 0.0601 0.0594 0.0599 0.0601 0.0603 0.0762 0.0881 0.0854 0.1052 0.1191 0.1816 0.3144 0.2522 0.1208 0.0990 0.0856 0.0892 0.0692 0.0553 0.0589 0.0580 0.0583 0.0583 0.0583 0.0583 DETAIL BASIN SUMMARY NAME: OFFSITE PROPOSED 10 YE 0.33 Acres KC24HR. 3.40 inches 10.00 min ABSTRACTION.COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.011O p2yr: 2.00 s:0.0200 impTcReach - Channel L: 200.00 kc:21.00 s:0.0050 PEAK RATE: 0.31 cfs VOL: 0.09 Ac -ft TIME: 470 min TIME DESIGN RUNOFF (min) (cfs) 610 620 630 640 650 660 670 680 690 700 710 720 730 740 750 760 770 780 790 800 810 820 830 840 850 860 870 880 890 900 0.0583 0.0584 0.0584 0.0584 0.0517 0.0468 0.0481 0.0478 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0479 0.0417 0.0370 0.0382 0.0379 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0380 0.0351 0.0329 TIME DESIGN RUNOFF (min) (cfs) 910 920 930 940 950 960 970 980 990 1000 1010 1020 1030 1040 1050 1060 1070 1080 1090 1100 1110 1120 1130 1140 1150 1160 1170 1180 1190 1200 BASEFLOWS: 0.00 cfs PERV AREA..: 0.01 Acres CN • 85.00 TC 5.00 min 0.0335 0.0333 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0334 0.0292 0.0261 0.0269 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0267 0.0268 0.0263 0.0268 TIME DESIGN TIME RUNOFF (min) (cfs) (min) 1210, 1220 1230 1240 1250 1260 1270 1280 1290 1300 1310 1320 1330 1340 1350 1360 1370 1380 1390 1400 1410 1420 1430 1440 1450 1460 1470 1480 1490 1500 0.0268 1510 0.0268 1520 0.0268 1530 0.0268 1540 0.0268 1550 0.0268 1560 0.0268 1570 0.0268 1580 0.0268 1590 0.0268 1600 0.0268 1610 0.0268 1620 0.0268 1630 0.0268 1640 0.0268 1650 0.0268 1660 0.0268 1670 0.0268 1680 0.0268 1690 0.0268 1700 0.0268 1710 0.0269 1720 0.0268 1730 0.0268 1740 0.0099 1750 1760 0.0007 1770 1780 1790 1800 PERMIT IMP' 0.32 Acres 98.00 2.91 min DESIGN RUNOFF (cfs) RIECEIVrI.I CITY OF T1' J U 2 6 6/20/97 r 5:22:48 pm David Evans & Associates Inc - Bellevue page SOUTHCENTER BP OFFSITE HIGHWAY AREA DETAIL BASIN SUMMARY BASIN ID: ex_10yr NAME: OFFSITE EXISTING 10 YEAR SBUH METHODOLOGY TOTAL AREA 0.34 Acres BASEFLOWS :. 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 2.90 inches AREA..: 0.06 Acres 0.28 Acres TIME INTERVAL 10.00 min CN 85.00 98.00 TC 5.00 min 2.41 min ABSTRACTION COEFF: 0.20 impTcReach - Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Shallow L: 200.00 ks:27.00 s:0.0050 PEAK RATE: 0.26 cfs VOL: 0.07 Ac -ft TIME: 470 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0372 610 0.0489 910 0.0286 1210 0.0229 1510 20. 320 0.0379 620 0.0490 920 0.0294 1220 0.0230 1520 30 330 0.0382 630 0.0490 930 0.0285 1230 0.0230 1530 40 0.0002 340 0.0387 640 0.0491 940 0.0285 1240 0.0230 1540 50,.. 0.0015 350 0.0432 650 0.0433 950 0.0285 1250 0.0230 1550 60 0.0034 360 0.0464 660 0.0394 960 0.0295 1260 0.0230 1560 70 0.0049 370 0.0459 670 0.0406 970 0.0285 1270 0.0230 1570 80 0.0063 380 0.0466 680 0.0402 980 0.0285 1280 0.0230 1580 90 0.0074 390 0.0469 690 0.0404 990 0.0295 1290 0.0230 1590 100 0.0085 400 0.0472 700 0.0404 1000 0.0285 1300 0.0230 1600 110 0.0111 410 0.0606 710 0.0404 1010 0.0249 1310 0.0230 1610 120 0.0132 420 0.0698 720 0.0405 1020 0.0223 1320 0.0230 1620 130 0.0140 430 0.0675 730 0.0405 1030 0.0230 1330 0.0230 1630 140 0.0150 440 0.0847 740 0.0405 1040 0.0228 1340 0.0230 1640 150 0.0157 450 0.0956 750 0.0406 1050 0.0229 1350 0.0230 1650 160 0.0165 460 0.1487 760 0.0406 1060 0.0229 1360 0.0230 1660 170 0.0195 470 0.2594 770 0.0351 1070 0.0229 1370 0.0230 1670 180 0.0217 480 0.2024 780 0.0314 1080 0.0229 1380 0.0230 1680 190 0.0219 490 0.0969 790 0.0325 1090 0.0229 1390 0.0230 1690 200 0.0227 500 0.0827 800 0.0321 1100 0.0229 1400 0.0230 1700 210 0.0231 510 0.0702 810 0.0323 1110 0.0229 1410 0.0231 1710 220 0.0236 520 0.0744 820 0.0322 1120 0.0229 1420 0.0231 1720 230 0.0268 530 0.0567 830 0.0323 1130 0.0229 1430 0.0231 1730 240 0.0290 540 0.0460 840 0.0323 1140 0.0229 1440 0.0231 1740 250 0.0289 550 0.0493 850 0.0323 1150 0.0229 1450 0.0081 1750 260 0.0296 560 0.0483 860 0.0323 1160 0.0229 1460 1760 270 0.0300 570 0.0487 870 0.0323 1170 0.0229 1470 0.0008 1770 280 0.0305 580 0.0487 880 0.0324 1180 0.0229 1480 1780 290 0,0346 590 0,0488 890 0.0298 1190 0.0229 1490 1790 300 0.0374 600 0.0488 900 0.0280 1200 0.0229 1500 1800 RECEIVED CITY OF TUKWILA ,ItM 2 6 121 PERMIT CENTER 6/20/97 5:22:48 pm David Evans & Associates Inc - Bellevue page SOUTHCENTER BP OFFSITE HIGHWAY AREA DETAIL BASIN SUMMARY BASIN ID: ex 25YR NAME: OFFSITE EXISTING 25 YEAR SBUH METHODOLOGY TOTAL AREA 0.34 Acres BASEFLOWS: 0.00 cfs RAINFALL TYPE KC24HR PERV IMP PRECIPITATION 3.40 inches AREA..: 0.06 Acres 0.28 Acres TIME INTERVAL 10.00 min CN 85.00 98.00 TC 5.00 min 2.41 min ABSTRACTION COEFF: 0.20 impTcReach Sheet L: 35.00 ns:0.0110 p2yr: 2.00 s:0.0200 impTcReach - Shallow L: 200.00 ks:27.00 s:0.0050 PEAK RATE: 0.31 cfs VOL: 0.08 Ac -ft. TIME: 470 min TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN TIME DESIGN RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF RUNOFF (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) (min) (cfs) 10 310 0.0453 610 0.0581 910 0.0338 1210 0.0271 1510 20 320 0.0461 620 0.0582 920 0.0336 1220 0.0271 1520 30 330 0.0465 630 0.0582 930 0.0337 1230 0.0271 1530 40 0.0010 340 0.0469 640 0.0583 940 0.0337 1240 0.0271 1540 50 0.0033 350 0.0523 650 0.0514 950 0.0337 1250 0.0271 1550 60 0.0056 360 0.0561 660 0.0467 960 0.0337 1260 0.0271 1560 70 0.0075 370 0.0555 670 0.0482 970 0.0337 1270 0.0272 1570 80 0.0090 380 0.0563 680 0.0477 980 0.0337 1280 0.0272 1580 90 0.0104 390 0.0565 690 0.0479 990 0.0337 1290 0.0272 1590 100 0.0116 400 0.0569 700 0.0479 1000 0.0337 1300 0.0272 1600 110 0.0148 410 0.0729 710 0.0480 1010 0.0294 1310 0.0272 1610 120 0.0175 420 0.0839 720 0.0480 1020 0.0264 1320 0.0272 1620 130 0.0182 430 0.0811 730 0.0480 1030 0.0272 1330 0.0272 1630 140 0.0193 440 0.1016 740 0.0481 1040 0.0269 1340 0.0272 1640 150 0.0201 450 0.1146 750 0.0481 1050 0.0271 1350 0.0272 1650 160 0.0209. 460 0.1778 760 0.0481 1060 0.0270 1360 0.0272 1660 170 0.0245 470 0.3095 770 0.0416 1070 0.0270 1370 0.0272 1670 180 0.0271 480 0.2417 780 0.0372 1080 0.0270 1380 0.0272 1680 190 0.0272 490 0.1158 790 0.0385 1090 0.0271 1390 0.0272 1690 200 0.0280 500 0.0986 800 0.0381 1100 0.0271 1400 0.0272 1700 210 0.0285 510 0.0837 810 0.0382 1110 0.0271 1410 0.0272 1710 220 0.0290 520 0.0885 820 0.0382 1120 0.0271 1420 0.0272 1720 230 0.0329 530 0.0675 830 0.0382 1130 0.0271 1430 0.0272 1730 240 0.0357 540 0.0547 840 0.0382 1140 0.0271 1440 0.0272 1740 250 0.0356 550 0.0586 850 0.0383 1150 0.0271 1450 0.0096 1750 260 0.0365 560 0.0574 860 0.0383 1160 0.0271 1460 1760 270 0.0369 570 0.0579 870 0.0383 1170 0.0271 1470 0.0009 1770 280 0.0375 580 0.0578 880 0.0383 1180 0.0271 1480 1780 290 0.0423 590 0.0580 890 0.0353 1190 0,0271 1490 0.0001 1790 300 0.0457 600 0.0580 900 0.0332 1200 0.0271 1500 1800 RECEIVED CITY OF TUKWILA JUN 261i7 PERMIT CENTER . PHONE; Fa! r !ONE: REM4RKaf Urger Rpfl�r r"' Comrnenl Rory 451.1232 025) 451 (425) 482 -2920 025) 482 -62OQ No, 447: P 1212 PM (206) 451 -g17q (4 25 ) 441 -aae5 ,POrgq! Protect Manaaer f3llee gngineering Assoalate, , rR°Ml ill ClNokey ' motel el (206) 684 - 547Q HI israperty Serviced Po; 206) 684-4004 00 ter BP Station - TW lla Washingto . OR -1811 Nest Valley Highway pR, p4NFh � � � . CAnatrwction Deweterin6 for Tank installations qt OP Tukwila $ite Inaurmnca Provision RequlramPnt - geW ndgiornent to t Anerel Liability Policy. Number p1 pae Including cover shall Two (2) pogo, . } Seattle r 4 Iie Wtlilliall Pnglneerin and Ma nt•nane• moo h41wa review d the pfnched communication from wee R`nglneerlrin Assoala� • Ina„ l left J e opinion a foaling that tha PommentR within said . communleatio are very senerol end very � iqt direPtly raapond to Mndlbr addrast our concerns regarding the setthmDnt of a RA Pipeline. 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Jbb'00 Ita�ldhl:�'d WIllIM A 20 10 V' IrJ tu, Al *Jrouls i 1a t e gad Wdgert 'blh • '..,,.....,:::.;-,-.,,-,: .-:- .'.:,, - •.,'.. 08/04/1998 15: 51 425-451-1901 ROGER OLLENBURG Date: To: Copy: Re: TRANSMITTED HEREWITH: ta panyouRINFoRmATIoNAN0Acno« Memorandums dated December 02, 1997 COMMENTS: Kelcie: Regards, June 19, 1998 Kelcie Peterson City of Tukwila Van Zefkeles Peter Diericloc Rog 011enburg/Archlte Roger 011enburg and Associates Architectural and Development Serykes 555 116th Avenue NE, Suite 155 &Myna, Washington 98004 Telephone 425 451.1232 Fax 425 451-1841 rogord(Orwlink.com FAX TRANSMITTAL COVER' SHEET Southcenter OP 9621 Permit D97-0095, Convenience Store Permit 097-0097, Gee Canopy PAGE 01: • -:" These are copies of the requests to cancel the two permits. To date no fees have been refunded. Please research what the status is so applicable fees can be refunded. Thank you. The Information contained in and attached to this transmittal may be proprietary, prholleged and ooniklandel. It Is not to be used for any project other than the Reference, or otherwise copied without authorization by Roger 011enburg. If you receive this transmittal in error, kindly confect our office, Thank you. :'••• u iy }r ir,;' • CITY OIi UKWILA Department of Community Development Building Division - Permit Center 6300 Southcenter Boulevard, Tukwila, WA 98188 Telephone: (206) 431 -3670 REVISION SUBMITTAL 1 03 DATE: 19.24 PLAN CHECK/PERMIT NUMBER: D (37 0 097 PROJECT NAME: 50 et i ler BP (C,'o1 (P/4 -40 0 1) PROJECT ADDRESS: 169P-00 W � Valk H � y CONTACT PERSON: 4 M 6GGt -. r • PHONE: 42 .5• GISI • /242 REVISION SUMMARY: J) YG /4/7 Af-M k%0//eel 9/2 Gd9X /L ismmCg Pite 44 got t-4/4)4 ? 