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Home My WebLink AboutPermit D97-0144 - CHEVRON GAS STATION - CANOPYCity of Tukwila f.- Contractor License No: EMERACC044DM Signature:__ Print Name: DEVELOPMENT PERMIT Parcel No: 004000 -0910 Address: 14620 PACIFIC HY S Suite No: Location: Category: NOT Type: DEVPERM Zoning: Const Type: V -N Gas /Elec.: Units: 001 Setbacks: North: .0 South: .0 Water: 125 Sewer VAL VUE Wetlands: Slopes: N Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Permit No: Status: Issued: Expires: Streams: (206) 431 -3670 D97 -0144 ISSUED 10/16/1997 04/14/1998 Occupancy: SERVICE STATION UBC: 1994 Fire Protection: N/A East: .0 West: .0 OCCUPANT CHEVRON GAS STATION - CANOPY 14620 PACIFIC HY S, TUKWILA, WA OWNER LAKHA INVESTMENT CO LLC Phone: 206 487 -0988 19119 NORTHCREEK PY, BOTHELL WA 98011 CONTACT LORI HOOVER Phone: 206 251 -6222 18215 72 AV S, KENT WA 98032 CONTRACTOR EMERALD CITY CONSTRUCTION CO. 19119 N. CREEK PKWY. #101, BOTHELL, WA 98011 ***************************************************** * * * * * * * * * * * * *,r * * * * * * * * * * * * * * ** Permit Description: CONSTRUCTION OF A 1976 S.F. CANOPY FOR A CHEVRON GAS STATION. NO UTILITY PERMITS ARE ATTACHED TO THIS PERMIT. UTILIITIES ARE ATTACHED TO D97 -0143. (CONVENIENCE STORE). **************************************************** * * * * * * * * * * * * * * * * ** * * * * * * * * * ** ** Construction Valuation: $ 42,424.72 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: $ 848.89 *************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ac ' Permit Center Authorized Signature: /l � I hereby certify that I have read and examinef 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. Date 10"46)"—q7 The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of w d I am authorized to sign for and obtain this development pe �^mit ; A Date: I0 . 1)(0 � 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. Addraess 1;4620 •P a IFIC. HY '. ;. Permit No: D97 -0144 Suito rt'a!it Status ISSUED T'vp.e DEVPERM Applied :; 04/24/4997 , Parcel ' # 004000 •0910 Issued: 10 /16/,1397 c'kkk'k * *'44* *kkkk "•kktk.•kkkkf'k.4'4* *4k kk• k• k k.• k, k • kkkkk.; 4% kkk�t ;A4*Ick•4'44*44Si44 : Per "tio cha wi;i l be ,;orac to ` the plans .unless: appr b� rite. r: Archi or Engineer and the j la Building D :? E,1.ectr:i ca i. per ni i is sha;l l be4.kab to i ned 'thr ough the ; Wash'i ngton State wion of l l?oi� arrd�`.In ustr,i.es aril al.:;l . le.ctrica.l work wi i l he in�peo,ted by Ghat, agency (248 66341 R A i pe'r mi t s, fih.s ie,i tioti „ ord5, and approved plans shal 1 ` be available at the job p si t:e prior to the �t.art dot aciv can s tru ar e ction °� These �:d�'►cum �to,� be maimarin ed a nd `a;vei ati1e "iinti °i s final in' . pecttnri'` appr oval 'i`5 t.gran { 4 A.l i cons,tr rct�i.on to ° be, In confor mance with a0pr)ved pla and requireme of the Unitorm Building Code ( E.iiitlo , -'a amende�d Un,iform' Co de (19 Edina end W hin'gton State Eneryy.Code (1994 :Editions ” r 5 V alidity of;4•Rerniit. The iss uance of permit, or approva platy s pecifications' ',and computa shall not be s.t rued to -, be a permit, .fir , ; or \k an appi 1 of any viol atrion cif of.`the 'provi < ;the, bui`ldin'g code ors .of env ; , rather ° ;ordin nce of ~the `i`ur ict�Ion b No pe`�mi •presu to gi e1,quttiar ty. to ;violate .o:r?xcan'celkthe pr oCrisions of ,this cu e shall be va , , ; y �� if b No • the C tt:y n Tu�Mritil B 41.1 d ing `Divi pr i or� to ,� ",• p laci n g any; concr e<te l Thi,sr � procedur e ki ; in addition. to "any regi(t renren Y� far s;pe'ci'a`�1 -.. ns pac`t ion y s s xr �.` ''.. k Project Name/ Tenant: Chevron Canopy Structure Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family • ❑ Warehouse ❑Hospital Cl Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School/College /University xl Other Vacant Value of Construction: $ 42,424.72 Site Address: 1-4600 Pacific Hwy. South Tukwila l Ll (oa O City State /Zip: Tax Parcel Number: 004000-0910-01/0901-02 Property Owner: Lakha Investments, L.L.C. Existing fire protection features: ❑ sprinklers El automatic fire alarm ® none ❑ other (specify) Phone: (206) 487 -0988 Street Address: n 1 t Zip: 19119 Northcreek Pkwy. Bothell, WA Fax #: Contact Person: Lori Hoover, Agent, Barghausen Consulting Eng. Phone: (206) 251 -6222 Street Address: City State /Zip: 18215 72nd Ave. S. Kent,, WA 98032 Fax #: (206) 251 -8782 Contractor: N/A Phone: Street Address: City State/Zip: Fax #: Architect: Barghausen Consulting Engineers Phone: (206) 251 -6222 Street Address: 18215 72nd Ave. S Kent, WA 98032 City State /Zip: Fax #: (206) 251 -8782 Engineer: Barghausen Consulting Engineers Phone: (206) 251 -6222 Street Address: 18215 72nd. Ave. S. Kent, WA 98032 City State/Zip: Fax #: (206) 251 -8782 Description of work to be done: To construct a Chevron Canopy Structure Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family • ❑ Warehouse ❑Hospital Cl Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ❑ School/College /University xl Other Vacant Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- ❑ Church ❑ Manufacturing Cl Motel/Hotel ❑ School/College /University xn Other family ❑ Warehouse ❑ Hospital ❑ Office Food —Mart & Gas Sales Will there be a change of use? ❑ yes E no I If yes, extent of change: Existing fire protection features: ❑ sprinklers El automatic fire alarm ® none ❑ other (specify) Building Square Feet: 0 existing 1 , 976 new I Area of Construction: 1 , 976 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 II no quantities & Material Safety Data Sheets CITY OF T' 'KWILA Permit Center 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 (206) 431 -3670 Our Job No. 5781 'Project Number: Permit Number :; 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 mail or facsimile. NCPERMIT.DOC 7/9/96 APPLICANTREQUESTFOR PUBLIC<.WORKS S ITE / CIVIL PLAN'REVIEW OF THE FOLLOWING: ( reviews : be determined b the :Public ;Works Department) ❑ Channelization /Striping El Curb cut/Access /Sidewalk CI Fire Loop /Hydrant (main to vault) #: 1 Size(s): 5 } " ❑ Flood Control Zone ❑ Hauling n Land Altering 0 Cut cubic yds. la Fill 500 cubic yds. El Moving an Oversized Load: Start Time: End Time: El Sanitary Side Sewer #: 1 ❑ Sewer Main Extension 0 Private 0 Public J Storm Drainage ❑ Street Use ci Water Main Extension 0 Private QC Public ❑ Water Meter /Exempt #: Size(s) 0 Deduct 0 Water Only El Water Meter /Permanent # 2 Size(s)1 }" and 1" irrigation ❑ Water Meter Temp # Size(s) Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Dato application accepted: 1 - -apt - T 1 Date application expires: Application taken brit BUILDING 0 NER QR A T 0 RIZ D AGENT: Signature: I � r - t (.C. Date: ' 9 t '7 6 Print name: Lt` , t _ Phones t — Fax #: f I ( / ,, Address: f �/ -,./.,, /1 v \' City /State /Zip: ' i I 1 'i i/ 1 7 6 > A LL NEW COMMERCIAL/ADDITION/ TI- FAMILY PERMIT APPLICATIONS M BE SUBMITTED WITH THE FOLLOWING D ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER D ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN D BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ 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. S. 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 ❑ 0 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 LAWS OF THE STATE OF WASHINGTON, AND 1 AM AUTHORIZED TO APPLY FOR THIS PERMIT. NCPERMIT.DOC 7/5/96 • •-• • 4194j1Vi• 'Y'1,$, I t'e A*A*A4********A***A*A***A**kk*A+A*AkAAlk.*4*kkA*A*A*dr*WA*A*** CITY OF TUKWILA, WA 1;) 7 7__ .. 1 L4 TRANsmil ' A*kk *,.."'Irk***Akt.AkkA*A*kkh*-444*A*A**** 1RANSMIT Number: R9700659 Am unt: 483.04 10/1b/97 15:34 ",- Payment Method: CHLCK Notation: BARHAUSEN CONSUL In t: NAB perm i t No : D97-0144 Type: DEVPERM DEVEL OPMENI PERMIT Parcel No 004000-0910 . Site Addre$s: 14620 PACIFIC HY 8 Total Foes:: 848.89 Thi s Payment 483.04. Total ALL huts: 848.89 B al once: .00 ***i*A**44****411****A.A*4,%4A***4-A*A4o.A***4i**Iti..A*.b***4A*AA4i :1ccourt Code : Descr pti on Amount ':::•000/322,100 BUILDING - NOMRES 479.34 000/386.904 • STATE 'BUILDING SURCHARGE 4.50 5150 10/17 1719 TOTAL 697 .34 V• e • ; r* ****** *1*******It***A**A*All** CITY OF TUKWILA. WA TRANSMIT s Ly I r 4*****A****A**k********** A******* **A**** *Ii*****Ailki********* TRANSMIT Number: R9700573 Amount: 32.4t 04/24/97 10:43 Payment Method: CHECK Notation: BARGHAUSEN ENGRS Init: KOP • Permit Na:. D970144 Type: DEVPERM DEVELOPMENT PERMIT Parcel No 004000-0910 Location:. PAC ,HY S & S 146 ST / fetal Fees: 848.89 lhis Payment 32.41 Total ALL Pmts: 365.05 Balance: 483.84 k**i**A*1.*****i*A*****4..**A**111%********** Account Code Description Amount 000/322.100 BUILDING NONRES 32.41 9394 04/25 9717 TOTAL 1740.70 t•) * * * * * * * * * *•(9 *4 k ¶ *A ' ** * *: *, *• * * * * * * *74 * *'A *71 * ** * *•14 * * * * * *A* * * * * *s1 *11 * ** Ll t CITY WA . TRANSMIT A* * * *. * * **•A****' * * * *: *a9*** *e1:k *d *,kfi -A** ** * *.fi•k,k ** * *.* *fir ****** *** ' : .. TRANSMIT Number: R9700573 Amount; 332.64 04/24/97 10:41 Payment Method, CHECK '.Notation: BAROHAUSEN EP ORS mite KJP Permit No: D97 -0144 Type: DEVPERM'DEVELOPMENT PERMI1 Parcel ,No s 00400.0 -091 Location: PAC ; ' HY: S :& S :146 ST Total Fees: 8413.89 This Payment 332.64 Total ALL Pmts: 332.64 Balance: 516 »2 4* i k**************** * * * * * * * * ** * * *•R * * * * *k ** * * * ** Account Code Description Amount 000/345.830 PLAN CHECK - NONRES 332.64 9 94 04/25 9717 TOTAL 1740,70 Project: 4,1,9n Type of inspe on: ( Address: Date called: Special instructions: Date wanted: 1, 7 ) ....., 2 i / ` Requester: Phone No.: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 98188 COMMENTS: Inspecto I I roved per applicable codes. 1 Receipt No.: INSPECTION RECORD..... Retain a copy with pernL PERMIT NO. (206y Corrections required prior to approval. Date 27—.27 ^� $42:60 REINSPECT! • N FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: I Project: Ckc�V C a S Type of inspection: X13 .. -.-,Q Address: Date called: Special instructions: Date; wanted: 3 ...15 -15 a.m. p.m. Requester: Phone No.:. I I Approved per applicable codes. Inspector: INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF'TUKWILA BUILDING DIVISION 6300. Southcenter Blvd., #100; Tukwila, WA 98188 • PERMIT NO. (206) 431 -3670 Corrections required prior to approval. COMMENTS: '3 itcg CLA--c-SZ. cr C �:.. Date: 371 $/qv $42.00 REINSPE FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Proje._ , /at 4,./4 Cit.PMzilsi Type of inspection: A • Addres 24° /44- /xt, Date called: Special instructions: Date wanted:-4 — ,)- 6 c p.m. Requester: Phone No.: COMMENTS: Inspector Approved per applicable codes. I INSPECTION RECORD. Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 04 - T;) $42.00 REINSPECT ON FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Corrections required prior to approval. Date: (206) 431-3670 Project: �1 - r c '\. Type of inspecr i—, U. -rv�.� -Y• Add/ .$s '7 � o ' C Date called: 3.. G _ 92 1 Special instructions: �s Date wanted: c 10 k. p.m. Requester: - Cv`. PhoneNo.: 730 ?Ji INSPECTION RECORD C' `� Retain a copy with permit }' I INSPECTION NO. PERMIT NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 COMMENTS: Inspector: (I Approved per applicable codes. I YI• Date: 3 j` (206) 431 -3670 Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Projects A V tl e.A tZ 64^, b 6N 5 . `)-k 6 F.r. Type of inspection: ;, Ec.A:: - )--, c Address: , �. 1ti(,,do )�,, :,f)c ( -\ Date called: .-, 1- ..3J- r . Special instructions: .L. � ,,,¢_. a.c � ii, o ,..,.... - 1, :lJG (e,?Gu.2 7 (_J2. (:.1.% Date wanted: , - / j �� p .m. Requester: Phone No.: c INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 IYI Approved per applicable codes. COMMENTS: [Receipt No.: INSPECTION .RECORD Retain a copy with permit I Corrections required prior to approval. Inspector: eL � `� Date: $42.00 REINSPECTION REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: (206) 431 -3670 COMMENTS: Type of inspectio • - c`" 7 Date called: Address: ! LA _ ., ^ n ` `--f Special instructions: PZI'■e/ , 4 P77 -. Requester: obi " 50i? cot-4 67 re.f/� &c,17 7 1/4J /- 366 s c a i-i2o frfrvc_to_ail `. f i ('A/l+} C4' 'i /01/7.4.4,4 . .VG"( 2•T) /) < 2_ - rh , 0' J -s p ri - 11J12ue Project: / P/f✓Z11) Type of inspectio • - c`" 7 Date called: Address: ! LA _ ., ^ n ` // y ui Special instructions: Date wanted: / � 5„... Requester: obi " 50i? Phone No.: 2-E:6y230 77v INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Receipt No.: ' PERMIT NO. (206) 431 -3670 Approved per applicable codes. /J Corrections required prior to approval. '� � Date: / 5 $42,00 REINSPECTIO FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre -Fire: Permits: Authorized Signature City of Tukwila Fire Department TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM _ •Project Name C V/ZU &( CAS 5.14 / / v ,L Address /9/6, ?/1•C" /`(7 • 3 • Approved without correction notice Approved with correction notice issued Permit No. 7 i7— 0 / 4 1 1( / Retain current inspection schedule Needs shift inspection (-A Aiopy John W. Rants, Mayor Thomas P. Keefe, Fire Chief Suite # 4. 3 //8 Date FINALAPP.FRM T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575-4439 137.s ter' Eni�iro dental -7caugi I Geotechnical Consutti • Engineering • Testing March 3,1, File No. 712 -71556 Mr. Dave Larson CITY OF TUICWILA BUILDING DEPARTMENT 6300 Southcenter Boulevard, Suite 100 •Tukwila, WA 98188 Project Name Project Address • Permit No. Augercast piles -- grout/rested/flow Reinforced concrete (cast in place) Structural steel erection Reinforced'CMIi masonry — periodic inspection Sincerely, P17133SIGNAL ) VICE INDUSTRIES, INC. .I CF /i l ' , lames C. ('reeling, P.E., Senior Vice President cc: Randy Welch ItMI:RA1,1) CITY CONSTRUCTION CO.. 10119 Northcreck Parkway, Suite 101 liothell 98011 Chevron gas and mini-mart— Canopy footing 14620 Pacific l-[ighwy South D97- 0143, D97 -0144 We have completed the requested special inspections on the subject project. Our final report, dated February 3, 199 is numbered FR12393. WORK REQUIRED WORK INSPECTED Augercast piles — grout/resteel /flow Reinforced concrete (cast in place) Structural steel erection Reinforced CMU masonry — periodic inspection To the best of our knowledge, all work inspected conformed to approved plans,. specifications, UBC, and related codes, and /or verbal or written instructions from the Engineer of Record. Reviewed by: John F. Vicente, C.I.T., Project Manager, Seattle Construction Services RECEIVED APR 03 1998 DEVELOPMENT Infbriiiation to Build On Professional Service Industries, Inc. • 3257 16th Avenue West • Seattle, WA 98119 • Phone 206/282-0666 • Fax 206/282 -0710 GEOTECHNICAL REPORT • Tukwila Chevron Food Mart South 146th Street and Pacific Highway South Tukwila, Washington tf't:3;kr RECEIVED JUL 09 19 Terra Associates, Inc Prepared for: Lakha Investment Company c/o Barghausen Consulting Engineers, Inc. Kent, Washington RECEIVED' • JUL 7 1997 11011R [ FOSSATTI ASSOC. May 23, 1997 EXi''iRa3! 