6(4#T Ut$ gvt141-S"' ,vu)//,,1f to Pbtrkim s pc V&U►Vd SHEET NUMBER(S) C Ott-1 PLert ,u -tu Se- ?s Su ZM 177 O "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: Planning Fire RECVD CITY OF TUKWILA JUN 2 1�,�{ 1;717 PFRMJT CENTER CITY USE ONLY Public.Works.' >: 3/19/96 ROGER OLLENBURG /ARCHITECT 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004. Telephone 425 451 -1232 Fax 425 451 -1841 roger o Jnw1 nk.com PLANS CORRECTIONS AND CHANGES June 24, 1997 Application Numbers D97 -0095, -0096 and,' -0097 Southcenter. BP - Canopy 16200 West Valley Highway 1 Skylight' area reduced for larger distance from".building to skylight (UBC reauires minimum' ten; feet). RECEIVED CITY OF TUKWILA JUN 261997 PERMIT CENTER 1. Applications for signs pending. ROGER OLLENBURG/ARCHITECT 515 116th Avenue NE, Suite 202 Bellme, Washington 98004 Telephone 425 451.1232, Fax 425 451-1841 rogeroqnwlink.com PLANS CORRECTIONS AND CHANGES . June 24, 1997 Application Numbers D97-0095, -0096 and -0097 Southcenter BP - Planning 16200 West Valley Highway 2 Parking spaces revised adding spaces along east property line and including • - ':vacuum and air/water•spaces in total count. One accessible space 'added. RECEIVED CITY OF TUKWILA JUN 2 6 1997 PERMIT CENTER • C ROGER OLLENBURG /ARCHITECT 515 116th Avenue NE, Suite 202 Bellevue, Washington 98004 Telephone 425 451 -1232 Fax 425 451 -1841 rogerar nwlink.com PLANS CORRECTIONS AND CHANGES June 24, 1997 Application Numbers D97 -0095, -0096 and -0097 Southcenter BP - Public Works 16200 West Valley Highway Four complete sets of drawings are submitted herewith. 1. Copies of all recorded easements are attached hereto. 2. Geotechnical report pending. 3. Sheet C3 added for plan and profile of West Valley Highway. 4. WSDOT Channelization Plan sheet revised. Copy submitted to WSDOT and copy attached to plans submitted herewith. 5. WSDOT wants only the channelization plan revised. All other approvals are responsibility of Tukwila. 6. Meeting held with Public Works staff. Drainage revisions include, a) revised invert of West Valley Highway north catch basin #8 and revised discharge location from catch basin #8. Analysis has been made that indicates culvert slope can be extended to new pipe which connects to West Valley Highway crossing. Copy of analysis attached hereto. 7. Tukwila trail adjacent east of project site indicated. 8. Puget Sound Power & Light (Puget Sound Energy) right of way indicated. 9. Storm drain pipe connected to Northwest Expo Center catch basin #B -3 and discharge pipe from catch basin B -3 revised as necessary. 10 Easement not necessary. Northwest Expo Center has lease for parking and drainage. 11. Agreement with Northwest Expo Center pending. 12. Grease interceptor indicated on Sheet CS.P1, Waste and Vent Plan. 13. Locations of water and sewer connections to buildings indicated in same locations on C2 and CS.P1, CS.P2, CW.P1, and CW.P2 14. Call -out number of catch basin type I revised on Sheet C2. 15 and 16. Approval letter obtained from King County Industrial Waste Division, copy sent directly to Tukwila, attention Joanna Spencer. Per requirements of Industrial waste Division, a valve has been added jimt CEIVED downstream of fueling system oil /water separator. CITY OF TI;KWN'" A 17. Street Frontal /Proportionate Fair Share Agreement pending. JUN 2 6 1b(,)7 PERMIT CENTER ROGER OLLENBURG/ARCHITECT PLANS CORRECTIONS AND CHANGES June 24, 1997 Application Numbers D97-0095, -0096 and.-0097 Southcenter BP - Public Works 16200 West Valley Highway Page 2 18. Water line in northeast corner of building indicated on Sheet C2. Bioswa e -revised as needed. 19. Additional gate added for access to sanitary sewer manhole. 20. See comment 13. Other Revisions :a. Added two street lights. Final: design o electrical connection pending with Puget Sound Energy. o 'surface drain system to direct flow b. Added concrete valley :system catch basins. - „ RECEIVED CITY OF TUKWILA JUN 26199? PERMIT CENTER May 15, 1997 Mr. Roger 011enburg 515 -116th Avenue Northeast, Suite #202 Bellevue, Washington 98004 Dear Mr. 011enburg: SUBJECT: CORRECTION LETTER #1 Development Permit Application Number D97 -0097 Southcener BP (Canopy) 16200 West Valley Hy This letter is to inform you of corrections that must be addressed before your application for development permit can be approved. All correction requests from each department must be addressed at the same time and reflected on your drawings. I have enclosed review comments from the Building Division and Public Works Department. At this time the Planning Division and Fire Department have no comments regarding your application for permit. The City requires that four (4) complete sets of revised plans be resubmitted with the appropriate revision block. In order to better expedite your resubmittal a Revision Sheet must accompany every resubmittal. I have enclosed one for your convenience. Corrections /revisions must be made in person and will not be accepted through the mail or by a messenger service. If you have any questions please contact me at the City of Tukwila Permit Center at (206) 431 -3672. Sincerely, - Kelcie J. Peterson Permit Coordinator Enclosures File: D97 -0097 PRE96 -036 City of Tukwila Department of Community Development Steve Lancaster, Director John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax (206) 431-3665 • BUILDING DIVISION COMMENTS DATE: 4/7/97 PROJECT NAME: Southcenter BP (canopy) 'PLAN CHECK NO: D97-0097 Plan Reviewer: Contact Bob Benedicto at (206) 431-3670, if you have any questions regarding the following comments. 1. Provide additional details and/or specifications to describe the skylight in the proposed fuel pump canopy. If the proposed skylight is to be of a light transmitting plastic material, show compliance with UBC Section 2603.13. . , . . City of Tukwila Department of Community Development • John W. Rants, Mayor Steve Lancaster, Director Planning Division Comments April 11, 1997 Southcenter BP, 16200 West Valley Hwy. D97-0097 Contact Michael Jenkins at 431-3685 if you have questions regarding the revisions requested. Revisions: 1. ' No signs are allowed to be included on the plans, as all signs must be approved under separate application, pursuant to Tukwila Municipal Code Title 19. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax: (206) 431-3665 : DATE: City of Tukwila May 12, 1997 PROJECT NAME: West Valley BP PLAN CHECK NO.:D97 -0095, D97 -0096, D97 -0097 Department of Public Works Ross A. Earnst, P. E., Director PUBLIC WORKS DEPARTMENT COMMENTS PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. Additional Public Works comments will follow after required items are submitted. 1) Submit copies of all the recorded easements /agreements listed in the title report. 2) Update the geotechnical report to address residual settlement or movement of Seattle pipe line and public /private infrastructure as that may result from dewatering, construction and subsequent operation of the proposed BP gas site /mini -mart development (see attached). 3) Submit a plan and profile (line and grade) for proposed West Valley Highway roadway widening, curb /gutter, sidewalk, and associated street drainage. Show gutter flow line, top of curb , back of sidewalk and storm drainage profiles. Street lights are required at the back of the sidewalk as part of the frontal improvements., see Public Works Standarts. 4.) Channelization and striping shall be shown on a separate sheet. 5) Obtain WSDOT permit /approval for West Valley Highway roadway widening, sidewalk and associated sheet drainage. Contact Mr. Don Hunter at WSDOT Developers Services Group at (206) 440 -4664. 6) Additional meeting with Public Works is required to discuss drainage issues. Drainage from West valley Hwy can not be discharged to City of Seattle Contact Mr Phil Fraser, PW Surface Water Engineer Q 433 -0179. 7) Show and dimension sixteen foot (16') wide city trail with twelve foot (12') wide pavement and two foot (2') shoulders on each side. John W. Rants, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433 -0179 • Fax (206) 431.3665 8) Label and dimension t1. width of Puget Power right-of-way( ,t the west side of the subject property. 9) The length of the proposed twelve inch (12 ") storm drain from catch basin #1 to the Northwest Expo Center is incorrect. Based on the data that Public Works has at this time, information submitted by BP does not match Northwest Expo plans. Please note that Don Miles is no longer the engineer of record for the Northwest Expo project. Show the existing infiltration trench (2' wide x 4' deep) which extends to the Embassy Suites Hotel on the west side of the Tukwila city trail. 10) Obtain easement from Puget Sound Energy (formerly Puget Power) for storm drainage connection to Northwest Expo Center project. Contact Mr. Bressler , Puget Sound Energy Real Estate Representative @ 462 -3029 11) Please provide a right -of -entry /storm drainage easement agreement from Northwest Expo Center property owner. 12) Provide a grease interceptor or bio- enzyme grease treatment for the food service area inside the convenience store. Show this addition to the plans on the floor plans and add all information to the kitchen equipment schedule. 13) Revise location of the water service for the proposed convenience store. Sheet C SP- 2 shows the water service on the east side of the building, but sheet C2 shows the water service on the north side of the proposed building. 14) Revise the call -out number of catch basin Type I in the sanitary sewer construction notes on sheet C2. 15) Provide an approval letter for storm drainage discharge from area under canopy to sanitary side sewer via an oil water separator from King County Industrial Waste Section. Contact Mr. Arnaud Girard at (206) 689 -3012. 16) Provide an approval letter for car wash overflow discharge to sanitary side sewer from King County Industrial Waste Section. Contact Mr. Arnaud Girard at (206) 689- 3012. 17) Submit a Street Frontal /Proportionate Fair Share Agreement for remaining portion of West Valley Highway at the north end of the property. 18) Show existing water lines at the northeast corner of the property. 19) Additional gate will be required on the east side of the property of City maintenance access to the existing sanitary sewer manhole at the northeast property corner. 20) Show water service line on the north side of the car wash building per plumbing floor plan sht CW.P -1. Provide Geotechnical stability analysis to determine what/if any disturbance (i.e residual settlement or movement) may occur to Seattle Water Department's Ceder River Pipline #4 just north of the development (a.k.a. "Andy's Diner" site) as result of the construction and/or operation of the proposed BC gas station/mini -mart development. This analysis will include a residual settlement calculation in the zone of influence of Seattle Water Deaprtments' Ceder River Pipeline #4 relative to: a) surcharging the site; b) grading and construction of the bioswale (or ponds) at the north end of the site; c) installing foundations (including pilings, if appropriate) and building structures; and, d) constructing new or relocation of existing utilities. If any potential disturbance, settlement, movement or damage to Ceder River Pipeline #4 is identified as a result of this development, then the geotechnical analysis will include recommendations to eliminate development conditions under which potential damage to Pipeline #4 could occur. Prior to conducting this goetechnical review, agreement needs to be reached between the City and the Developer as to where the relocated public water main at the north end of the property will occur. A review of this geotechnical report by the Seattle Water Department, and their comments will be provided as part of this submittal, including the approval of this development relative to their pipe. All utilities need to be clearly marked along with type of material, depth and size of the utilities, and any other information that could assist the geotechnical engineers conducting this analysis. If the site plan changes then the geotechnical report will be modified to reflect review of these changes and ammendments to the report be submitted along with any plan revision. FOSS A• S. S 0 C I. A T•13 S CONSULTING ENGINEERS - A PROFESSIONAL, SERVICES CORPORATION 2030 FIRST AVENUE . SUITE 203.• . SEATTLE,,% %i1SIIINGTON 9,01121 TELEPIIONE: (206) 256.11103 FAX: (206) 256 -0197 RFA #97102 -08 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97 -T -08 (Southcenter BP - Canopy) Dear Mr. Griffin: We have reviewed the resubmittal information for the proposed project based on our previous plan review letter dated April 10, 1997, and it appears that the applicant has responded successfully to our previous review comments. Therefore, we have no additional comments. Enclosed are the drawings, calculations, and geotechnical report for your use. We have forwarded a '. copy of this letter to the architect at Roger 011enburg and Associates for your convenience. If you have any questions, you may call me directly at (425) 255 -3099. Sincerely, ROBERT FOSSATTI ASSOCISTES, INC., P.S. Crystal Kolke CLK:2 a:\RFA\97t08^2.doc cc: Mr. Roger 011enburg Roger 011enburg and Associates 515 - 116th Avenue NE, Suite 202 Bellevue, WA 98004 oo 1 DATE: C. City of Tukwila Department of Public Works Ross A. Earnst, P. E., Director May 12, 1997 PROJECT NAME: West Valley BP PLAN CHECK NO.:D97 -0095, D97 -0096, D97 -0097 PUBLIC WORKS DEPARTMENT COMMENTS PLAN REVIEWER: Contact Joanna Spencer at (206) 433 -0179, if you have any questions regarding the following comments. Additional Public Works comments will follow after required items are submitted. 1) Submit copies of all the recorded easements /agreements listed in the title report. 2) Update the geotechnical report to address residual settlement or movement of Seattle pipe line and public /private infrastructure as that may result from dewatering, construction and subsequent operation of the proposed BP gas site /mini -mart development (see attached). 4.) Channelization and striping shall be shown on a separate sheet. 5) Obtain WSDOT permit /approval for West Valley Highway roadway widening, sidewalk and associated sheet drainage. Contact Mr. Don Hunter at WSDOT Developers Services Group at (206) 440 -4664. 6) Additional meeting with Public Works is required to discuss drainage issues. Drainage from West valley Hwy can not be discharged to City of Seattle Contact Mr Phil Fraser, PW Surface Water Engineer @ 433 -0179. 7) Show and dimension sixteen foot (16') wide city trail with twelve foot (12') wide pavement and two foot (2') shoulders on each side. John W. Rants, Mayor 3) Submit a plan and profile (line and grade) for proposed West Valley Highway roadway widening, curb /gutter, sidewalk, and associated street drainage. Show gutter flow . line, top of curb , back of sidewalk and storm drainage profiles. Street lights are required at the back of the sidewalk as part of the frontal improvements., see Public Works Standarts. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: (206) 433.0179 • Fax (206) 431.3665 8) Label and dimension L. width of Puget Power right- of- w4_jn the west side of the subject property. 9) The length of the proposed twelve inch (12 ") storm drain from catch basin #1 to the Northwest Expo Center is incorrect. Based on the data that Public Works has at this time, information submitted by BP does not match Northwest Expo plans. Please note that Don Miles is no longer the engineer of record for the Northwest Expo project. Show the existing infiltration trench (2' wide x 4' deep) which extends to the Embassy Suites Hotel on the west side of the Tukwila city trail. 10) Obtain easement from Puget Sound Energy (formerly Puget Power) for storm drainage connection to Northwest Expo Center project. Contact Mr. Bressler , Puget Sound Energy Real Estate Representative @ 462 -3029 11) Please provide a right -of -entry /storm drainage easement agreement from Northwest Expo Center property owner. 12) Provide a grease interceptor or bio- enzyme grease treatment for the food service area inside the convenience store. Show this addition to the plans on the floor plans and add all information to the kitchen equipment schedule. 13) Revise location of the water service for the proposed convenience store. Sheet C SP- 2 shows the water service on the east side of the building, but sheet C2 shows the water service on the north side of the proposed building. 14) Revise the call -out number of catch basin Type I in the sanitary sewer construction notes on sheet C2. 15) Provide an approval letter for storm drainage discharge from area under canopy to sanitary side sewer via an oil water separator from King County Industrial Waste Section. Contact Mr. Arnaud Girard at (206) 689 -3012. 16) Provide an approval letter for car wash overflow discharge to sanitary side sewer from King County Industrial Waste Section. Contact Mr. Arnaud Girard at (206) 689- 3012. 17) Submit a Street Frontal /Proportionate Fair Share Agreement for remaining portion of West Valley Highway at the north end of the property. 18) Show existing water lines at the northeast corner of the property. 19) Additional gate will be required on the east side of the property of City maintenance access to the existing sanitary sewer manhole at the northeast property corner. 20) Show water service line on the north side of the car wash building per plumbing floor plan sht CW.P -1. Provide Geotechnical stability analysis to determine what/if any disturbance (i.e residual settlement or movement) may occur to Seattle Water Department's Ceder River Pipline #4 just north of the development (a.k.a. "Andy's Diner" site) as result of the construction and/or operation of the proposed BC gas station/mini -mart development. This analysis will include a residual settlement calculation in the zone of influence of Seattle Water Deaprtments' Ceder River Pipeline #4 relative to: a) surcharging the site; b) grading and construction of the bioswale (or ponds) at the north end of the site; c) installing foundations (including pilings, if appropriate) and building structures; and, d) constructing new or relocation of existing utilities. If any potential disturbance, settlement, movement or damage to Ceder River Pipeline #4 is identified as a result of this development, then the geotechnical analysis will include recommendations to eliminate development conditions under which potential damage to Pipeline #4 could occur. Prior to conducting this goetechnical review, agreement needs to be reached between the City and the Developer as to where the relocated public water main at the north end of the property will occur. A review of this geotechnical report by the Seattle Water Department, and their comments will be provided as part of this submittal, including the approval of this development relative to their pipe. All utilities need to be clearly marked along with type of material, depth and size of the utilities, and any other information that could assist the geotechnical engineers conducting this analysis. If the site plan changes then the geotechnical report will be modified to reflect review of these changes and ammendments to the report be submitted along with any plan revision. Revisions: City of Tukwila Department of Community Development Date: April 11, 1997 Project: Name: Southcenter BP, 16200 West Valley Hwy. Plan Ch eck No.: D97 -0097 Plan Reviewer: Contact Michael Jenkins at 431 -3685 if you have questions regarding the revisions requested. John W Rants, Mayor Steve Lancaster, Director No signs are allowed to be included on the plans, as all signs must be approved under separate application, pursuant to Tukwila Municipal Code Title 19. 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 DATE: 4/7/97 • PROJECT NAME: Southcenter BP (canopy) • PLAN CHECK NO: D97-0097 Plan Reviewer: Contact Bob Benedicto at (206) 431-3670, if you have any questions regarding the following comments. • 1.* Provide additional details and/or specifications to describe the skylight in the propose fuel pump canopy. If the proposed skylight is to be of a light transmitting plastic , - material, show compliance with UBC Section 2603.13. - 0 Q. E R T F()SSArTI A S S O C I A T E S CONSULTING ENGINEERS April 10, 1997 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97 -T -08 (Southcenter BP - Canopy) RFA #97102 -08 Dear Mr. Griffin: A PROFESSIONAL SERVICES CORPORATION 2030 FIRST AVENUE SUITE 203 SEA1TLE. %NSIIINGTON 90121 TELEI'I I ONE: 1200) 250 -1003 FAX: (200) 250.0197 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 following comments should be addressed by the permit applicant: 1. The geotechnical report we received for this project is dated March 7, 1997. The Structural Notes, Sheet S -1, should be revised to coordinate. 2 The Structural Notes should indicate that welding will be performed by WABO certified welders. 3. The structural drawings refer to the civil drawings for the concrete slab. We do not find any information on the concrete slab on the civil drawings. 4. The drawings should call out minimum welds where not specifically called out in details. For example, refer to stiffener plates. 