24_1 TERRA ASSOCIATES, Inc. Consultants in Geotechnical Engineering, Geology and Environmental Earth Sciences May 23, 1997 Project No. T -3617 Mr. Andy Lakha Lakha Investment Company c/o Ms. Lori Hoover Barghausen Consulting Engineers, Inc. 18215 — 72nd Avenue South Kent, Washington 98032 Subject: Geotechnical Report Tukwila Chevron Food Mart South 146th Street and Pacific Highway South Tukwila, Washington Reference: Letter, Preliminary Geotechnical Evaluation, Project No. T -3617, by Terra Associates, Inc. dated April 22, 1997 Dear Mr. Lakha: As requested, we have completed a geotechnical engineering study for the subject project. Our work included exploring subsurface soil and groundwater conditions at the site and developing geotechnical engineering recommendations for project design and construction. Based on our field exploration, soils at the site consist of native sandy silt or silty sand underlying a maximum 12 feet of fill. The fill is composed of a dark brown silty sand to sandy silt and contains organic and construction debris. In our opinion, the fill will not be suitable for support of conventional spread footing foundations. Therefore, we recommend supporting the buildings and canopy on drilled piers or driven piles that gain end - bearing support on the competent native soils underlying the fills. If settlement of floor slabs and exterior concrete slabs cannot be tolerated, they should also be supported on piers or piles. Detailed recommendations addressing these issues, as well as other geotechnical considerations, are provided in the following report. We trust the information presented is sufficient for your current needs. If you have any questions or need additio ` '_ on, please call. 12525 Willows Road, Suite 101, Kirkland, Washington 98034 • Phone (425) 821 .0 Project Description 2.0 Scope of Services 3.0 Site Conditions 3.1 Surface 3.2 Subsurface 3.3 Groundwater 3.4 Seismic Condition Discussion and Recommendations 4.1 General 4.2 Site Preparation and Grading 4.3 Foundations 4.4 Drilled Piers or Augercast Piles 4.5 Pipe Piles 4.6 Slab-on-grade 4.7 Retaining Walls • 4.8 Utilities 4.9 Drainage 4.10 Pavements 5.0 Additional Services 6.0 Limitations Figures Vicinity Map Exploration Location Plan Appendix Field Exploration and Laboratory Testing (I) Geotechnical Report Tukwila Chevron Food Mart South 146th Street and Pacific Highway South Tukwila, Washington 1.0 PROJECT DESCRIPTION The project will consist of constructing a Chevron gas station and food mart. The approximate location of the site is shown on the Vicinity Map, Figure 1. A site plan prepared by Barghausen Consulting Engineers, Inc. dated March 14, 1997 indicates the main building will be located adjacent the northeast corner of the site with its floor established at Elev. 320. Pump islands with a canopy are planned in the western portion of the site and underground fuel storage tanks will be located south of the main building. A retaining wall will be constructed around the northeast corner of the site to support about eight feet of fill required to achieve desired grade around the building. The recommendations contained in the following sections of this report are based on our understanding of the above design features. If actual features vary or changes are made, we should review them in order to modify our recommendations, as required. We should review final design drawings and construction specifications to verify that our recommendations have been properly interpreted and incorporated into project design. 2.0 SCOPE OF SERVICES On April 30, 1997, we excavated five test pits at the subject property to depths of 10 to 13 feet below existing grade. Using information obtained from the subsurface exploration and laboratory testing, we conducted engineering analyses to develop geotechnical recommendations for project design and construction. Specifically, this report addresses the following: • Soil and groundwater conditions • Site preparation and grading • Foundations • Floor slabs • Retaining walls • Drainage • Utilities • Pavements 3.0 SITE CONDITIONS 3.1 Surface 3.3 Groundwater Project No. T -3617 May 23, 1997 The site is located near the southeast corner of Pacific Highway South and South 146th Street in Tukwila, Washington. This site is bounded by Pacific Highway South along the west, a rental company building to the north, and residential and commercial buildings to the south and east. The site is currently vacant with surface vegetation consisting of some brush and grass. Surface grades over most of the site are relatively level and have been created by previous site grading activity. This site grading activity has created an eight to ten -foot high embankment along the site's eastern and northern margins. This embankment slopes downward with gradients of about I:1 to 2:l (Horizontal:Vertical). 3.2 Subsurface The soil conditions we observed at the test pits excavated on -site generally confirm that previous grading activity has occurred at the site. The soils we observed at the test pits consisted of 8 to 12 feet of fill overlying the native soils. The fill is composed primarily of dark brown and black silty sand and contains shredded wood, brick debris, pockets of soft clay and silt, and some gravel and cobbles. The fill was noted to be in a loose and compressible condition and is characterized by an organic odor. The native soils found under the fill were composed of medium dense to dense silty sand and sandy silt. The approximate test pit locations are shown on the Exploration Location Plan, Figure 2. The preceding discussion intended as a general review of the soil conditions encountered. For a more detailed description, please refer to the Test Pit Logs in Appendix A. We observed light to moderate groundwater seepage at the test pits at depths of 10 to 12 feet below existing grade. The seepage was generally observed at the contact of the fills and underlying native soils. Fluctuations in groundwater seepage levels will occur on a seasonal and annual basis. Typically, groundwater seepage reaches maximum levels during, and shortly after, the wet winter months. Page No. 2 3.4 Seismic Condition The Puget Sound area falls within Seismic Zone 3 as classified by the Uniform Building Code (UBC). Based on the soil conditions encountered and the local geology from Table 16 -J of the 1994 UBC, a site coefficient of 1.5 should be used in design of the structures. Due to the relatively dense or stiff nature of the native soils encountered beneath the fills, we believe the risk for soil liquefaction is minimal. 