5. Calculations should be provided that evaluate the capacity of the metal roof diaphragm to distribute lateral forces to supporting elements. Calculations should also evaluate connections, as shown in Section 4/S -2. 6. Calculations should be provided that evaluate the adequacy of moment connections at the frame. RECEIVED APR 11 1997 COMMUNITY DEVELOPMENT cc: Mr. Roger 011enburg Roger 011enburg and Associates 515 - 116th Avenue NE, Suite 202 Bellevue, WA 98004 The above listed review comments should be responded to in itemized letter form. We, therefore, recommend that the permit applicant have the Structural Engineer of Record, Symonds Consulting Engineers, Inc., respond and resubmit two copies of revised drawings and one copy of supplemental structural calculations directly to our office, as required. We have forwarded a copy of this letter to the architect at Roger 011enburg and Associates for your convenience. If you have any questions or require any additional clarification, please call me directly at (206) 255 - 3099. • Crystal Kolke Robert Fossatti Associates Consulting Engineers 2212 Camas Circle S.E. Renton, WA 98055 Regarding: 97-T-08: City of Tukwila John W Rants, Mayor Department of Community Development Steve Lancaster, Director Dear Crystal Kolke: Southcenter BP - Canopy (D97-0097) Please do structural review per U.B.C., 1994 Edition. Sincerely, Shellie L. Bates Permit Technician 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431-3670 • Fax:(206) 431-3665 - COPY ., �_ _�� jf i City of Tukwila John W. Rants, Mayor d••: 0 '... Department of Community Development 1908 11. March 27, 1997 Mr. Roger 011enburg 515 -116th Avenue Northeast, Suite #202 Bellevue, Washington 98004 Dear Mr. 011enburg: SUBJECT: Development Permit Application Number D97 -0097 Southcenter BP (Canopy over Fueling Facility) 16200 West Valley Hy This letter is to inform you that your permit application received at the City of Tukwila Permit Center on March 25, 1997, was reviewed at the March 27, 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, $th4 `f�ttrs0 Kelcie J. Peterson Permit Coordinator File: D97 -0097 Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 4313670 • Fax (206) 4313665 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 87'47'19" 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 EASTERLY 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 87'47'19" 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 8530'26" EAST 41.14 FEET TO THE EASTERLY MARGIN OF SAID HIGHWAY AND THE TRUE POINT OF BEGINNING OF THIS DESCRIBED LINE; THENCE CONTINUING SOUTH 8530'26" 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 MAR 2 5 1997 PERMIT CENTER �+ ill, B r SOUTHCENTER NEW SERVICE STATION RETAIL - \ /I-i AA ■irNT 16200 WEST VALLEY HIGHWAY TUKWILA, - ON d/ ■ Information Owner 98109 Project TUKWILA STA. c/o EVAN ZEFKELES 600 WESTLAKE NORTH SEATTLE, WASHINGTON PHONE 206 FAX 206 Architect ROGER OLLEE 515 116th AVENUE BELLEVUE, WASHINGTON PHONE 206 FAX 206 Scope of Work Vicinity Map Ltt oaa o NNNN OI I� O m §Rm m 1�NM M Z 3 i 3 i g o g!!" � g04 � DEVELOPMENT OF NEW RETAIL FACU RIFS TO INCLUDE THE FON OWING: i SITE 1. A NEW SERVICE STATION WITH DISPENSERS, 2 UNDERGROUND TANKS AND AN OVERHEAD CA 2. A CONVENIENCE STORE BUILD! 3. A CONVEYOR SYSTEM CAR WA 4. LANDSCAPING ALONG WEST VALLEY H IGHWAY AND THROUGHOUT ME. 5. PAVED CIRCULATION AND PARKING AREAS. 6. STORM WATER COLLECTION - CONVEYANCE SYSTEM. ry 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 CENTERUNE OF WEST VALLEY HIGHWAY. ALSO KNOWN AS STATE ROAD NO. 181, WITH THE NORTH LINE OF THE SOUTH 210 FEET CF 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 0851'30 WEST ALONG SAD EASTERLY HIGHWAY MARGN 608.08 FEET TO THE SOUTH UNE OF THE CITY OF SEATTLE'S BOW LAKE PIPELINE RIGHT -OF -WAY; THENCE SOUTH 87'13'12 EAST ALONG SAID SOUTH RIGHT -OF -WAY UNE 273.28 FEET TO THE WESTERLY UNE 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 01'13'24 EAST ALONG SAID WESTERLY RIGHT -OF -WAY UNE 791.76 FEET TO THE NORTH LINE OF THE SOUTH 210 FEET OF SAD GOVERNMENT LOT 11; THENCE NORTH 874719' WEST ALONG SAID NORTH UNE 165.55 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 UNE OF THE HENRY MENDER DONATION CLAIM NO. 46 AND THE CENTERUNE 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 8530'26' EAST 41.14 FEET TO THE EASTERLY MARGIN OF SAID HIGHWAY AND THE TRUE POING OF BEGINNING OF THIS DECRIBED UNE; THENCE CONTINUING SOUTH 8530'26' EAST 227.79 FEET, MORE OR LESS, TO THE WESTERLY MARGIN OF SAD PUGET SOUND ELECTRIC RAILWAY RIGHT -OF -WAY AND THE TERMINUS OF THIS DESCRIBED UNE AUDITOR'S FILE NO. 8508141047 Drawing Index SITE DEVELOPMENT INFORMATION CONTROL PLAN MD UTILITY PLAN PLAN (M.P. 7.59 TO M.P. 11.37) DRAINAGE CAR WASH 1 SITE PLAN AND PROJECT C1 TEMPORARY EROSION C2 GRADING, DRAINAGE PLAN C3 FRONTAGE IMPROVEMENTS 3 OF 3 CHAIN EUZATION PLAN NORTHWFST FXPO CFNOR STORM CW.A1 FLOOR PLAN CW.A2 BUILDING ELEVATIONS CW.A3 BUILDING SECTIONS CW.A4 WALL SECTIONS CW.AS CEILING AND ROOF PLAN CW.A6 WINDOW AND DOOR DETAILS CW.A7 SCHEDULES AND ELEVATIONS CW.S1 FOUNDATION PLAN CW.S2 FLOOR PLAN CW.S3 FOUNDATION DETAILS CW.S4 ROOF FRAMING PLAN CW.S5 WALL DETAILS AND NOTES CW.P1 PLUMBING FLOOR PLAN CW.P2 PLUMBING PLAN & DETAILS CW.AC1 HVAC PLAN CW.E1 ELECTRICAL SCHEDULES & DETAILS CW.E2 UGHTING AND POWER PLANS CW.FA FIRE ALARM PLAN CANOPY CA.A1 PLAN AND ELEVATIONS S1 PLAN AND SECTIONS S2 DETAILS 4 F FUELING FACILITY S -14 GRADING AND STORM S -15 GRADING AND STORM L? LANDSCAPE PLAN 12 IRRIGATION PLAN CONVENIENCE STORE DRAINAGE DRAINAGE DETAILS AND SCHEDULES NOTES AND DETAILS AND SCHEDULES DETAILS ONE LINES & LOAD CALC PLANS CS.A1 FLOOR PLAN CS.A2 BUILDING ELEVATIONS CS.A3 BUILDING SECTIONS CS.A4 WALL SECTIONS CS.A5 ROOF PLAN AND DETAILS CS.AS CEILING PLAN CS.A7 WINDOW AND DOOR DETAILS CS,A8 DETAILS CS.A9 SCHEDULES AND ELEVATIONS CS.F1 EQUIPMENT PLAN CS.S1 FOUNDATION PLAN CS.S2 FRAMING PLAN AND NOTES CS.S3 FRAMING DETAILS CS.P1 PLUMBING PLAN, NOTES, CS.P2 SUPPLY AND GAS PLAN, CS.AC1 NOTES, LEGENDS, DETAIL, CS.AC2 HVAC PLAN, NOTES AND CS.E1 ELECTRICAL SITE PLAN CS.E2 ELECTRICAL SCHEDULES CS.E3 LIGHTING AND POWER CS.FA FIRE ALARM PLAN G1 SEE PLAN AND PROJECT INFORMATION G2 PLANS AND MATERIALS LIST 03 TANK SECTIONS AND DETAILS REFERENCE SURVEY DRAWING /M PANT ItO' :, I I f. Efflie "�■ i♦ _ Yo-F 23'- WIDE PAINT STRI'ES G LINE & DIAGONALS _ _; = ___ =___- 7UKWILA :I.EIT=Y343=T.R5:=IcLA:EA7-SEM=ENT TT„ - 7 ° - - - - NEW GATE S 0 122 ._..- _.. - -- IJIISR FENCE I ,j��� -t � - y.' II 05 51' W 10' W THOITEE - NEW N 1G_LA )A (5R8 ?1)1AU ) T u %RD%T; W WAWA FENC 3. LOCATION OF UNDERGROUND URLTOES SHOWN ON THESE DRAWINGS WERE OBTAINED BY A SEARCH OF AVAILABLE RECORDS. NETHER THE OWNER, THE ARCHITECT NOR THE ENGINEER ASSUME ANY RESPONSIBILITY FOR UTILITIES OR STRUCTURES NOT SHOWN OR NOT IN THE LOCATION SHOWN IN THESE DRAWINGS. THE CONTRACTOR IS REQUIRED TO TAKE PRECAUTIONARY MEASURES TO PROTECT THE UTILITY LINES SHOWN, AND 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 SE USED FOR BIDDING PURPOSES ONLY. 3 NOTES: 1. 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 ST THE CONTRACTOR'S OPERATIONS SHALL BE REPAIRED 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 HIS OPERATION DURING CONSTRUCTION, AND SHALL TARE ALL NECESSARY PERCAUTIONS TO AVOID DAMAGE TO THE SAME THE CONTRACTOR SHALL USE EXTREME CAUTION WHEN WORKING NEAR OVERHEAD OR UNDERGROUND POWER AND /OR TELEPHONE FACILITIES TO SAFELY PROTECT ALL PERSONNEL AND EQUIPMENT. THE CONTRACTOR SHALL BE RESPONSIBLE FOR TEL COSTS AND LIABILITY IN CONNECTION THEREWITH. 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 THE INTERNATIONAL SYMBOL OF ACCESS AND THE PHRASE STATE DISABLED PARKING PERMIT REQUIRED'. BELOW INTERNATIONAL SYMBOL SIGN MOUNT SIGN WITH THE PHRASE "VAN ACCESSIBLE'. 5. RAMPS SHALL BE AS FOLLOWS: MAX SLOPE = 1:12 MAX LENGTH = A' M'S RISE = 6 WIDTH = 44' WITH DIAMOND PATTERN TACTILE SURFACE 6. ALL SIGNS SEPARATE PERMIT. FILE COPY unc.. - TIUn suT'- • '. c.:. , ; -:d omissions • i plc..:. not authorize the violation of c.; a'op:_J code d• orditlmLs% RSoSIPM of contractor's copy of op E ,Qa (i1 / � k_ Data (ET /7 Permit No. REVISIONS NO CHANGES /:SHALL BE MADE TO T.IO SCOPE OF;:WORK WITHOUT PRIOR A?..PROVAL OF TUKWILA BUILDING DIVISION. ;;NOTE: REVI_IONS WILL' REQUIRE A NEW PLAN sown, AND t:AY I:.LUDE ;ADDTIONAL PLAN REV,W F:: BELL SIGN CURB CAN*/ SEPARATE PERMIT REQUIRED FOR: MECHANICAL L✓1 ELECTRICAL ❑ PLUMBING ❑ GAS PIPING CITY OF TUKWILA BUILDING DIVISION e CITY OF TUKWILA APPROVED OCT 15 1977 RECEIVED CITV OF TUKWILA 1 °_E7 PERMIT CENTER CALL BEFORE YOU DIG 1 -800 -424 -5555 PPE%b -c ;' D11.- ecq . 0. PROJECT: 9621ZEF FILE: 9621 -1 DRAWN SY: JSA / ©N CHECKED BY: R 0 DATES: DESIGN REVIEW PERMT RENEWS/ 4/97 0 060/97 BID SET CONSTRUCTION SET _ UNDERGROalTUEL STORATETAN-K-S CO I 2 „ 0 , ..`1 I" 90 .1. 0 :0 I " J L S‘NVENIENCE / STORE - 52' X 44' FIN. FLOOR ELEV. 24.80 RIM EL INV EL = 20.63' INSTALL TEMPORAR' c ONSTRUCTION ENTR EXISTIN DIVEWAY 22 EX SS MN RIM a = 24.1 656 61 = 2 INS SILT OU INSTALL SILT) I FEN ALONG NOR117 PROPERTY IJ1 I N v I , I ' d I I , „, \,‘■\ ---GTrArt ION Lt. TEMPORARY ON FILTER ON EX CO 22 - - - - — — INSTALL SILT FENCE ALONG EAST PROPERTY - — LINE WEST OF EXISTING CITY TRAIL FENCE INSTALL TEMPORARY SILTATION FILTER ON OUILET_PIPE- TUKWILA-Ci-TY_ TRAIL 5 01-1324--E-791:76'PEEDr GATE S 012222" E 790.62' CALC 1' = 20' 2' 16' ziy 3tY ah• X TEMPORARY EROSION CONTROL PLAN X - INSfALL CB PROTECTQN INSTALL ---- ,CB PROTECTION - ‚ I _ - 24 - INSTALL CB PROTECTION EX CO —RIMEL -= GATE O INV EL = 20.79' C. EX CB ---- - RIM EL = 22.79' S NCE ,R NN EaE M i, 73 75 150, .5;_28: ----- 22 i2IIIS O 9. C CURB --t"-1171-BELf.. SIGN er-r 49-T-1.*° - 2. 3. 5. 6. 7 STAPLES OR WIRE RINGS (TYP.) FIFER FABRIC MATERIAL M RAFI 100X OR EQUAL BETTER, OR MATERIAL IN 8"X12" TRENCH BURY BOTTOM OF ELIE FILTER FABRIC MATERIAL FOR FILTER FABRIC 'ECE WIRE MESH SUPPO PROVIDE WASHED GRAVEL OR g SOIL AS GOVERNMENT LOCAL 1111.111. CONSTRUCT PERFORATED STAND PI P AT END OF EACH POND OUTLET. TEMPORARY EROSION CONTROL NOTES THE TEMPORARY EROSION/SEDIMENTATION 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 UNTIL CONSTRUCTION AND LANDSCAPING IS COMPLETED AND THE POTENTIAL FOR ON- SITE EROSION HAS PASSED. WHERE POSSIBLE, MAINTAIN NATURAL VEGETAIION FOR SILT CONTROL. TEMPORARY SILTATION AND DETENTION PONDS TO BE CONSTRUCTED AS SHOWN. 