4.0 DISCUSSION AND RECOMMENDATIONS 4.1 General In our opinion, the existing fills at the site will not be suitable for support of conventional spread footing foundations. Given the depth of the fill, it does not appear reasonable to overexcavate these fills and gain foundation support on the underlying native soils or on structural fill replacing the existing fill. Therefore, we recommend supporting the buildings and canopy foundations on piles or drilled piers. It will be possible to improve the condition of the upper fill soils to .gain suitable immediate support for building floor slabs and exterior concrete pavements. However, they will be subject to settlement because of the compressible nature of the existing fill soils. If settlement cannot be tolerated, they should also be supported on piling. The following sections provide detailed recommendations regarding the above issues, as well as other geotechnical site considerations. • 4.2 Site Preparation and Grading To prepare the site for construction, vegetation and other deleterious surface materials should be stripped and removed from the site. Following stripping, to prepare the asphalt pavement subgrade and concrete slab subgrades, if not pile- supported, we recommend overexcavating three feet of the existing fill and replacing it with structural fill. Once excavated, prior to restoring grade, the exposed subgrade should be thoroughly compacted to consolidate the remaining fill depth as much as possible. A representative of Terra Associates, Inc. should observe the overexcavation and compaction operations. The existing fills were noted to be in a wet condition and, in areas, were noted to contain organic and construction debris. Excavated soils which are relatively free of organic and construction debris can be reused as structural fill, provided its moisture content will allow for proper placement and compaction. At the time of our exploration, the fills were noted to be wet. Therefore, if reused, the contractor should be prepared to dry them back by aerating during dry weather conditions. Alternatively, the use of cement or lime to stabilize the wet soil can be considered. Page No. 3 -- Project No. T -3617 May 23, 1997 .. U.S. Sieve Size Percent Passing (by weight) 3 inches (maximum aggregate) 100 No. 4 75 maximum . No. 200 5 maximum* . Project No. T -3617 May 23, 1997 If grading takes place during wet weather, existing soils will not be suitable for use as structural fill. Therefore, during wet weather, we recommend importing a granular soil that meets the following grading requirements: * Based on the 3/4 inch fraction. Terra Associates, Inc. should examine and test the material prior to use as structural fill on the site. Structural fill should be placed in uniform loose layers not exceeding 12 inches. Each layer should be compacted to a minimum of 95 percent of the soil's maximum dry density as determined by ASTM Test Designation D -698 (Standard Proctor). The moisture content of the soil at the time of compaction should be within two percent of its optimum, as determined by this ASTM standard. 4.3 Foundations As noted, it is our opinion that the existing fills will not provide suitable support for conventional spread footing foundations. Therefore, we recommend supporting the building and canopy foundations on drilled piers or piles. If floor slab and exterior concrete pavement settlements of one to two inches cannot be tolerated, they should also be supported on piers or piling. Economical pile types which can be considered include augercast or small- diameter pipe piles, commonly referred to as pin piles. Recommendations for these piling types, as well as drilled piers, are provided in the following sections. As noted, we recommend that pile tip elevations extend a minimum of five feet into the underlying competent native soils. Based on our knowledge of site geology and the information from our test pits, we expect that pile tip elevations will need to extend to a depth of 20 feet below existing surface grade. Our test pits did not extend to this depth and were generally terminated in native soil conditions at depths of 12 to 13 feet below existing grade. Therefore, to verify required pile lengths or drilled pier depths, we recommend drilling one test boring at the site to a depth of 25 feet below the current site grade. Page No. 4 Pier/Pile Diameter (inches) Allowable Axial Capacity (tons) Allowable Lateral Capacity (tons) 12 20 0.5 16 30 0.8 20 40 1 24 50 1.5 4.4 Drilled Piers or Augercast Piles Project No. T -3617 May 23, 1997 We recommend that drilled piers or augercast piles extend to a minimum depth of 20 feet below existing site grade. At this depth, end - bearing support should be obtained in dense to very dense silty sand. With support obtained in this manner, the following axial and lateral capacities would be available for design: The above allowable capacities are provided with a safety factor of two. The allowable lateral capacity, as listed in the above table, is controlled by the condition of the existing fill soils. The point of fixity will occur near the contact of the fill with the underlying competent native soil. For design of reinforcing steel, we recommend that the point of fixity be considered at a depth of 15 feet below existing surface grade. The use of drilled piers versus augercast piling will depend on whether the drilled shafts will remain in an open condition without soil collapse for a sufficient amount of time to allow for concrete placement. If caving of the open holes occurs, it will be necessary to either use casing or appropriate slurry methods to prevent soil collapse. Prior to going into full production with drilled pier construction, we recommend drilling two test piers on the site to determine if this construction procedure is applicable without casing or slurry. If significant soil collapse is observed, augercast piling should be considered. Augercast piles are typically used where significant soil caving conditions exist. The pile is constructed using a hollow stem auger. The auger is advanced to the desired bearing elevation and then grout is pumped into the auger. Once a sufficient head of grout has developed at the perimeter of the auger flites, the auger is slowly extracted with uniform grout pumping continued to maintain the grout head and form a grout column. Reinforcing steel is then installed according to the structural design requirements. The pressure used to inject the grout and construct the pile column will compress the soils immediately adjacent the pile. As a result, the amount of grout needed to form the pile will be greater than the computed grout volume. For estimating purposes, we suggest increasing the computed grout volume by 50 percent for that portion of the pile extending through the fill soils. Also, the installation sequence should be such that consecutive piles are constructed at a minimum spacing of five pile diameters. Once the grout has achieved its initial set, usually in 24 hours, installation between these locations can be completed. Page No. 5 4.5 Pipe Piles .. Project No. T -3617 May 23, 1997 The auger should be extracted slowly and uniformly below a sufficient and consistent head of grout. If the auger is extracted too quickly, the pile may neck down and soil may collapse in the pile, reducing its structural integrity. At a point along the injection line, the piling contractor should use a pressure gauge to monitor the grout pressure during construction. The amount of grout used in forming the pile should also be determined and documented. As an alternative to drilled piers or augercast piling, you can consider using small- diameter pipe piles. We recommend using a four -inch diameter pipe pile that is driven to refusal using an 850 -pound hydraulic hammer. Pile refusal should be considered as less than one inch of penetration after 15 seconds of continuous driving. We estimate that the pipe pile lengths will be 20 to 25 feet below existing surface grades. Pipe piles driven to this criteria can be designed for an allowable axial load of ten tons. Because of the upper fill soils and the slenderness of the pile, the pipe pile will have limited lateral capacity. Therefore, where resistance to lateral loading is required, the pipe 'piles should be installed at a batter. 