4. ALL TEMPORARY SILTATION AND DETENTION PONDS SHALL BE MAINTAINED IN A SATISFACTORY CONDITION UNTIL SUCH TIME THAT CLEARING AND/OR CONSTRUCTION IS COMPLETED AND THE PERMANENT DRAINAGE FACILITIES ARE OPERATIONAL. RETURN SILTATION CONTROL AREAS TO ORIGINAL CONDITION. ONCE WORK HAS STOPPED IN ANY AREA STRIPPED OF VEGETATION, FOR A PERIOD NOT TO EXCEED 60 DAYS, IT MUST BE STABILIZED W111-1 GRASS OR OTHER EROSION CONTROL TREATMENT. APPROVAL OF THIS PLAN DOES NOT CONSTITTJTE AN APPROVAL OF DESIGN, SIZE NOR LOCATION OF PIPES, RESTRICTIONS, CHANNELS OR RETENHON FACILITIES, BUT IS AN APPROVAL OF TEMPORARY SEDIMENTATION PLAN ONLY. HAI' 1.1111 SILTATION FENCE DETAIL CATCH BASIN PROTECTION NO SCALE 2"X2"X14GA. WELDED MESH OR EQUAL ORE NO SCALE 6.0 MIN. CO OF TUKWILA APPROVED NO SCALE TEMPORARY CONSTRUCTION ENTRANCE -QE FERENcE OW? sEE cow. 5ToRe Dc17-ooq ' PER M 7 PIPE TO CONTROL STRUCTURE FOR ALL %Vic t rr LAI ILI TY PERM rr ; T FILTER DETA IL OCT 1 5 1997 CITH UP yo PEFWATV CENTER REVISIONS: C ' 641-97 DATE: 3/24/97 DESIGN: JPM DRAM, JPM CHECICED: REVISION NUMBER: scALE: 1"=20' PROJECT NUMBER: OEVT0005 SHEET NO. OF 3 Cl APPD. PLANT SCHEDULE SYMBOL QTY. BOTANICAL NAME / COMMON NAME SIZE NOTES TREES ,' 5 AGES FREEMANII 'JEFFERSRED' / AUTUMN BLAZE MAPLE 2" CAL. Bb B, MATCHED FORM 1111 *ri H BETULA PAPYRIFERA / PAPER BIRCH I -3/4" GAL. 13413, MATCHED FORM 1..., 10 FRAXINUS P. MARSHALL SEEDLESS' / GREEN ASH 2" CAL. BSB, MATCHED FORM 14 PSEUDOTSUGA MENZIESII / DOUGLAS FIR 6' HT. S$ B, L ; U SINGLE FUL LEADE SHY SHRUSS OF 20 GORNUS STOLONIFERA 'FLAVIRAMEA' / YELLOW -TWIG DOGWOOD 5 C-,AL. FULL FOLIAGE, 45" O.G. 05 25 GORNUS STOLONIFERA / RED -TWIG DOGWOOD 5 GAL. FULL FOLIAGE, 48" O.G. EA 6 EUONYMUS ALATA 'COMPAOTA' / DWARF WINGED EUONYMUS 5 GAL. FULL FOLIAGE, 4S" O.G. JO I4 JUNIPERUS C. 'FRUITLAND' / JUNIPER 5 GAL. FULL FOLIAGE, 48" O.G. PF 33 POTENTILLA FRUTICOSA 'GOLD DROP' / BUSH CINQUEFOIL 5 GAL. FULL FOLIAGE, 36" O.G. TO 25 THUJA OOCIDENTALIS 'PYRAMIDALIS' / ARBORVITAE 6' HT. B6B, 30" O.G. GROUNDCOVER GO TONEASTER 'CORAL BEAUTY' / BEARBERRY GOTONEASTER 4" POTS. 18" O.G. MEI ARGTOSTAPYLOS WA -UR51 / KINNIKINNIGK 4" POTS. IH" O.G. f/ EROSION CONTROL HYDROSEED SEE NOTES • SOD SEE NOTES r � r o 0001: 00 010o0 5 OF 4 05 4 OF 0 10' 20' SCALE: 1" = 20' - 0" 40' 0 ro c( w I .21161' =� � � I 11_ I= I -1 I I I —I " 11 1I-1I I ;,111 =1 Mi1E111 1=1 � 1 -111– _I 11 =1TI— 2 X ROOTBALL DIA. OSHRu PLANTING NOT TO SCALE 80' *14 S OS 4 SET GROWN AT NhZSERY HEIGHT BARK MULCH PER SPECS BACKFILL TO CONSIST OF TOPSOIL PER SPECS. ADD FERTILIZER PER SPECS. SCARIFY R00113/41 ON CONTAINER MATERIAL. REMOVE TOP IN OF BURLAP ON B6B MATERIAL. JG 6 05 3 05 -5OF 5 OF NOTE. SPACING FOR GROUNDCOVER TO BE TRIANGULAR PER DISTANCE SHOWN ON PLANT SCHEDULE. ci: GROUNDCOVER SPACING NOT TO SCALE PLANT TREES HIGH ENOUGH TO ALLOW POSITIVE DRAINAGE r. AWAY FROM ROOTBALL 0 / top k.10•0 41100 09/ N000t.--4-411r E s E .sue° L N C t O "L:f , � ww. 51 E M ir pq-oos p LANDSCAPE I Rgi619-77oN II �� - I T.� Y �� • • If�i4lll'�. Peg Al fT. Ililloll h'yl'illllll, PIT TO BE TWICE THE ROOTBALL DIA. :iii: ON GRADE TREE PLANTING NOT TO SCALE LANDSCAPE NOTES I. Landscape drawings are based on the Site Plan prepared by Roger 011enburg and Associates. Notify the architect of any discrepancies between actual Pie Id conditions 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 of all property, persons, work In progress, structures, utilities, survey markers and paved surfaces from damages Incurred arising from this Contract. Verify locations of all existing underground utilities prior to commencement of work. 3. Glean all paved surfaces free of soli 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 fora 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 ore, vices for this work. Comply with all applicable codes, regulations and ordinances which pertain to this work. 1. Make no materials substitutions without the written approval of the Owner's Representative. S. All plant material Is subject to Inspectlon,•and approval or rejection by the Owner's Representative. .1. 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 Pacific Topsoils 5 -Way Mix as required to achieve Indicated looming. Place a minimum of 6" oP topsoil In all new planting areas. II. Install 2" of fine ground bark over ail new landscape areas. 12. Place 15 lbs. of 10 -20 -20 granular fertilizer per 1000 s.f. over all new landscape areas. Place AgriPorm 21 gram 20 -10 -5 fertilizers tablets at all trees (2 per) and shrubs (I per). 13. Actual plant quantities shown on 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 completion oP the contract work, maintenance Issues and punch list Items. 15. Erosion control hydroseed shall consist of the following mix: 55% Chewings Fescue, 40% Perennial Ryegrass, and 5% Dutch White Glover. Apply seed at a rate of 4 lbs. per 1000 square feet. Hydroseed slurry to be mixed with 10 -20 -20 fertilizer at a rote alb, per 1000 square feet, Silva Mulch at a rate oP 40 lbs. per 1000 square Peet and J -tac Binding Agent at a rate of II lbs. per 1000 square feet. Promptly re -seed all areas which do not germinate within 14 days. Ease of bioswale to be lined with Emerald Turf "Shadowmaster" or approved equal. Width of sod strip to be a minimum of 4' wide. re -seed all areas which do not germinate within 14 days. IS. SECURE TRUNK WITH DOUBLE STRAND OF 14 GAUGE 6ALV. WIRE WRAPPED IN CLEAR VINYL. TWIST TIGHT. 2 SVC' LOD6EPOLE PINE TREE STAKES WITH CONICAL POINT TREE WRAP (IF SPECIFIED) 36' DIA. TREE WELLS IN LAWN AREAS. FILL WITH 2' OF SPECIFIED MULCH. REMOVE TOP 1/3 OF BURLAP. LOOSEN WIRE BASKETS. SUBSRADE CITY TOKIMIIA APPRO (tD OCT 151 RCEI`: D BACKFILL PIT WITH 50% CITY OF TL'K4'JILA TOPSOIL AND 50% NATIVE SOIL. ADD SPECIFIED FERTILIZER TO MIX PERMIT CENTER ARK H. BRUMBA G STATE OF WASHINGTON REGISTERED LA 7S., fr. • C ITE: v CERTIFICATE NO. 458 N >I F �a U) N .O N't °. O 0 0 50 0c0 =m In 30 c coTcn N® p a �oONm C d Z i cn G Oro -C N C d j B m < = d co o o m; N a � 0 N C) ti N m • z O 1 - 2 4 Q W = 1— 2 ma E V O N w » 6 a cW >3 w )J Jw '62 aa 3 = m g.. W z m PROJECT: 9650BPTW FILE: 9650 DRAWN BY: Ml / OR CHECKED BY: CB DATS: DESIg REVIEW PERMIT REVIEW S ')'•J. BID SET C' CONSTRUCTION SET IRRIGATION SCHEDULE SYMBOL DESCRIPTION P.S.I. RADIUS G.P.M. RAINBIRD 1806- SAM- PRS -15F-FLT, b" POP -UP SPRAY In NN N 000 AAA In:, x 3.1 RAINBIRD 1806- SAM- PRS -I5H -FLT, 6" POP -UP SPRAY 1.85 RAINBIRD 1806 - SAM -PR5 -150 -FLT, 6" POP-UP SPRAY 0.93 RAINBIRD 1806- SAM- PR5- 15VAN, 6" POP -UP SPRAY 1.85 RAINBIRD 1806 - SAM- PRS -10H-FLT, 6° POP -UP SPRAY 0.19 RAINBIRD 18O6- SAM- PRS -IO0-FLT, 6" POP -UP SPRAY 039 RAINBIRD 1806- SAM- PRS- I0VAN, 6" POP-UP SPRAY 122 RAINBIRD 1806 - SAM- PR5 -8H -FLT, b" POP-UP SPRAY O 0.19 RAINBIRD I80b- 5AM- PRS-8Q -FLT, 6" POP -UP SPRAY 0.39 RAINBIRD 1806 - SAM- PR5 -8VAN, 6" POP -UP SPRAY 1.19 RAINBIRD 18O6- SAM -PRS -6 -VAN, b POP -UP SPRAY 0.34 RAINBIRD 1806- SAM- PRS -PCS -040, 6" POP -UP SPRAY 0.40 RAINBIRD 1806- 5AM- PRS -P03 -020, b" POP-UP SPRAY 0.20 RAINBIRD 180b- SAM- PRS- I5EST, 6" POP -UP SPRAY 0.61 RAINBIRD l00 -PEB, I° REMOTE CONTROL VALVE RAINBIRD 150 -PEE, IY2" REMOTE CONTROL VALVE Ilg" FE800 805 Y, DOUBLE CHECK VALVE ASSEMBLY WITH RAINBIRD 130 -PEE Ilg" MASTER VALVE RAINBIRD ESP -8LX., MULTI- PROGRAM HYBRID CONTROLLER W/ PED -DDI6, WALL MOUNT CLASS 200 PVC 2" MAINLINE. CLASS 200 PVO LATERAL LINE (SIZE AS NOTED) SCHEDULE 40 PVC SLEEVING (TWICE SIZE OF INTERIOR PIPE) 4 29 5 33 5 22 IRRIGATION CONTROLLER CONVENIENCE STORE f � 1 1 i0 0 000H .0 Oho", Q L - - -- r 1ST iATk5L ''''I'll 9/4 S1¢ I X Is E 6.itZ VIPER I EO REM 2 COMPACT SU'SGRADE PER BAGKFILL a TRENCHING SPECIFICATIONS O SLEEVING DETAIL NOT TO SCALE PVC SCH. 40 SLEEVING MIN. 2X DIAMETER OF ENCLOSED PIPE 2" PVC SCH. 40 WIRE SLEEVE NOTE. BAGKFILL TO BE FREE OF 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. O TRENCHING TSCALE T L E ENCE ONLY SEE D 7ocs: PVC LATERAL LINE INSTALL POP -UP SPRINKLER HEADS 3" ABOVE GRADE AND ADJUST TO FINISH GRADE. SEE PLAN FOR MODEL AND BRAND. FINISH GRADE (I) MARLEX FITTING O POP - UP HEAD / FUNNY PIPE NOT TO SCALE (2) SPIRAL BARB FITTINGS —SWING PIPE (IS" MAX.) ELL G (OR TEE). NOTE: THIS DETAIL APPLIES ONLY TO POP-UP SPRAY SPRINKLER HEADS, INSTALL ALL STREAM ROTOR SPRINKLER HEADS ON TRIPLE SWING ASSEMBLIES. AUTOMATIC CONTROLLER 120 V POWER BY OTHERS 2" P.V.G. CONDUIT FOR CONTROLLER WIRES FINISH GRADE —S 2" P.V.G. SWEEP ELL � 15 15 �� 15 -0- - • .15.. BUILDING WAL NOTE: INSTALL ALL WIRING PER LOCAL CODE. O AUTOMATIC CONTROLLER / NALL MOUNT NOT TO SCALE RRiGATION NOTES . Irrigation drawings are based on the Site Plan prepared by Roger 011enburg and Associates. Notify the architect of any discrepancies between actual field conditions and the drawings. 2. Provide protection of all property, persons, work In progress, structres, utilities, survey markers and paved surfaces from damages Incurred arising from this Contract. Verify locations of all existing un utilities prior to commencement of work. 5. Clean all paved surfaces free of soil and debris on a dally basis. 4. Provide Irrigation system maintenance beginning at the first of materials and continuing until 30 days beyond Final Acceptance Including all adjustments of materials and settings. 5. Guarantee all materials and workmanship fora period of one year 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 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. 1. Provide 12OV electrical service from the the building to the automatic controller. 8. Head and pipe layout Is diagrammatic. Adjust In field as necessary to provide adequate coverage. P. Contract work Includes (I) startup of the system at Sop of Installation and (I) wInte. In Foil fallowing Installation. PInterizatIon 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. II. Provide reproducible record drawings at I " -2O' for all Irrigation work. • I r dJ I . SERVICE LINE ` DRAIN ROCK MIN. 12" DEPTH IRRIGATION METER (SEE CIVIL DRAWINGS) CITY APPROVED VAULT IN/ LID - DOUBLE CHECK - QUICK COUPLING VALVE VALVE ASSEMBLY I 'OR 1/2" IN LAWN AREA 2 IN BED AREAS FINISH GRADE • PEA GRAVEL - ANGLE VALVE SHUT OFF qq�� ;moo a ° o: STUB E FROM METER O POINT OF CONNECTION NOT TO SCALE PROVIDE FOR A 24" LOOP OF EXCESS WIRE WATERPROOF WIRE CONNECTORS STANDARD CARSON VALVE BOX. EGTRIC CONTROL VALVE PVC SCH. 80 NIPPLE PVC 5x5 904, PVC SGH. 80 NIPPLE — 5CH. 40 PVC MAINLINE TEE MAINLINE 0 REMOTE CONTROL ZONE NOT TO SCALE - MASTER VALVE - INSTALL PLUGS 1 TEST COCKS (TY S _ DRAIN ROCK MIN. 12" DEPTH CITY OF TUKWILA APPROVED OCT 1 5 1937 RECEr; CITY OF TL PERMIT CENTER STATE OF WASHINGTON REGISTERED LA A'CHIT T . /. ,1 •° MARK H. BRUMBAU CERTIFICATE NO. 458 / 1 cg,• oca 9 PROJECT: 9650BPTW FILE: 9650 DRAWN BY: MI / CR CHECKED BY: CB DATES: DESIGN REVIEW PERMIT REVIEW BID SET CONSTRUCTION SET sheet: rof I -- t I J Dq7 0097 FOUND 2x2 CEDAR HUB SET BY SEATTLE WATER DISTRICT STA.185 +05.05 ON THE CENTERLINE OF BOW LAKE PIPE LINE REPLACED HUB 111711 1/2" REBAR AND CAP LS #5524 (6/14/95) BURIEQ -C FOUND TACK ON LINE HWY SR 15 MAPLE 15" CEDAR - SPEEIT(IMIT EDGE P FOG LINE 214 67 (MEAS) 0 EX SS MN RIM EL =2 INV EL = 13 2 22 STATE HWY AP STA. 156+ +15.10 FOUND PIPE FILLED W/ CONC W/ METAL PIN IN CONC. (8/95) CENTERLINE P.S.P. & L. Co FOUND 1/2 REBAR & CAP LS #5524 (6/95) AR UNALBE 10 FIND EDGE OF PAVEMENT -\\_.__ = = =<s- \ 171.77 SS G RP 15' UTILITY EASEMENT ----- ..9,y_ A/F NO. 8506141047 1 O PAVEMENT S 01°13:24" „ E 791.76, (DEED) ` —� S _01 22" E � 7 ^ 90.. ? 62 (CALCC) �_ JJ V�lK7� .�1 18 "___. ...--. - EXTRUDED CONCRETE CURB 0 ,42______ 8" h SS � B.S.B.L. ry to ` `tr -__P_ _ - -GAURD RAIL `� ', Sg 6� '1 rye' T Q EX CB RIM EL = 22.53 INV EL = 20.63' 9� rye. T ■ j L� %JJ AIL ROAD 77ES 6q CONCRETE ALK BENCH POLE�'� SLOPE EA6 /F NO. X 22 -- P.S.P. & L. Co R /GH t - OF VVA Y (AF# 2629432 & AF# 2644020) P OOD DOCK AREA w 50.44' I D STEP. FOUNDATION LINE OF BUILDING 0.100D DECK FINISH FLOOR ELEVATION = 28.80' . AREA • 84, 859.21 sq. ft. • 1.95 acres FRAMED WALKWAY BETWEEN CARS EAVE 13.15' 27 - CONCRE IN \ r pSPNp,l 1PR� j (RAIL ROAD \ 77ES S 0122'22" E yy9 1 I� SL = 22.43 = 21.23' N / a ti a X7URE : -.f YY1v' O -S'90 P _ = PAVEMEN e 08, _ _ - ROAD TIES = ° P A - OLT LE 3 �•P ` � G EDGE POWER POLE 08 �11 W FOG LINE 08 1 CONSTRUCTION CENTERLINE 07�L E OF STATE RO AD 181 OLD CENTER THE WEST VALLEY HIGHWAY I' ;I I II X( '' ' i 4' CONCRETE °' - ALKWAY '� -- I k 2sss ---2-:5'%' II n \ / II ;i 12" CHERRY 1 0R01 H II ' i ,L n i t 4' CONCRETE n - - WALKWAY I - 7 M ;i I, u ;, I I �� ryA --I-- --� �_�_= I SL F N0 AS65253 8 TRANSMISSON POLE - 141774 4'x4' CONCRETE BASE ` II i 4 ?J =z� ■ ii 18 6H n _.I' 4' CONCRETE ALKWAY n it n , 6 7REE l o AE` it __:_: a 85.L . i y 11 - - A ryA }x- 1 EX CB RIM EL = 22.94' INV EL = 2079' A EX CB - RIM EL = 22.59' INV EL = 20.59' 12" S_ COULD NOT FIND C OUTLET ;11 15" C 23.84 15" CEDA ` I 'V 1 - - .a� T ELL BELL SIGN n MAPLE CEDAR EX SSIMH DROP MANHOLE RIM =-2J,55' INV EL IN = 1EO5' -B INV E/. OUT = 15.32' 8"_ t o n SD -SS rr VERTICAL CURB E ST MH TRASH ENCLOSURE 12 "LSD EX RIM INV INV 98' (C tC) 0; = 26.02 L = 20.12' -36" L = 20.22' -12" I V EL = 20.96' 0 L EL = 23.83' —45 04 EB —P— �[S N� POINT OF BEGINNING (PCB) to 10 LEGEND ® FOUND EX MONUMENT IN CASE B FOUND EX MONUMENT ▪ FOUND EX TACK IN LEAD • SET 1/2" REBAR & CAP LS #5524 O FOUND 1/2" IRON PIPE OR EXISTING REBAR (NOTED) .722. ( (CALC M4 127• � = - FOUND TACK IN LEAD W /BRASS SHINNER LS# 22333 (6/95) GRAPHIC SCALE z, ( IN FEET) NOTES 1 Inch = 20 ft. INSTRUMENT. NIKON TOTAL STATION .1IM -A1OLG (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 REQUIREMNETS : FRONT 20.0' (B. S. B. L.) SIDE 10.0' REAR 10.0' TAX ASSORSS PARCEL NO: 000580 -0038 BENCHMARKS TBM - CITY OF TUKWILA BM # D -7 (HAD 29) METRO BM #ES445 BEING THE BOLT ON FIRE HYDRANT TOP BE7t/EEN THE WORD MUELLtR ON SOUTHEAST CONER EX CB OF INTERSECTION BETWEEN ANDOVER PARK EAST AND RIM EL = 24.42' STRANDER. INV EL - 22.12' -8" ELEVATION = 25.504 SET BM #1 SET SPIKE ON THE EAST SIDE OF POWER POLE AT THE NORTH SIDE OF THE SOUTH ENTRANCE OF ANDY DINER ELEVATION = 26.94' SET BM #2 NW CORNER OF STEEL PLATE FOR 7HE TRANSMISSION POLE. ELEVATION = 27.54' MIN IMMO ❑ EX EX O EX B EX • EX EX EX EX -OP- EX -OT -EX EX UTLITIES COMPANYS WATER - CITY OF TUKWILA SEWER - CITY OF TUKWILA STORM - CITY OF TUKWILA GAS - WAHINGTON NATURAL GAS POWER - PUGRT POWER TELEPHONE - US WEST TELEPHONE BOX POWER VAULT GAS METER GAS VALVE TRAFFIC JUNCTION BOX UTILITY POLE GUY WIRE LIGHT POLE • EX STORM MANHOLE -A ❑ EX CATCH BASIN O EX SEWER MANHOLE $ EX WATER VALVE EX WATER VALVE IN MANHOLE M1 A EX FIRE HYDRANT METER >= c EX CONIFER TREE EX WATER EX WATER METER VV TT EX GAS LINE EX UNDERGROUND POWER LINE EX USW PHONE LINE =50= EX STORM LINE = EX SANITARY SEWER LINE NOTE• ANY UNDERGROUND UTILITIES SHOWN HEREON ARE BASED SOLELY UPON INFORMATION PROVIDED BY OTHERES. TOUMA ENGINEERS DOES NOT ACCEPT RESPONSIBILITY OR ASSUME LIABILITY FOR THEIR ACCURACY OF COMPLETENESS. El EX SIGN 0 EX DECIDOUOS TREE OVERHEAD POWER OVERHEAD TELEPHONE WATER STATE HWY PC STA 167 +50.93 POINT OF COMMENCEMENT FOUND PIPE FILLED W/ CONC W/ NAIL IN CONC. (6/95) ECENED CITY R OF TUKWILA PERMIT CENT', 0 REVISIONS DESCR /PTION/DA7E RE'NSE 01 0/0 tY LINE PER SR ILH R JOB N0. 694- 001 -951 DES/GA•ED DRAWN DT COMP. CHECKED DATE DECEMBER 1996 DWO. N0. 69401BT..DWC 1 OF 7 SHEETS 5' -4" 12' -0" 23' -4" S ---[ FIEFEREI 3E DRAWINGS: SI AND S2 CANOPY STRUCTURAL PLAN AND 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 FIXTURE LOCATIONS MAY BE ADJUSTED WITHIN SPECIFIED TOLERANCES (±3) TO CENTER THE CUT -OUTS IN THE DECK PANEL OUTSIDE EDGE OF CONVENIENCE STORE FASCIA 20' -S" I=1 T e @ "F vER,U-( LOLL EO C ONE - TYPICAL 2 PVC )O11 SPOUT - CONTINUE DOWN ELLEN INTERIOR EXIT BELOW GRADE FOR CONNECTION BY OTHERS TYPICAL 2 Fr] 1S' -S" 13' -4" REFLECTED CEILING PLAN 20' - S" SCOPE OF WORK:. FABRICATION AND ERECTION OF CANOPY BY STEEL FABRICATOR INCLUDES: - PRIMED COLUMNS & STRUCTURAL STEEL - PREFINISHED STEEL PANELS EXCEPT COLUMN CLADDING - PREFINISHED STANDING SEAM ROOF PANELS - PREFINISHED ALUMINUM COMPOSITE METAL FASCIA AND BULLNOSE PANELS - CUT -OUTS FOR CANOPY UGHTS - ANCHOR BOLT TEMPLATES, ANCHOR BOLT WELDED CAGES - COLUMN CLADDING FOR 2 COLUMNS - NEON IN BULLNOSE - PREFINISHED STEEL CAPITOLS ATTACHED TO ROOF PANELS OTHER TRADES /SUPPLIERS AS DEFINED ELSEWHERE WILL PROVIDE THE FOLLOWING: - SPREADER LIGHTS, BP LETTERS, P.0.5. SIGNS - CANOPY UGHTS, INTERCOM SYSTEM - DISPENSERS, AMENITY UNITS - GROUTING - - WIRING FOR SPREADER AND INTERCOM IN DISPENSER - MONDCOLUMNS - SKYLIGHT 5' -4" 31" BP SIGN ✓ BACKLITE AMENITY UNIT ACM METAL CANOPY FASCIA - BP GREEN NORTH ELEVATION I /S" • 1' -0" ACM METAL CANOPY FASCIA - BP GREEN SOUTH ELEVATION VS" • 1' - 0" WEST ELEVATION - STORE VS" • P -0" BULLNOSE CANOPY - GREEN 9e1 EAST ELEVATION LI WEST ELEVATION - CANOPY ABP - -- -- OP NEON GREEN STRIPE 9ei PULL RADIUS ACM METAL MONOCOLUMN BACK OP CANOPY i CITY OF TUKWILA OPTV0YES OCT 151997 RECEIVED CITY OF TL'KWILA -6' PERMIT CENTER PROJECT: 9821ZEF PRE: 9821CAA1 DRAWN BW. JSA/EIN CHECKED BY: R 0 DATES: DESIGN RENEW PERMT REVIEWJ/ 4/97 98 7D/97 CONSTRUCTION SET • 0 'I _ I \ • PVC DOWNSPOUT CONTINUE DOWN COLUMN INTERIOR EXIT B OPd BELOW GRADE FOR C ECTION EIY OTHERS II • • i 1.4-41ti y ---- 0 *4 • ill MI 0 0 FABRICATOR SHAD. PUNCH C PANELS I'S 35- 3/S") TO RECEIVE E RECESSED ECESSED LIGHTS WV PRISMATIC DROP LENS WaliEWAY CC4008MHDPL 20 ('P, Emmoseep ryry 0 W -0TE (UN -SEE) L.I ( I CANOPY f 0 0 1 J 1 0 dl CAPITOL 30111X WHITE 3 x b"H EMBOSSED PANELS 3 x 1/4 STEEL TUBE SPREADER L SUPPORT 0 , 0 -.0--- ill o o o ■ 5' -4" 12' -0" 23' -4" S ---[ FIEFEREI 3E DRAWINGS: SI AND S2 CANOPY STRUCTURAL PLAN AND 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 FIXTURE LOCATIONS MAY BE ADJUSTED WITHIN SPECIFIED TOLERANCES (±3) TO CENTER THE CUT -OUTS IN THE DECK PANEL OUTSIDE EDGE OF CONVENIENCE STORE FASCIA 20' -S" I=1 T e @ "F vER,U-( LOLL EO C ONE - TYPICAL 2 PVC )O11 SPOUT - CONTINUE DOWN ELLEN INTERIOR EXIT BELOW GRADE FOR CONNECTION BY OTHERS TYPICAL 2 Fr] 1S' -S" 13' -4" REFLECTED CEILING PLAN 20' - S" SCOPE OF WORK:. FABRICATION AND ERECTION OF CANOPY BY STEEL FABRICATOR INCLUDES: - PRIMED COLUMNS & STRUCTURAL STEEL - PREFINISHED STEEL PANELS EXCEPT COLUMN CLADDING - PREFINISHED STANDING SEAM ROOF PANELS - PREFINISHED ALUMINUM COMPOSITE METAL FASCIA AND BULLNOSE PANELS - CUT -OUTS FOR CANOPY UGHTS - ANCHOR BOLT TEMPLATES, ANCHOR BOLT WELDED CAGES - COLUMN CLADDING FOR 2 COLUMNS - NEON IN BULLNOSE - PREFINISHED STEEL CAPITOLS ATTACHED TO ROOF PANELS OTHER TRADES /SUPPLIERS AS DEFINED ELSEWHERE WILL PROVIDE THE FOLLOWING: - SPREADER LIGHTS, BP LETTERS, P.0.5. SIGNS - CANOPY UGHTS, INTERCOM SYSTEM - DISPENSERS, AMENITY UNITS - GROUTING - - WIRING FOR SPREADER AND INTERCOM IN DISPENSER - MONDCOLUMNS - SKYLIGHT 5' -4" 31" BP SIGN ✓ BACKLITE AMENITY UNIT ACM METAL CANOPY FASCIA - BP GREEN NORTH ELEVATION I /S" • 1' -0" ACM METAL CANOPY FASCIA - BP GREEN SOUTH ELEVATION VS" • 1' - 0" WEST ELEVATION - STORE VS" • P -0" BULLNOSE CANOPY - GREEN 9e1 EAST ELEVATION LI WEST ELEVATION - CANOPY ABP - -- -- OP NEON GREEN STRIPE 9ei PULL RADIUS ACM METAL MONOCOLUMN BACK OP CANOPY i CITY OF TUKWILA OPTV0YES OCT 151997 RECEIVED CITY OF TL'KWILA -6' PERMIT CENTER PROJECT: 9821ZEF PRE: 9821CAA1 DRAWN BW. JSA/EIN CHECKED BY: R 0 DATES: DESIGN RENEW PERMT REVIEWJ/ 4/97 98 7D/97 CONSTRUCTION SET C 1 .110 NII4 .0-,91. FILLER PANEL —.