4.6 Slab -on -grade If floor slabs are constructed at grade, they should be supported on a subgrade prepared as recommended in the Site Preparation and Grading section. Immediately below the floor slab, we recommend placing a minimum four -inch thick capillary break layer of clean, free - draining sand or gravel that has less than three percent passing the No. 200 sieve. This material will reduce the potential for upward capillary movement of water through the underlying soil and subsequent wetting of the floor slab. Where moisture by vapor transmission is undesirable, a durable plastic membrane should be placed on the capillary break layer. The membrane should be covered with at least two inches of clean, moist sand to guard against damage during construction and to aid in the curing of the concrete. 4.7 Retaining Walls A retaining wall will be constructed to support fill materials needed to establish desired construction grades along the north and east side of the site. The type of retaining wall being considered is a segmental block wall with reinforced structural fill. With structural fill placed and compacted as recommended in the Site Grading and Preparation section, for design of the wall system, we recommend using a soil unit weight of 130 pounds per cubic foot (pcf) and a soil internal friction angle of 36 degrees. These values would apply to both the reinforced and retained soil zones. The wall foundation must be established on firm competent native soils or structural fill. For design, an allowable bearing capacity of 2,500 pounds per square foot (psf) can be used. Page No. 6 } 4.8 Utilities 4.9 Drainage • Two inches of AC over four inches of asphalt treated base (ATB) Page No. 7 C ' Project No. T-3617 May 23, 1997 Utility pipes should be bedded in backfill in accordance with American Public Works Association (APWA) or City of Tukwila specifications. Before installing bedding and utility pipes, the existing fill below the pipe invert should be compacted to a firm condition. If the pipe subgrade remains unstable, overexcavation and replacement with suitable structural fill may be required to gain suitable site support. This condition should be closely evaluated by observation when utility construction takes place. Existing fills which contain excessive organic or construction debris will not be suitable for reuse as utility trench backfill. Utility trench backfill should consist of a structural fill as outlined in the Site Preparation and Grading section. Final exterior grades should promote free and positive drainage away from the building site and pavements at all times. Water must not be allowed to pond or collect adjacent foundations or within the immediate building area. We recommend providing a gradient of at least three percent for a minimum distance of ten feet from the building perimeter, 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 the structure. Considering that the building will be pile or pier - supported and paved to the building line, we do not believe perimeter foundation drains will be necessary. 4.10 Pavements Pavements should be constructed on subgrades prepared as described in the Site Preparation and Grading section. Regardless of the degree of compaction efforts achieved, the subgrade must be firm and relatively unyielding before paving. The subgrade should be proofrolled with heavy construction equipment to verify this condition. The pavement design section is dependent on the supporting capability of the subgrade soils and the' traffic conditions to which it will be subjected. We understand traffic will likely consist of light passenger and commercial vehicles with only occasional heavy traffic in the form of moving trucks and trash removal vehicles. Based on this information, with a stable subgrade prepared as recommended, we recommend the following pavement sections: • Two inches of asphalt concrete (AC) over six inches of crushed rock base (CRB) The paving materials used should conform to the Washington State Department of Transportation (WSDOT) specifications for Class B asphalt concrete, CRB, and ATB. Long -term pavement performance will depend on surface drainage. A poorly- drained pavement section will be subjected to premature failure as a result of surface water infiltrating into the subgrade soils and reducing their supporting capability. For optimal performance, we recommend surface drainage gradients of at least two percent. Some degree of longitudinal and transverse cracking of the pavement surface should be expected over time. Regular maintenance should be planned to seal cracks as they occur. 5.0 ADDITIONAL SERVICES Terra Associates, Inc. should review the final design drawings and construction specifications to verify that earthwork and foundation recommendations have been properly interpreted and implemented in project design and construction. We should also provide geotechnical services during construction in order to observe compliance with the geotechnical recommendations from this report. This will also allow design changes if subsurface conditions differ from those anticipated .prior to. the start of construction. 6.0 LIMITATIONS We prepared this report in accordance with generally accepted geotechnical engineering practices. This report is intended for specific appli to the Tukwila Chevron Food Mart project and is for the exclusive use of Lakha Investment Company, .Barghausen Consulting Engineers, Inc., and their authorized representatives. No other warranty, expressed or implied, is made. The analyses and recommendations presented in this report are based on the data obtained from the test pits excavated on the site. The nature and extent of variations in the test pits may not become evident until construction. If variations then appear evident, we should be allowed to reevaluate . the recommendations presented in this report prior to proceeding with construction. Page No. 8 Pfoject No. T -3617 May 23, 1997 0 $IIII I IIIII 111111 tt I It111111 I 1 110 TERRA ,; ASSOCIATES Geotechnical Consultants ..y. LEGEND: APPROX REFERENCE: LANDSCAPE F BARGHAUSEN JOB No. 578 'Y ! • TERRA ASSOCIATES eotechnical Consultants APPROXIMATE SCALE o 40 . LEGEND: 61 APPROXIMATE TEST PIT LOCATION 80 feet REFERENCE: LANDSCAPE PLANTING PLAN PREPARED BY BARGHAUSEN CONSULTING ENGINEERS, INC., JOB No. 5781, SHEET L1, DATED 3/14/97. EXPLORATION LOCATION PLAN TUKWILA CHEVRON FOOD MART TUKWILA. WASHINGTON Proj. No.3617 I Date MAY 1997 I Figure 2 APPENDIX A FIELD EXPLORATION AND LABORATORY TESTING Tukwila Chevron Food Mart Tukwila, Washington We performed our field exploration on April 30, 1997. Subsurface conditions at the site were explored by excavating five test pits to depths of 10 to 13 feet below existing surface grade. The approximate locations of the test pits are shown on Figure 2. A geotechnical engineer from our firm continuously observed the field exploration and classified the soils encountered, maintained a log of each test pit, obtained representative soil samples, and observed pertinent site features. All samples were visually classified in accordance' with the Unified Soil Classification System described on Figure A -1. The Test Pit Logs are attached as Figures A -2 through A -4. The soil classifications shown on these figures represent our interpretation of the field logs and reflect the results of visual examinations and laboratory tests performed on samples obtained from the test pits. Representative soil samples collected from the test pits were placed in closed containers and taken to our laboratory for further examination. The moisture content of each soil sample was determined and sieve analyses were performed on two selected representative samples. The results are shown on the Test Pit Logs. Project No. T -3617 MAJOR DIVISIONS LETTER SYMBOL '�... _ TYPICAL DESCRIPTION COARSE GRAINED SOILS More than 50% material larger than No. 200 sieve size GRAVELS More than 50% of coarse fraction is larger than No. 4 sieve Clean Gravels (less than 5% fines) GW Well- graded gravels, gravel -sand mixtures, little or no fines. GP Poorly- graded gravels, gravel -sand mixtures, little or no fines. Gravels with fines GM Silty gravels, gravel- sand -silt mixtures, non - plastic fines. GC Clayey gravels, gravel- sand -clay mixtures, plastic fines. SANDS More than 50% of coarse fraction is smaller than No. 4 sieve Clean Sands (less than 5% fines) SW Well- graded sands, gravelly sands, little or no fines. SP Poorly graded sands or gravelly sands, little or no fines. Sands with fines SM Silty sands, sand - silt mixtures, non - plastic fines. SC Clayey sands, sand -clay mixtures, plastic fines. FINE GRAINED SOILS More than 50% material smaller than No. 200 sieve size SILTS AND CLAYS Liquid limit is less than 50% ML Inorganic silts, rock flour, clayey silts with slight plasticity. CL Inorganic clays of low to medium plasticity, (lean clay). OL Organic silts and organic days of low plasticity. SILTS AND CLAYS Liquid limit is greater than 50% MH Inorganic silts, elastic. CH Inorganic clays of high plasticity, fat days. OH Organic clays of high plasticity. HIGHLY ORGANIC SOILS PT Peat. DEFINITION OF TERMS AND SYMBOLS SAND or GRAVEL Standard Penetration Density Resistance in Blows /Foot 2" OUTSIDE DIAMETER SPLIT I SPOON SAMPLER 2.4" IND IAMT EER RING OR SHSIELBY E D TUBE SAMPLE SAMPLER R 1 WATER LEVEL (DATE) Tr TORVANE READINGS, tsf Pp PENETROMETER READING, tsf DD DRY DENSITY, pounds per cubic foot LL LIQUID LIMIT, percent PI PLASTIC INDEX N STANDARD PENETRATION, blows per foot Very loose 0-4 Loose 4 -10 Medium dense 10 -30 Dense 30 -50 Very dense >50 SILT or CLAY Standard Penetration Consistency Resistance in Blows /Foot Very soft 0 -2 Soft 2-4 Medium stiff 4 -8 Stiff 8 -16 Very stiff 16 -32 Hard >32 TERRA ASSOCIATES Geotechnical Consultants UNIFIED SOIL CLASSIFICATION SYSTEM TUKWILA CHEVRON FOOD MART TUKWILA, WASHINGTON v s. NNs Proj. No. T -3617 Date May 1997 Figure A -1 ,. Logged by: JW Date: 4/30/97 Depth (ft) 0 5 10 15 Logged by: JW Date: 4/30/97 Depth (ft) 0 5 10 15 TERRA ASSOCIATES Geotechnical Consultants Test Pit No. TP -1 Soil Description Test Pit No. TP -2 Soil Description Proj. No. T -3617 Approximate Elev. 320 Moisture Content ( %) FILL: Brown silty SAND, organic odor, brick debris, shredded wood, some gravels, loose to medium dense, wet. Brown .silty SAND, medium grained, some gravels, medium dense, wet. (SM) 13 25 11 Test pit terminated dt 12.5 feet. Moderate groundwater seepage encountered at 10 feet during excavation. Approximate Elev. 320 Moisture Content ( %) FILL: Brown silty SAND and sandy SILT, organic odor, some scattered gravels, loose and soft, wet. Gray -green sandy SILT, some gravels, medium stiff, wet. (ML) 9 24 22 1 Test pit terminated at 13 feet. Moderate groundwater seepage encountered at 10 feet during excavation. TEST PIT LOGS TUKWILA CHEVRON FOOD MART TUKWILA, WASHINGTON Date May 1997 Figure A -2 - - - • FILL: Dark brown silty SAND, medium grained, some gravels and occasional cobbles, brick debris, organic odor, loose to medium dense, wet. ' - • 13 1 _ Gray -green sandy SILT, medium stiff, wet. (ML) 16 Test pit terminated at 12 feet. Light groundwater seepage encountered at 10 feet during excavation. • Gray -green sandy SILT, medium stiff, wet.. (ML) 23 - Test pit terminated at 13 feet. Light groundwater seepage encountered at 12 feet during excavation. - - - FILL: Dar brown silty SAND and gray SILT, some gravels, organic odor, loose and soft, wet. 15 16 1 _ Gray -green sandy SILT, medium stiff, wet. (ML) - - Test pit terminated at 12 feet. Light groundwater seepage encountered at 10 feet during excavation. 10 Test Pit No. TP -3 Logged by: JW Date: 4/30/97 Depth (ft.) 0 5 Logged by: JW Date: 4/30/97 Depth (ft.) 0 5 10 1 TERRA ASSOCIATES Geotechnical Consultants Soil Description Approximate Elev. 319:5 Moisture Content ( %l Test Pit No. TP-4 Soil Description Proj. No. T -3617 Approximate Elev. 319.5 Moisture Content ( %l TEST PIT LOGS TUKWILA CHEVRON FOOD MART TUKWILA, WASHINGTON Date May 1997 Figure A -3 - _ FILL: Dark brown silty SAND and SILT, organic odor, some gravels, loose and soft, wet. . 21 .. 23 - Z - Gray brown SILT, mottled, some iron stains, medium dense, wet. • (ML) Test pit terminated at 10 feet.. . . Moderate groundwater seepage encountered at 8 feet during excavation. Logged by: JW Date: 4/30/97 Depth (ft.) 0 5 10 TERRA ASSOCIATES Geotechnlcal Consultants Test Pit NO TP -5 Soil Description Approximate Elev. 319.5 Moisture Content ( %) TEST PIT LOGS TUKWILA CHEVRON FOOD MART TUKWILA, WASHINGTON Proj. No. T-3617 Date May 1997 Figure A-4 1 • 0 C C D CD a 90 80 70 60 50 40 30 20 10 1 100 0 Ol Key • O SIEVE ANALYSIS I HYDROMETER ANALYSIS SIZE OF OPENING IN INCHES 1 NUMBER OF MESH PER INCH, U.S. STANDARD GRAIN SIZE IN MM W — 0 O 0 N Boring or Test Pit TP -1 TP -3 N� 4,03 N Co d I I1 1J I 11 1 I _1 Ii 1 1 11111 1 _I I 1 1I 1_I _ d O O Depth (ft.) 11.0 12.0 USCS SM ML o CO al GRAIN SIZE IN MILLIMETERS 8 O .I• W N W Description silty SAND with gravel sandy SILT Moisture Content (7) 0 COBBLES } COARSE G j L FINE I COARSE 1 MEDIUM O 1 FINE 1 FINES 1 LL 10 20 .� m 30 m 90 100 e gg g g -1 40 0 0 50 (1) rn 60 03 70 m 80 PL ••. ��.. 38'X 52' CANOPY Pacific Highway S. near S. 146th Street Tukwila, Washington •For RUCTu RAL FILE Copy ALcu LATIoNs RECEIVED JUN 2 7 1997 1 fte' C ' SC°14.° 0 0.0 cf,sc,,V Nssq). TUKVVILA CHEVRON June 11, 1997 Project No. - 97079 (revision 1) RECEIVED JUN 26 199/ ROBERT FOSSATTI ASSOC —INC.— Bestworth-Rommel, Inc. Design and Engineering Services " . . peti3O044 EXPIRES: SEPT. 6. 9971 19818 74th Avenue NE, Arlington, WA 98223 (360) 435-2927 1-800-829-8211 FAX: (360) 435-3617 38' X 52' CANOPY Pacific Hwy S. near S. 146th Street Tukwila, Washington For TUKVVILA CHEVRON February 18, 1997 Project No. -97079 Bestworth-Rommel, Inc. Design and Engineering Services . • • I EXPRES: SEPT. 6. 9971 19818 74 Avenue NE, Arlington, WA 98223 (360) 435-2927 1-800-829-8211 FAX: (360) 435-3617 ,„) BESTWORTH ROMME( I: INC. Design and Engineering Services 19818 74th Avenue NE, Arlington, WA 98223 (360) 435 -2927 TABLE OF CONTENTS Customer: „ likwila Chevron Project: BRI #97079 - 38' x 52' Canopy Pacific Hwy S., near S. 146th St., Tukwila, WA Date: February 18, 1997 Specifications 1 Roof Framing Layout 2 Lateral Loads 3 Roof Deck Loads 4 Roof Deck Design 5 Frame Layout 19 Frame Loads 21 Member Design: Stringer Design 23 Crossarm Design Column Design 28 Base plate Design 29 STRAAD Frame Analysis 31 Connection Design 50 Footing Design 52 Anchor Bolt Design 53 Note: These calculations may contain only a summary of portions of the total design calculations. Complete documents for all or portions of these calculations may be requested from Bestworth Rommel, Inc. I EXPIRES: SEPT. 6. 