--- SPREADER — MONOCOLUMN 0 -.0--- DISPENSER o o o ■ 5' -4" 12' -0" 23' -4" S ---[ FIEFEREI 3E DRAWINGS: SI AND S2 CANOPY STRUCTURAL PLAN AND 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 FIXTURE LOCATIONS MAY BE ADJUSTED WITHIN SPECIFIED TOLERANCES (±3) TO CENTER THE CUT -OUTS IN THE DECK PANEL OUTSIDE EDGE OF CONVENIENCE STORE FASCIA 20' -S" I=1 T e @ "F vER,U-( LOLL EO C ONE - TYPICAL 2 PVC )O11 SPOUT - CONTINUE DOWN ELLEN INTERIOR EXIT BELOW GRADE FOR CONNECTION BY OTHERS TYPICAL 2 Fr] 1S' -S" 13' -4" REFLECTED CEILING PLAN 20' - S" SCOPE OF WORK:. FABRICATION AND ERECTION OF CANOPY BY STEEL FABRICATOR INCLUDES: - PRIMED COLUMNS & STRUCTURAL STEEL - PREFINISHED STEEL PANELS EXCEPT COLUMN CLADDING - PREFINISHED STANDING SEAM ROOF PANELS - PREFINISHED ALUMINUM COMPOSITE METAL FASCIA AND BULLNOSE PANELS - CUT -OUTS FOR CANOPY UGHTS - ANCHOR BOLT TEMPLATES, ANCHOR BOLT WELDED CAGES - COLUMN CLADDING FOR 2 COLUMNS - NEON IN BULLNOSE - PREFINISHED STEEL CAPITOLS ATTACHED TO ROOF PANELS OTHER TRADES /SUPPLIERS AS DEFINED ELSEWHERE WILL PROVIDE THE FOLLOWING: - SPREADER LIGHTS, BP LETTERS, P.0.5. SIGNS - CANOPY UGHTS, INTERCOM SYSTEM - DISPENSERS, AMENITY UNITS - GROUTING - - WIRING FOR SPREADER AND INTERCOM IN DISPENSER - MONDCOLUMNS - SKYLIGHT 5' -4" 31" BP SIGN ✓ BACKLITE AMENITY UNIT ACM METAL CANOPY FASCIA - BP GREEN NORTH ELEVATION I /S" • 1' -0" ACM METAL CANOPY FASCIA - BP GREEN SOUTH ELEVATION VS" • 1' - 0" WEST ELEVATION - STORE VS" • P -0" BULLNOSE CANOPY - GREEN 9e1 EAST ELEVATION LI WEST ELEVATION - CANOPY ABP - -- -- OP NEON GREEN STRIPE 9ei PULL RADIUS ACM METAL MONOCOLUMN BACK OP CANOPY i CITY OF TUKWILA OPTV0YES OCT 151997 RECEIVED CITY OF TL'KWILA -6' PERMIT CENTER PROJECT: 9821ZEF PRE: 9821CAA1 DRAWN BW. JSA/EIN CHECKED BY: R 0 DATES: DESIGN RENEW PERMT REVIEWJ/ 4/97 98 7D/97 CONSTRUCTION SET 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' -O" 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. SEAM BRACE (24 TOTAL) SEE S - 2 #20GA GALV ROOF DECK SEE 0 12'- 25 POUNDS PER SQUARE FOOT BASIC WIND SPEED = 80 MPH, EXPOSURE C ZONE 3 5-6" 3' -6" 34' -0" PLAN 1/8" = 1' -0" CONSULTING 7' -8" 45 -4" 34 -4" 8' -0" 92' -0" 1601 Second Avenue Suite 1000 Seattle, Washington 98101 Phone (206)441 -1855 Fax (206)448 -7167 SYMON DS £NG !NEE RS 7' -8" W12x58 4. CONCRETE: MINIMUM 28 -DAY STRENGTH (f'c) = 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 -FT AND A NEGATIVE ALLOWABLE BENDING MOMENT OF 487 LB -FT. 7' -6" 34' -0" 5-6" 0 3' -F" U 23' -4" REVISION 4/16/97 12' -0" BY KSL 0 d M 0 CO 4 1 0 O I coz z II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I CO (4) 1" DIA BOLTS W/ PLATE WASHER 1/253x3 W 1' -0" MIN EMBE 7' -0" SQUARE DESIGNED KSL CHECKED NMD HEIL II DRAWN JS SCALE AS NOTED DATE 2/24/97 JOB NO. 96069 SECTION 1/4" = 1' -0" (4) 1" DIA BOLTS W/ PLATE WASHER 1/25303 ® 1' -0" MIN EMBED #5xI I@ 12" O.0 E.W. TOP & BOTTOM SECTION 1/4" = 1' -0" 41' -4" DECK LENGTH W14 CONC SLAB, SEE SHEET 1 Sate l" ?r 3l • J7 By i 0 I I I I I I I I 7' -0" SQUARE THESE D OCUMENTS REVIEWED FOR CONFORMANCE FOLLOWING ORDINANCES STRUCTURAL PER UNIFORM BUILDING Coc, 0 NONSTRUCTURAL PER UNIFORM BUILOINC COLE 0 WAC 51.20 BARRIER-HREE REGULATIONS THE APPLICANT IS RESPONSIBLE FOR CONFORMANCE WITH ALL APPLICABLE ORDINANCES SUBJECT TO REQUIREMENTS AND INTERPRETATIONS OP THE GOVERNING AUTHORITY Dew OA 5 . !2 . 37 CANOPY W12x58 TS10x1 Cx1 /4 COLUMN TIP OF 8 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON 2 SKYLIGHT BY OTHERS COORDINATE ATTACHMENT 'MTH MER W12x58 BEYOND BASE PLATE, SEF #5x[ I@ 12" O.0 E.W. TOP & BOTTOM II I I I I I I I I I I APR 2 5 199/ ROBERT'OSSAfTI ASSOC RECEIVED APR 2 C 1 "97 \— FASCIA BEYOND CONC SLAB, SEE CIVIL DWGS TS10510x1/4 COLUMN BASE PLATE, SEE MEP CITY OF TUKWILA APPROVED OCT 1 5 1997 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. I SHEET W14x53 W14x53 W14x26 ! W14x26 co N co N _ W14x26 oo N +- W14x26 I 3 12' -0" 12' -0" TYP ® 12' -0" 12' -0" _ . I W14x26 I W14x26 _ L j 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' -O" 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. SEAM BRACE (24 TOTAL) SEE S - 2 #20GA GALV ROOF DECK SEE 0 12'- 25 POUNDS PER SQUARE FOOT BASIC WIND SPEED = 80 MPH, EXPOSURE C ZONE 3 5-6" 3' -6" 34' -0" PLAN 1/8" = 1' -0" CONSULTING 7' -8" 45 -4" 34 -4" 8' -0" 92' -0" 1601 Second Avenue Suite 1000 Seattle, Washington 98101 Phone (206)441 -1855 Fax (206)448 -7167 SYMON DS £NG !NEE RS 7' -8" W12x58 4. CONCRETE: MINIMUM 28 -DAY STRENGTH (f'c) = 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 -FT AND A NEGATIVE ALLOWABLE BENDING MOMENT OF 487 LB -FT. 7' -6" 34' -0" 5-6" 0 3' -F" U 23' -4" REVISION 4/16/97 12' -0" BY KSL 0 d M 0 CO 4 1 0 O I coz z II I I I I I I I I I I I I I I I I I I I I I I I I I I I I I I CO (4) 1" DIA BOLTS W/ PLATE WASHER 1/253x3 W 1' -0" MIN EMBE 7' -0" SQUARE DESIGNED KSL CHECKED NMD HEIL II DRAWN JS SCALE AS NOTED DATE 2/24/97 JOB NO. 96069 SECTION 1/4" = 1' -0" (4) 1" DIA BOLTS W/ PLATE WASHER 1/25303 ® 1' -0" MIN EMBED #5xI I@ 12" O.0 E.W. TOP & BOTTOM SECTION 1/4" = 1' -0" 41' -4" DECK LENGTH W14 CONC SLAB, SEE SHEET 1 Sate l" ?r 3l • J7 By i 0 I I I I I I I I 7' -0" SQUARE THESE D OCUMENTS REVIEWED FOR CONFORMANCE FOLLOWING ORDINANCES STRUCTURAL PER UNIFORM BUILDING Coc, 0 NONSTRUCTURAL PER UNIFORM BUILOINC COLE 0 WAC 51.20 BARRIER-HREE REGULATIONS THE APPLICANT IS RESPONSIBLE FOR CONFORMANCE WITH ALL APPLICABLE ORDINANCES SUBJECT TO REQUIREMENTS AND INTERPRETATIONS OP THE GOVERNING AUTHORITY Dew OA 5 . !2 . 37 CANOPY W12x58 TS10x1 Cx1 /4 COLUMN TIP OF 8 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON 2 SKYLIGHT BY OTHERS COORDINATE ATTACHMENT 'MTH MER W12x58 BEYOND BASE PLATE, SEF #5x[ I@ 12" O.0 E.W. TOP & BOTTOM II I I I I I I I I I I APR 2 5 199/ ROBERT'OSSAfTI ASSOC RECEIVED APR 2 C 1 "97 \— FASCIA BEYOND CONC SLAB, SEE CIVIL DWGS TS10510x1/4 COLUMN BASE PLATE, SEE MEP CITY OF TUKWILA APPROVED OCT 1 5 1997 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. I SHEET 1/4" PL STIFFENERS, TYP W14 DECK CLIP, SEE SECTION 3/4" = 1' -0" SECTION W14x30 COPE AS REQ'D SECTION 3/4" = 1' -0" 35' 1/1 V ALUMINUM COMPOSITE MATERIAL (ACM) 5 1/2' 5 3/16" 9/16" 2' - 8 11/16" W14x53 It PL1 /4x8x6 W /(2) 3/4 lip +! DIA BOLTS it i CONSULTING 11/16" HOLES FOR 5/8" BOLTS, TYP 4 @ EA ASSEMBLY POINT /TYP @ ALL PL STIFFENERS SYMONDS ENGINEERS 1601 Second Avenue Suite 1000 Seotlle, Washington 98101 Phone (206)441 -1855 Fax (206)448 -7167 3/8" DIA BOLTS TYP L2x2x1/8 @ 48" OC TYP FLASHING — LAP JOINTS 1 1/2" MIN 1' -6" 2" V (3) #14 TEK SCREWS (2) #12 TEK SCREWS (2) #12 TEK SCREWS SECTION 3/4" = 1 -0" SECTION 1" = 1' -0" ROOF DECK SECTION 3/4" = 1' -0" REVISION 4/16/97 BY KSL L2x2x18GA CONT OVER BEAM — CUT & BEND AS REQ'D NIP 1' -3" ROOF DECK 20GA METAL GUTTER S1 W12x58 3/4" DIA BOLTS (TYP 4 PLACES) 1/4 > 206 <TYP 1/8" PLATE RING 3/8" DIA BOLTS TYP ALUMINUM COMPOSITE MATERIAL (ACM) SECTION 3/4" = 1' -0" LA I FLASHING — LAP JOINTS 1 1/2" MIN _ L2x2x1 /8 TYP \ #14 TEK SCREWS TYP (3) #14 TEK SCREWS L2x2x1/8 @ 48" OC TYP 6 1/2" 6 1/2" SECTION 1" = 1' -0" ALUMINUM COMPOSITE MATERIAL (ACM) -- 2" T LID SECTION t' -6" 1/8 DESIGNED KSL CHECKED NMD DRAWN JS SCALE AS NOTED DATE 1 /14/97 JOB NO. 96069 1/4" PL STIFFENER, EA SIDE PL 3/4x14x1' -6" TS10x10x1 /4 I F TYP W14x30 9/16" HOLES FOR 1/2" MACHINE BOLTS 20 CA GALV ROOF DECK 2" SQUARE PVC OVERFLOW SCUPPER (WITHIN 12" OF EA GUTTER DRAIN) SECTION 1 " = 1' -0" 3/8" DIA BOLTS TYP L2x2x1/8 @ 48" OC TYP FLASHING — LAP JOINTS 1 1/2" MIN 1 ,_ 6 " L2x2x1/8 TYP - -(3) #14 TEK SCREWS CANOPY 1/8" WASHER, OD =1 1/2" ID= 9/16" 1/2" DIA BOLT, TYP SECTION 3" = 1' -0" 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON CITY OF TUKWILA APPROVED OCT 151957 SEE #12 TEK SCREWS @ 4' -0" O.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 or S -2 BP SOUTHCENTER NEW SERVICE STATION RETAIL DEVELOPMENT 16200 WEST VALLEY HIGHWAY TUKWILA, WASHINGTON Owner 98109 SUITE 202 98004 Project Information TUKWILA STATION L.L.C. c/o EVAN ZEFKELES 600 WESTLAKE NORTH SEATTLE, WASHINGTON PHONE 206 623 -8517 FAX 206 623 -4565 Architect CONTACT PERSON: ROGER OLLENBURG ZONING: TUC BUILDING CODE: UBC 1994 FIRE CODE: UFC 1994 SEISMIC ZONE: 3 Scope of Work DEVELOPMENT OF NEW RETAIL FACII NITS TO INCA 110F THE FIG I OWING' ROGER OLLENBURG /ARCHITECT 515 116th AVENUE NE, BELLEVUE, WASHINGTON PHONE 206 451 -1232 FAX 206 451 -1841 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 SITE. 5. PAVED CIRCULATION AND PARKING AREAS. 6. STORM WATER COLLECTION - CONVEYANCE SYSTEM. Vicinity Map S OUTHCENTER _ I 01 0 SOUTHCENTER \/ M U1 N � \ = SITE Legal Description I THAT PORTION OF GOVERNMENT LOTS 2 AND 11 OF HENRY MEADER DONATION LAND CLAM N0.46, ALL IN SECTION 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, 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 111E EAST MARGIN OF SAID HIGHWAY AND THE POINT OF BEGINNING; THENCE NORTH 0851'30" WEST ALONG SAID EASTERLY HIGHWAY MARGIN 808.08 FEET TO THE SOUTH UNE OF THE CRY OF SEATTLE'S BOW LAKE PIPELINE RIGHT -OF -WAY; THENCE SOUTH 871312' EAST ALONG SAID SOUTH RIGHT -OF -WAY UNE 273.28 FEET TO THE WESTERLY UNE OF A 100 -FOOT RIGHT -OF -WAY CONVEYED TO PUGET SOUND POWER A 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 01'13'24' EAST ALONG SAID WESTERLY RIGHT -OF -WAY UNE 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 UNE 165.55 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 LINE BEGINNING AT NE 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 0852'29' WEST A DISTANCE OF 48.98 FEET ALONG SAID HIGHWAY CENTERUNE; THENCE SOUTH 8530'26 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 SAD PUGET SOUND ELECTRIC RAILWAY RIGHT -OF -WAY AND THE TERMINUS OF THIS DESCRIBED UNE AUDITOR'S FILE NO. 8506141047 Notes 1. 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 NE CONTRACTOR'S OPERATIONS SHALL BE REWIRED 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 HIS OPERATION 5. EACH DISPENSER TO BE ON A SEPARATE ELECTRICAL CIRCUIT, 6. TELEPHONE SHALL BE INSTALLED AT ATTENDANT STATION. 7. INTERCOM SHALL BE INSTALLED IN EACH DISPENSER AND CONNECTED TO ATTENDANT STATION. 7, TESTING AND INSPFI:TIONS A) ALL TANKS OHM_ BE TESTED FOR TIGHTNESS PRIOR TO INSTALLATION. B) ALL PIPING SHALL BE TESTED AND INSPECTED FOR TIGHTNESS PRIOR TO BACKER'. C) ALL TANKS AND PIPING SHAT BE TESTED FOR THIGHTNESS AT THE COMPLETION OF THE INSTALLATION. D) ALL TESTS AND INSPECTIONS SHALL BE IN ACCORDANCE WITH THE UNIFORM .TES FIRE CODE, 1994 EDTIION. ALL TESTS AND INSPECTIONS SHALL WE WITNESSED BY THE LOCAL E ) FIRE DEPARTMENT. PROVIDE MINIMUM 48 HOURS NOTICE TO THE FIRE DEPARTMENT PRIOR TO ALL TESTING. DURING CONSTRUCTION, AND SHALL TAPE ALL NECESSARY TO AVOID DAMAGE TO THE SAME THE CONTRACTOR CAUTION WHEN WORKING NEAR OVERHEAD OR UNDERGROUND AND /OR TELEPHONE FACILRIES TO SAFELY PROTECT EQUIPMENT. THE CONTRACTOR SHALL BE RESPONSIBLE AND LIABILITY IN CONNECTION THEREWI H. 3. LOCATION OF UNDERGROUND UTILITIES SHOWN ON OBTAINED BY A SEARCH OF AVAILABLE RECORDS. THE ARCHITECT NOR THE ENGINEER ASSUME ANY UBLO1ES OR STRUCTURES NOT SHOWN OR NOT PRECAUTIONARY IN DRAWINGS. MEASURES CONTRACTOR IS REWIRED AND ANY OTHER LINES LI NO NO T TO PROTEC TO PROTECT THE T OF RECORD OR NOOT DRAWINGS, EXISTING UTILITIES ARE LOCATED ON THE CONVENIENCE OF THE CONTRACTOR AND SHOULD BIDDING PURPOSES ONLY. 4. SIGNS AT DISPENSERS PERCAUTIONS SHALL USE DOREME POWER ALL PERSONNEL AND FOR ALL COSTS THESE DRAWINGS WERE NEITHER THE OWNER, RESPONSIBILITY FOR IN THE LOCATION SHOWN TARE T SHOWN LINES HOWN ON ES N S THES E HES THE PIANO ONLY FOR BE USED FOR INSTALL THE FOLLOWING SIGNS AT EACH DISPENSER: NO SMOKING NO DISPENSING INTO UNAPPROVED CONTAINERS STOP ENGINE DURING FUELING 0' UIILRY E0.5E TO BF RFMOVFO, WOVEN WIRE CE AND LATEW SLA18 ASPHALT 45' -4 METAL CANOPY OVER CONCRETE ME SLAB AND FUEL DISPENSER ISLANDS CONCRETE ASPHALT D(IST H. ax Rus H TOOTING GN 'A I I I I SEPARATE u_+ PERMIT lz L1OSCAPIH Mt. GUARD RAIL — — EfF LIMIT SITE PLAN 1' = HO' b g' 16' zb' 3b' 40' CALL BEFORE YOU DIG 1 -800- 424 -5555 TUKWILA CITY TRAIL GATE N 51 ' S 01'22'2 343.50'(CALC) 10" W N 0851 ;g' N085 1 SETBACK - -- - - - - 15' U11LRY EASEMENT ___ -- -- 11 8 s4 MP) 1 565 65 .71 PHASE 2 DEVELOPMENT IGN TACO BELL SIGN 0 0 / ...... ..............: Ek CR. 4" STEEL TUBE FRAME - WELD AU. JOINTS AND SAND SMOOTH CI IT OF TUKWILA AP TN0VT0 OCT 1 5 1997 2"6 SCH 40 GALVANIZED PIPES - ATTACH TO FRAME TOP AND BOTTOM W/ UNISTRUT BRACKETS. PIPE COUPLINGS CONCRETE COLLAR PRIME AND WRAP PIPES BELOW GRADE 12" 0 CONC SLOPE TOP CONCRETE COLLAR VENT RISER PLAN AND ELEVATION 1/4" = 1' -0" RECEIVED CITY OF TUKWILA ,J 2 b+ PERMIT CENTER z O I- a cC O LL � J C3 W LL -4 0 CC Z a W z LL z a J a W P ROJECT: 9821ZEF FILE: 9621 -C1 B RAWN BY: JSA/EIN CHECKED BY: R 0 DATES: SIEBION REVEW PERMIT REVIEW 04/24/97 B ID 8E7 CONSTRUCTION 8E7 QTY UNIT AR MI DESCRIPTION PART NUMBER 'ROVED EQUIVALENT) OWNER - CONTRACTOR SUPPLIED "" "" M M M M M M N N N N N N N M"" N N M M M M M M I I^ V'^' m m m m W m N^ m m OW N O, m O m 0^ N m N O N N M p m m O ^ N NMO O m N m M N .F ^ M M M N1 ^ ^ " ^^ m N m M M m m m N 1515 666666 6666666 6666666 666666666 6666156 66666 66666566666666 66 6661666666666 X66 t666t666666 6 666666 6 666 66666 6 6 3/4" PVC o G N N N O n N h 0 N H m m O m 0�1 S ( M�O mS BNUJON DOi N M I 2 N N n ew G N' v> m M NO ANN O NN 1 0 0 0 1 1 41,742i 0 0 m p O m 1 M O N 01 I N a 1 1 1 1 1 1 1 1 1 1 1 1 1 I I f7 O d Y OS - NN ww S I 1 1 Sm < I I � N) m I I �i y � N I om0 I a Nµ .N m OIrnp��r c0�VI �-22 vv �m N }� X" {V N _ ��� ������ � ��� O _ _ m = 58 0 0 0 Q<6< �Q 6N �i". M G{(�� ( >� IO o d * N 1 � d 0 p mmN- hmhYNN xp 1��� K U p � O � � m OO mS 0 N s N �� -3 �OQ 00 � y �� JOCK K6�C 1r�y <� LL p N my � OOOOO N 0 Q NN q asp p ao p ap p ap p a a pZp pap pap o apZ W o zp o 2 p po I LL 6'2211 ^ \\ Z w Z I po I pµ 1 m p p ii 6 < p p p m E 1 p 551111110151 (~J Mp m o00 0 0 0 0 o G G p g < �j tl 5 z z z Z a p QQ == FFFF F- h � 1-F I I�-�n III" J h0 6 � 0 t�� F��� KKCKCKC�S��K CSC ��MIM�NI�I�hM� � �1-F �1-� LL a 66666 66 666 6 L p p 6 ddLdddddddddd ddd 6666 p Y Y Y Y " x z zz zz zz z 0 z0 uzOi Y WW W W 9;1"1:°":h 6 6 15 d d W Y N NNN M M M M M M m =____ �� �� 3 3333 1�333 33 #� a �� 1111 �� � � p zzazzzazzzzZZ zzz o xxxx- N g� ����'�' I-1- rr 8p 8p8p 8o» pp[[��ppppo w z w z 1n 800000000 008 111 zz y 333 O 3 O « < 00 WW WW ! !!! Y GUOOSOO O W jh zd F6 Qa 1 1 W I( !�1�1�I��.,S5.d gg W F d¢m 0 rca I lrir dCK waW'��7zwl�l. g�7 �7 �7 O High g N 0 NW4�48g 4 4�ia.1L games.. 3±f`li wi Wi�6�R 331 1� S��Sm L�loxmxxoc��a1 x,16 Z`i�s � �6�b15"�b ww dS Q�d�QS d�QS sQ G� i1�i lzi �14�1 �d' M Eh 333'23 ? ww 88 Lam; Lei8888 88887888 C'7678;6E'88 zw g8�88888 6888885 88868;°6 11111111111111 W�l 1111111111111 �6 �6 �6 wldilmzz �W'wwW W wwW�'�6 �.1g w ImJ 1�wz wWZW w�.�l w Iz] zz zz z z zzz zzzz z zz zzzz zzzz zzzz z zzz zzzzizzzzzz z 111111 z zzz 11111 z 33 11 111111 31331333 3333`13 z $3 331111113 13333 33333 33 333 33333333333 3 333333 3 333 33333 3 3 O O O O 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 O O O O O O O O O O O O O O O O 000 0 0 0 0 0 0 0 O 0 0 0 0 0 0 G O O O O O O O O O O GAS POWER DISPENSER �1 I y zz 6m 1 3/4" PVC GAS WIREWAY GAS/DIESEL POU.ER DISPENSER FEEDER CONDUIT LURES FROM TO REMARKS 3/4" PVC S. ZZ W h JR f� r o`"R qmm 6: 0 " P r 1 r1µ r 2. t 2 T � c =s i r - Nr F W - m a n !T & m m N � a Y , 0. GAS WIREWAY GAS POWER DISPENSER 3/4" PVC GAS WIREWAY GAS/DIESEL POU.ER DISPENSER 3/4" PVC GAS WIREWAY PISPE'NBER DATA 3/4" PVC DISPENSER DISPENSER INTERCOM I" PVC CASHIER AREA DISPENSER INTERCOM I" PVC PANEL L CANOPY COLUMN CANOPY LIGHTS (INSIDE) I" PVC OFPICE VIDEO CANOPY COLUMN VIDEO J -SOX (INSIDE) 3/4" PVC PUMP BUMP AND PUMP SUMP MONITORS TANK INTERSTITIAL TANK INTERSTITIAL I" PVC MONITOR PUMP BUMPS AND MONITORS CONTROLLER TANK INTERSTITIAL 3/4" PVC MONITOR TANK LEVEL. LEVEL CONTROLLER GAUGES GAUGES 3/4" PVC MONITOR TANK LEVEL LEVEL CONTROLLER GAUGES GAUGES 3/4" PVC MONITOR DISPENSER BUMPS MONITORS CONTROLLER 3/4" PVC MONITOR DISPENSER SUMPS MONITORS CONTROLLER I" PVC GAS WIREWAY PUMP PUMP POWER 3/4" PVC GAS WIREWAY CANOPY COLUMN CANOPY SIGNS (INSIDE) AND NEON 3/4" PVC GAS WIREWAY CANOPY COLUMN SPREADERS (INSIDE) CONFIRM ALL WIRE REQUIREMENTS WITH MANUFACTURER SPECFICATIGNS PRIOR TO INSTALLATION. OWNER-CONTRACTOR SUPPLIED MATERIALS UST FUELING SYSTEM ELECTRICAL DIAGRAM 1' = 10' (1 J' lb' 1S`' 26' 3/4'0 X 24' SM00TH DOWELS 18' O.C. MAXIMUM - GREASE ONE SIDE PRIOR TO •. CRETE PLACEMENT DEL WITH POLYURETHANE SEALANT 6" DRIVE SLAB } _ • - . 6" TANK SLAB j SEE PLAN FOR RDNFORCING O CONSTRUCTION JOINT = 1 -0" SAWCUT MO FILL WITH SEE PLAN FOR RDNFORCING 1 1/2" .1 0 CONTROL JOINT 1 " = v-0" O SLAB EDGE • 6° DRIVE SLAB � 6" TANK SLAB EE PLAN FOR REINFORCING I - E0_1 .EQ j 6" DRIVE SLAB 6" TANK SLAB • wir 0 0 a' • FUELING FACILITY PLAN 1' = 10' 0 1 2' PIPING DIAGRAM 1` = 10' 16' N OTE DISPENSER PRODUCT PIPING ORIENTATION SHALL BE AS INDICATED. NO CHANGES WILL BE APPROVED. L z PIPING SYMBOLS 1 1/2° FLEXIBLE DOUBLE WALL PIPE 3' RIGID FIBERGLASS VAPOR PIPE 2" FLEXIBLE SINGLE WALL VENT PIPE PIPE FITTING ELBOW OR TEE CALL BEFORE YOU DIG 1 -800- 424 -5555 RECEIVED CITY OF TUOWILA b � ^ PERMIT CENTER e N o W • N OTj E C C O IA 7 0) DR VS < L L. C C d Z 0 O Iy S1 c 7 t .a ' '3 c Q dE.- a i 0 fD j r In m O Z 0 I— Z ' <w = 1-2 c� c W "i t; w 0 a= 2 L w W ® w J u 03 o � Lc W co I"- U) J 1- J � U UA U. Q a - Z = LL -I J a P ROJECT: 9821ZEF FILE: 9621 -52 DRAWN BY: JSA /BN CHECKED BY: A 0 DATES: DESIGN REVIEW PERMIT REVIEW 04/24/97 DID SET R1 (I T ,1'). CONSTRUCTION SET ASPHALT PAVING r CONCRETE SLAB ANNULAR SPACE MONITOR _\ MANHOLE LOCKING CAP 12" MHOLE CAULK ALL AROUND =I ' , ■� DISPENSER CONCRETE ISLAND HIGH METAL " - z INN W�CO ER CONCRETE SLAB BASE COURSE ° ° ° o o 1p G MINIMUM =�= ISLAND ISLAND FORM CONC BOTTOM OF EXCAVATION __ TYPICAL STEEL REINFORCING 4 SCHEDULE 40 SLOTTED FLUSH THREADED PVC PIPE WITH LOCKING CAP AND ADAPTER (NO GLUE) 6" HIGH SOLID SUMP W/ PVC END CAP W COVER t CONCRETE 1.1 _ 6" COMPACTED BASE COURSE - IIIII - IIIII =IIIII =1 = I GALVANIZED - =IIIII i U IIIII = IIIII= EMERGENCY ATTACH IIII1=11III- VALVE TO ISLAND SLAB t PIPE APPROVED BACKFILL - All, ELECTRICAL JUNCTION 80X CONDUIT SEAL -OFF ®2 INTERSTITIAL � . , TYPICAL STEEL REINFORCING 2" RISER 3/4" CONDUITS MONITOR �1 z FILTER _....1 FABRIC A DIMENSION "A fllil �- --►A 1111 III TECHNICAL SPECIFICATIONS =1111 IIIII SIDE OF TRBJCH - - BOTTOM PIPE DISPENSER CONTAINMENT SUMP M. - riIIIII-IIIuII=Er --FLEXIBLE DOUBLE -WALL PIPING FLEXIBLE PIPE = 2" RIGID PIPE = 4 01 PIPE TRENCH OF TRENCH & BACKFILL ENTRY BOOT W/ HAND CLAMP O4 DISPENSER ISLAND SECTION 0 GROUND WATER MONITORING WELL TYPICAL 1" = 1' -0" 1 = 1' -0" 1" = 1' -0" 1" = 1' -0" 12" FILL ADAPTOR AND CAP CONTAINMENT FILL BOX 12" VAPOR RETURN CAP LOCKING CAP 12 MANHOLE w - TYPICAL STEEL o � z S ^ �, WATER TIGHT BOLT m g 6" 0 WATER / / j ,; : NHOLE -ON COVER TIGHT AND C VER CONCRETE - ,1 1 1, - ■� I r �I �� _ : r I q_ l C SL Il W COVER _� I I CAL REINFORCING 11. I�r . 1 �! � — 4 RISER TOP OF TANK GAUGE PLATES UNDER EACH FITTING /MANWAY OPENING BY TANK MANUFACTURER 1� 4 RISER VENT PIPE g J TYPICAL STEEL REINFORCING VAPOR RETURN PIPE -_ 3 4" W/ S ONDUIT • L OFF #4 STEEL BAR 4) LEAK VALVE VENT REINFORCING TYPICAL STEEL PIPE - COLLAR RISE EXPLOSION PROOF J -BOX RISER JOINT - ATTACH PER MANUFACTURER'S RECOMMENDATIONS - min EXTRA REINFORCING (TYPICAL LINE DETECTOR CHECK SEALOFF v ' !& SUMP COLLAR STEEL DOUBLE STORAGE MONITOR ADAPTER TANK SUMP RING )g , K ■ -� — � I � w ill `millI� c 4" RISER K E BAND FLEXIBLE DOUBLE BOOT -WALL PIPING jj.jI t VENT EXTRACTOR ASSEMBLY DROP TUBE ENT 1 EXTRACTOR ASSEMBLY VAPOR ORIFICE � °O VAPOR ORIFICE O VENT FLOAT � ! 1 �� Og VENT FLOAT VALVE - GASOLINE �� VALVE - DIESEL BOTTOM OF TANK 3U -WALL TANK ,T- — TANK PUMP BODY r 1 8 SUMP ASSEMBLY SECTION O FILL DETAIL GASOLINE 1" = 1' -0" DIESEL TANK SIMILAR 1" = 1' -O" 1" = 1' -0" 1^ _ -0" 4" -0 BOLLARD z � a o 3 2 6 CRUSHED ,) BASE COURSE CONCRETE SLAB ONCRETE SLAB ASPHALT PAVING i T �� t o CONCRETE TANK SLAB — J c, } 0 ¢ r SUPPUED BY OWNER STEEL GALVANIZED I D. TO MATCH O. /STEa PIPE CONCRETE DRIVE SLAB ®• ° _IIIII ° ° O IIIII= . ° o o o ° IIIII - - IIIIY= OOOO0000000000000: la o 0 0 0 0 o - IIIII'= ° I ° I i_� B' o ��!� ° ° I'• . ° r 1' 0 0 0 0 00 0 000 0 . 0•_ . ° ° ° o ° o ° o °S .IIIII IIII— I,,z /t t -z w z /t t -z 8 -,z LOSNIdSI I � _ ! „ 9 ° ate „z /t 6 JIq= III II mm , MIN IIIII = IIIII= -II II I MIN EDGE OF EXCAVATION MI6. =IIIII° IIIII_ ce _ ~ II • 4 <& _ -IIIII v lll� IIIII- p — - < CONCRETE #3 HOOP TIE J FOOTING it STEEL DOUBLE WALL STORAGE TANK 1 i- 1- 15,000 GALLON 1- 20,000 GALLON � _ "U+ APPROVED BACKFILL STEEL TANK WITH FIBERGLASS REINFORCED POLYESTER COATING EX EDGE OF EXCAVATION APPROVED BACKFILL M CC O J Q m HOLD -DOWN STRAP W/ TURNBUCKLE ATTACH PER TANK MANUFACTURER'S INSTRUCTIONS 15,000 TANK = 6 STRAPS t ' r IIIII ' — 111 1101 - ' 20,000 TANK = 7 STRAPS i EX BOTTOM OF \ A = CAVATION 2• -D• VERIFY WITH TANK MANUFACTURER ( 2' -0' 0 BOLLARD DETAIL 12" x 12" CONCRETE DEADMAN MIN III MIN LENGTH = 24" LONGER THAN TANK TlQTE; TANK EXCAVATION SHALL COMPLY WITH OSHA AND WISHA REOUIREMENTECEIVED CITY OF TUKWILA '91 TANK CROSS SECTIONS 'J'J 41-7 10 DISPENSER 5 " -0" ISLAND DETAIL 1/4" = 1' -0" PERMIT CENTEH 3/4" = 1' -0" 1/2" = 1' -0" N E N 4 D. 0 Y 00 =OD n N ` rn M ® w c N z i 2 s To N L m • O cps 1. 7 � • O m N N • � J w ,11 J Z U LL co C7 z® LL co z eta PROJECT. 9621 ZEF FILE: 9621 - DRAWN BW EIN CHECKED BY: RO DATES: DESIGN REVIEW PERMT REVIEW 04/24/97 BID SET CONSTRUCTION SET