19971 Page No. BESTWORTH ROMMEC; INC. (206) 481-2656 (800) 829-8211 Fax: (206) 486 -3920 P.O. Box 1650 Snohomish, WA 98291 -1650 DESIGN SPECIFICATIONS STEEL REINFORCING STEEL ASTM A615 Grade 60 CONCRETE Footings and slabs FOUNDATION DESIGN Structural Steel ASTM A36 Tubular Steel Column ASTM A500, Grade B Round Pipe Columns ASTM A53, Grade B Roof Deck, D50 3 -16 ASTM A446 Bolts ASTM A307 Bolts ASTM A325N Uniform Building Code, 1994 Edition Live Loads: Snow Load = Drifts Considered: Live Load = Ponding = Wind: 80 mph, Exposure P= CeCgq$I,r Seismic: Zone 3 V = (ZIC /R N ,)xW V= B 0.138 xW Where: Project Name: Project No.: 97079 Date: Where: C = C = C = Cq = qs = 1W = F = 36 ksi F = 46 ksi F = 35 ksi F = 50 ksi F = 20 ksi F = 44 ksi Fy = 60 ksi F', = 2500 psi Sand, Silty Sand, Clayey Sand, Silly Gravel or Clayey Gravel q = 1500 ps Dead Loads: :.Deck 2.5 psf Fascia DL @ End = 15 plf • Misc. 1.0 psf Fascia DL @ Side = 15 plf Frame 4.5 psf (Estimated - STRAAD uses actual self weight) Total: 8.0 psf 0.67 1.3 0.7 1.3 16.4 1.0 Z = 0.30 /= 1 C = 2.75 Rw = 6 TUKWILA CHEVRON 6/11/97 Sheet No.: 25 psf 100% Reduction in Combination with Seismic N Drifts per UBC or SEAW: SEAW 20 psf 10 psf (Maximum 1" Deflection, Gaylord & Gaylord, 2nd Ed., pg.16 -27) 1 EXPRES: SEPT. 6.19971 (Height = 20ft max.) Parapets (in & out) Roof outward ( -) T Roof elements ( -) T SPECS, 97079.xt3 060) 435-2 coo 824 -621 FAX: (3W 435-3W MC(6 74th Ava PE, Arington, WA 48223 2L•cA) (e23.41) (14. t I .3v) (4 as) (o) X (f) (v) (4,33) Z ( +) LONGIT sr 0' ROOF FRAMING PLAN Scar V4• • r-0' tt 42. (S O:U MIDA TAI97079197079Ad. VCD 2/17/1997 h Pr...it Tukwde Chevron Project No.: g707. Date: 2/17/q7 Sheet No.. 2 3 3 J !9 4 rO ¢1 laS Iy 4-$ or 13 w l3 1 3 1 E t o cv Vivi, Z+ 4 Z. I 20 S -lab 41- b t b t ,. * 31 �iol 15 1 0(0p� . 14 l: .t. . T.', 4 i�z { I '-°- a I l uok, 125114 +1 -Lo of 'Y I 1.1 10 '1. r 10 7. I 1 D 3 L 4 t2 - J 060) 435-2 coo 824 -621 FAX: (3W 435-3W MC(6 74th Ava PE, Arington, WA 48223 2L•cA) (e23.41) (14. t I .3v) (4 as) (o) X (f) (v) (4,33) Z ( +) LONGIT sr 0' ROOF FRAMING PLAN Scar V4• • r-0' tt 42. (S O:U MIDA TAI97079197079Ad. VCD 2/17/1997 h Pr...it Tukwde Chevron Project No.: g707. Date: 2/17/q7 Sheet No.. 2 K1 K2 K3 R„ 1st Span 1st Adj. 2nd Adj. 1st Adj. 2nd Adj. Last Span 9.83 ft. 9.83 ft. 9.83 ft. 0.00 ft. 0.00 ft. 9.83 ft. BESTWORTH ROMMEL, *INC. (206) 481 -2656 (800) 829 -8211 Fax: (206) 486 -3920 P.O. Box 1650 Snohomish, WA 98291 -1650 CANOPY LAYOUT: Fascia, F = Clear height, h = Canopy Width = Canopy Length = No. of Stringers = No. of Crossarms = No. of Columns = Deck Cantilever, Left = Stringer Spacing: WIND: SEISMIC: GRAVITY: P= CeCggsl W fascia = W stringer = W crossarm = W column = Fascia Axial load to end of stringer = WIND transverse = WIND longitudinal = WIND UPLIFT LOAD: wu= V = (ZIC /Rw)/W v= wdl= 42 in. w framing = 14.5 ft. w fascia @ End = 38. ft. w fascia @ Side = 52. ft. w snow = 4 Column t, in. = 2 Stringer ht. = 4 Crossarm ht. = 4.25 ft. Deck Cantilever, Right = .67 psf (Without framing loads) 14.27 x F= 16.65 #/lin ft. 16.65 #/lin ft. 11.89 #/lin ft v, seismic (transverse) at stringer = P, seismic at end of stringer = V= P= 10.98 xCq= 14.27 7616 lbs 5468 lbs Z= Rw = W= 0.138 x W = 2545 lbs P, DL fascia at end of stringer = 3.5 psf 4.5 psf 15 plf 15 plf 25 psf 10 in. 14 in. 14 in. 4.25 ft. 49.9 #/lin ft. R Project Name: TUKW ILA CHEVRON Project No.: 97079 Date: w„ t i t t + ft i t + + f + t w I Ri R2 Rn R R2 R R2 10.98 x Cq = 14.3 psf @ stringer & deck 2/18/97 R2 • R3 R„ 4581bs 491 lbs • •O lbs 458lbs• . Wind Governs Wind Governs 0.3 1 =1 C =2.75 6 Snow= 100% Reduction 18,508 lbs. R3 R„ 6.1 lbs 6.6 lbs 0.0 lbs 6.1 lbs 18.9 lbs 20.3 lbs 0.0 lbs 18.9 lbs Wind Governs transverse direction Wind Governs longitudinal direction R3 R„ 1371bs 147lbs Olbs 1371bs Sheet No.: 3 IA1 LOADS • CONFIGURE, 97079.xJs • I r BESTWORTH ROMM L., INC. (206) 481-2656 (800) 8294211 Fax: (206) 486-3920 P.O. Box 1650 Snohomish, WA 98291-1650 ROOF LOADS Load Case 1 Dead Load 1 Fascia DL © side = 2 Snow Load = 2 Drft'd Snow, Nuy = 2 Drft'd Snow, Pm2(W) = 2 Drft'd Snow, Primo = 2 Drft'd Snow, P(L) = 3 Live Load = 5 Ponding = (A = 1" max.) 8 Wind(up)= Loads per Deck width: Load Case 1 DL = 1 DL Fiscia = 2 •' Snow = 2 Drifted Snow, P = 2 Drifted Snow, Pm2 = 14.3 Ibs./ft.2 16 in 4.7 Ibs./ft. 20.0 Ibs 33.3 lbs./ft. 0 lbs./ft. 0.0 Ibs./ft. 2 SL+Avg P © End Panel = 0.0 lbs./ft. NA 3 LL 20 psf = 26.7 lbs./ft. (Main span only) 5 Ponding = 8 Wind (up) = 13.3 Ibs./ft. 19.0 Ibs./ft. Maximum Allowable Deck +Moment = +837.9 ft. lbs. Maximum Allowable Deck-Moment = -565.4 ft. lbs. Project Name: TUKINKA CHEVRON Project No.: 97079 Date: 3.5 lbs./ft.2 15.0 lbs./ft. 42 in. Height 25.0 lbs./ft.2 0.0 Ibs./ft.2 0.0 lbs./ft.2 0.0 lbs./ft.2 0.0 lbs./ft.2 20.0 lbs.Ift.2 10.0 lbs./ft.2 (Gaylord & Gaylord, 2nd Ed., pg.16-27) @ span 2 NA, x @ span n = NA 2/18/97 Sheet No.:. 4 Wd = 4.52 ft. Cantilever = 4.25 ft. Wd = 5.24 ft. Cantilever = 4.25 ft. ROOF LOADS, 97079.xls BESTWORTH ROMM &' INC. (206) 481-2656 (800) 829-8211 Fax: (206) 486 -3920 P.O. Box 1650 Snohomish, WA 98291 -1650 DECK DESIGN D50 3- Deck Properties Rib height = 3 in Gage = Material = ASTM A446 Grade D + Section Modulus = - Section Modulus = + Area = 2.44x144/490= - Area = Location: General Deck End Panels N/A STIFFENER Properties: Rib height = Gage = Material = Stiffner Location: General.Deck End Panels N/A Stiffners spaced @ The equiv. section modulus: + Section Modulus = - Section Modulus = + M max = Fb x +S = - Mmax = Fbx -S= 0.7171 in2 0.7171 in2 Positive ( +) M +230.3 ft. lbs. +293.1 ft. lbs. Deck OK 3 in 18 ASTM A446, Gr B Stiffner Spacing 64 in . 16 in DECK CLIPS (450 lbs/Clip, Max): Location Reaction /Panel All Panels 383 lbs End Panel 523 lbs 16 in +0.299 in3 -0.299 in3 +1492.6 ft. lbs. - 1276.6 ft. lbs. Project Name: TUKWILA CHEVRON Project No.: 97079 Date: 6/11/97 20 Fy = Positive ( +) M No Stiffners required No Stiffners required + Moment of Inertia = - Moment of Inertia = + M max = Fb x +S = - M max = Fb x -S = -428.5 ft. lbs. -563.9 ft. lbs. Deck OK Fy = 37 ksi Fb = .6 Fy = 22 ksi + Section Modulus = +0.299 in3 - Section Modulus = -0.299 in3 32 in +0.149 in3 -0.149 in3 +1216.3 ft. lbs. - 1000.3 ft. lbs. Add'I Clip Ratio Use 4.25 ft. Cantilever Use 9.83 ft, Span Negative ( -) M Panel Width = 16 in 50 ksi Fb = .6 Fy = 30 ksi No Stiffners required No Stiffners required 48 in +0.100 in3 -0.100 in3 +1124.2 ft. lbs. -908.2 ft. lbs. +940.0 ft. lbs. -724.0 ft. lbs. Negative ( -) M O.K. - No add'l clip reqd. 16 in. 0.58 O.K. Sheet No.: 5 64 in +0.075 in3 -0.075 in3 +1078.1 ft. lbs. -862.1 ft. lbs. DECK DESIGN. 97079.xIs NOTES : iNA0Tnt. 4tivrrvi5/1.4 JOB ID: 38'X 52' (4) COLUMN CANOPY - TUKWILA, CA RUN ID: 97079 C-STRAAD UNDEFORMED SHAPE Brng -35.00 Elev 15.00 MINIMA X 3.250E+000 Y-1.000E+000 2-1.000E+000 MAXIMA X 3.475E+001 Y 1.850E+001 Z 5.300E+001 NOTES : 4.41,41,101114 JOB ID: 38'X 52' (4) COLUMN CANOPY - TUKWILA, CA RUN ID: 97079 ✓ Rec # Member Name/ Load Description Input toads from cont. deck output 12 in/R. 0980 peo11 Element or Node • •' List Type Distance System 6a$ pu3 Magnitude # z 0) E w * b � Z I 'ur wJoIiun) I ouo31 Distance Fraction I ie pal3erwdl pool X Y Uniform Linear Begin Y LEndr Z Stringer, R -1 (Gravity 4. loads are ( -) Neg.) 1 WDL = -74 /1.33 1 101 -106 X X X 0 1 -55.5 1 P DL Fascia at Ends I CV I01 I0.1 30,33,40,43 [x Ix.'x X xx X xIxIxIx -137 o 0 2 W sNOW = -309 /1.33 101 -106 0 1 -232 3 W DRFT'D SNOW, LEFT END = /1.33 0 4 W DRFT'D SNOW, RIGHT END -' /1.33 0 5 ' W 20 PSF = (U2 +Cant)x -20 --II 0) I CPI la co 102 xI.,.IxIxI xxxx x[xIxIxI 0 -183 6 2000# CONC = 102 X 0.5 -2000 7 W to PSF PondIng = (U2 +Cant)x -10 102 • . 0 O .--, t -92 k,: 8 W UNBAL LL = /1.33 0 y• . 9 W UNBAL LL = /1.33 0 ✓ 10 W WIND (UP) = 176.4 /1.33 8 101 -106 X X X 0 1 132 ✓ 11 W WIND (Trans) 9 101 -106 X X X 0 1 49.9 ;. 2 P, WIND (Longit) @ End of Stringer 10 30,33,40,43 ~ X X 458 W SETS (Trans) 11 101 -106 X ... X 0 1 6.1 3 P SEIS (Trans) Fascia @ Stringer Ends 11 12 30,33,40,43 ', X Ix Ix 18.9, W sEls (Longit) 101 -106 . . X .. X 0 1 6.1 4 P sets (Longit) Fascia @ Stringer Ends 12 30,33,40,43. X X 18.9 • I COLUMNS • .. J 14 W WIrans) @ Column (T 9 1-4 . X • . X X 0 1 11.9 15 W WIND (Longit) @ Column 10 1-4 . X X X 0 1 11.9 CROSSARMS -• f 16 W WIND (Longit) 10 10 -24 ;, X ;,: X X 0 1 16.6 • . c., - :J7 jr % -.+ LOADS FOR R.1. 97079 xIs 2118/97 :Gtxu.:ae:t•r; c, +.s: !:rr..s.� .xr r.• .: a:a�r� ^'cis ••;r : v: x: rM: .inw_ar�vR+na,;.•rx:3xvaerm�•uK ra^ rxnrrar -. pear navrs;•7�xx9:t•+!ck. *.c*`�`: rta?:`'•. Yi •S9?.i!�,'.`Y.^"^,'.:'t't FRAME LOADS to cn 0 �-1 0 m r � p - D - D 3. o, .. o m 0 0 co c C7 • as 0 / ./ Rec # Member Name/ Load Descrip Input loads from nt. deck output 12 in/ft. ase7 peoll Element or Node List . ; .. , , Type Distance System 1 Bag pu3 Magnitude 4t m 4k g Ti v .Z - uIUWio1!unI ouoo Distance Fraction mole I papafad I leool X Y Uniform or Linear Begin Y Linear End Z Stringer, R -2 (Gravity 1 loads are ( -) Neg.) 17 W -35.3 /1.33 = 1 201 -206 X X X 0 1 -26.5 5 P DL Faseta at Ends r 0.1ININ 31- 32,41 -42 I I xi xi x X ^_ xx lx ixixix -147 o o 18 W sNOW = -324 /1.33 = 201 -206 X 0 1 -243 19 20 W DRFT'D SNOW, LEFT END = /1.33 = 0.0 0 W DRFT'D SNOW, RIGHT END = /1.33 = 0 21 W20 PsF = t x ( -20) CO I�ILO 202 . ._.' X xxx i Ixix 0 1 -197 22 2000# CONC 202 X 0.5 -2000 23 W 10 PSF PondIng 202 X 0 1 -98 24 ' W UNBAL LL = /1.33 = 6 X X X 0 1 0 {'• 25 26 W UNBAL LL = /1.33 = 7 ©® © ® ® ® x: xxx x x Ix ix ix ix ix ix ix 0 W WIND (UP) = 184.6 /1.33 = 8 201 -206 • ' •• •' ' 138 27 W WIND (Trans) 9 201 -206 X 16.6 •; 6 P, WIND (Long) @ End of Stringer 10 31- 32,41 -42 I I 491 28 , W SEIS (Trans) 11 201 -206 6.6 - 7 P SEIS (Trans) Fascia @ Stringer Ends 11 31- 32,41 -42 ; . ; X 20.3 29 WsEts (Longit) 12 201 -206 6.6 ir 8 P SEIS ( Longit) Fascia @ Stringer Ends 12 31- 32,41 -42 X X 20.3 • • : ?:MT:..?f_r6s§•'Sisk'yl:`A? :R'Xt2t"R',T35:9t ri t.s 7Ali. i' F1Ta7M. S. gT.v:.4•t.:t?'Gnt"✓aY;•L�'.i. ^- Fin ,e?'Kv 0.7sxxsal crwsfr.:Y:dirtt r,.wn.. T..:JFNr.'gh'exitLe r,`rt. r^tm LOADS FOR R.2, 97079 xis 2118197 FRAME LOADS «'.'.EX•;!l 2Yvrwii. epritTSY.X ':Y=rea rrizm ?1 : ?ROGRAM : Steel Beam-Column 3ESTWORTH-ROMMEL, Inc. JOB : 38'X 52' (4) TUN : 97079 • 3ESIGN OPTION: 1 'LLEMENTS: 102-106,202-206 40DE: WORST MEM SHAPE NO 4ORST 102 102 102 102 CASE FOR ELEMENTS W10x22 W12x26 W14x22 W16x26 3 3 3 COLUMN CANOPY - Design v1.97 AISC - OUTPUT LOAD Fy faxial COMB Faxial K /In A 2 K /In A 2 102-106,202-206 36.00 36.00 36.00 36.00 TUKWILA, CA DESIGNED 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -16.51 18.33 -11.47 18.91 -13.21 14.36 -9.98 15.86 BY: (1 SUMMARY fbx fby Fbx Fby K /In A 2 K /In A 2 PAGE NO. 23 TIME : Tue Feb 18 10:00:28 1997 JOB NO. : 3 CHECKED BY 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 STRESS GOVN RATIO CRIT 0.90 0.61 0.92 0.63 H1-3 H1-3 H1-3 H1-3 DESIGN OPTION: 2 ELEMENTS: 101,201 MODE: CHECK Element 101 AXIAL BUCKLING LATERAL TORSIONAL BUCKLING AXIS LB K BRACED BRACED LENGTHS (LIST) PROGRAM : Steel Beam - Column Design v1.97 PAGE NO. 24 BESTWORTH- ROMMEL,Inc. TIME : Tue Feb 18 10:03:04 1997 JOB : 38'X 52' (4) COLUMN CANOPY - TUKWILA, CA JOB NO. : 3 RUN : 97079 DESIGNED BY: CHECKED BY: _ D E S I G N DATA DESCRIPTION DESIGN CODE DESIGN METHOD MODE SPAN LENGTH AISC ASD CHECK 9.33 Ft X 9.33 Ft 3.010 N (.lNMWD0Wiol ----? 9.333300 Ft Y 9.33 Ft 1.903 N w vrh- w'P 64 F1 YIELD MODULUS MAX RATIOS FY E STRESS DEFL K /In A 2 K /In A 2 36.00 29000.00 1.000 L /120.00 FY D E S I G N FORCES ELEM LOAD SIGN CONVENTION : BEAM DESIGNERS NO COMB DIR END AXIAL SHEAR MOMENT MAX MOM DIST K K K -Ft 101 1 X NE 0.00 0.06 0.00 PE 0.00 0.53 1.09 LOAD COMBINATIONS : Y NE -0.14 0.00 PE 0.37 . 2.78 X NE -0.46 0.00 0.00 PE -0.46 0.00 1.09 Y NE -0.14 0.00 PE 0.37 0.00 COMB 1 : 1.00 X LOAD CASE 1 BASE PLATE F' C AREA K /In A 2 K /In A 2 In • K -Ft Ft - 0.17 2.52 - 0.17 2.52 = = = a = PROGRAM : Steel Beam - Column Design v1.97 PAGE NO. 25 BESTWORTH- ROMMEL,Inc. TIME : Tue Feb 18 10:03:08 1997 JOB : 38'X 52' (4) COLUMN CANOPY - TUKWILA, CA JOB NO. : 3 RUN : 97079 DESIGNED BY: CHECKED BY D E S I G N F O R C E S SIGN CONVENTION : BEAM DESIGNERS NO COMB DIR END AXIAL SHEAR MOMENT MAX MOM DIST ELEM LOAD COMB 2 : 1.00 X LOAD CASE 1 + 1.00 X LOAD CASE 8 + 1.00 X LOAD CASE 10 A I S C - D E T A I L O U T P U T LOAD STRESS GOVN REF SHAPE COMB fa fbx fby RATIO CRIT 1 W14x22 Element 201 X 9.33 Ft 3.010 N Y 9.33 Ft 1.903 N K /In A 2 36.00 + 1.00 X LOAD CASE 8 + 1.00 X LOAD CASE 9 K /In "2 29000.00 neo tYVV. , M. tMIf AFFp r' AWF:} air M1l�M/ IlC. 1iJ:��IHA.ilii'�pStM.1YJItVMYI� 1fyAyjr.p.M.wnwt4.wwwu. a K /In "2 K /In "2 K /In "2 r . ` 0, o.g.. 1 0.00 -0.45 -11.89 0.46 H1 -3 REF Faxial Fbx Cb Cmx Fby Cmy Qa Qs Dx , Dy K /In A 2 K /In "2 K /In "2 In In 1 0`.00 21.60 1.75'0.00 27.00 0.00 1.00 1.00 0.000 -0.000 D E S I G N D 'A T A DESCRIPTION DESIGN CODE DESIGN METHOD MODE SPAN LENGTH AISC ASD CHECK 9.33 Ft AXIAL BUCKLING LATERAL TORSIONAL BUCKLING AXIS LB K BRACED BRACED LENGTHS (LIST) YIELD MODULUS MAX RATIOS FY E STRESS DEFL 1.000 L /120.00 FY BASE PLATE F' C K /In "2 K /In "2 In"2 9.33 Ft AREA r*. 1.41.11,04)0VilfteemihrorfsPiteeMI■abl4.6.1.11. • • = = PROGRAM : Steel Beam-Column Design v1.97 PAGE NO. 26 BESTWORTH-ROMMEL,Inc. TIME : Tue Feb 18 10:03:08 1997 JOB : 38'X 52' (4) COLUMN CANOPY - TUKWILA, CA JOB NO. : 3 RUN : 97079 DESIGNED BY: CHECKED BY DESIGN FORCES SIGN CONVENTION : BEAM DESIGNERS NO COMB DIR END AXIAL SHEAR MOMENT MAX MOM DIST ELEM LOAD 201 1 X NE 0.00 -0.06 -0.00 PE 0.00 0.09 2.52 LOAD COMBINATIONS : Y NE -0.15 0.00 PE 0.69 0.12 2 X NE -0.49 0.00 -0.00 PE -0.49 0.00 2.52 Y NE -0.15 0.00 PE 0.69 0.00 COMB 1 : 1.00 X LOAD CASE 1 + 1.00 X LOAD CASE 8 + 1.00 X LOAD CASE 9 COMB 2 1.00 X LOAD CASE 1 + 1.00 X LOAD CASE 8 + 1.00 X LOAD CASE 10 REF SHAPE 1 W14x22 K K K -Ft AISC - DETAIL OUTPUT LOAD COMB fa fbx K -Ft Ft 1.64 3.89 1.64 STRESS GOVN fby RATIO CRIT K /In A 2 K /In A 2 K /In A 2 2 -0.08 -1.04 -0.52 0.07 H1-3 REF Faxial Fbx Cb Cmx Fby Cmy Qa Qs Dx Dy K /In A 2 K /In A 2 K /In A 2 In In 1 3.56 21.60 1.75 1.00 27.00 1.00 1.00 1.00 0.000 -0.002 -,. ========== L- = = = m = - - - - PROGRAM : Steel Beam-Column Design v1.97 PAGE NO. 27 BESTWORTH-ROMMEL,Inc. TIME : Tue Feb 18 10:11:24 1997 JOB : 38'X 52' (4) COLUMN CANOPY - TUKWILA, CA JOB NO. : 3 RUN : 97079 DESIGNED BY: CHECKED BY DESIGN OPTION: 3 ELEMENTS: 10-24 MODE: WORST AISC OUTPUT SUMMARY ELEM SHAPE LOAD Fy faxial fbx fby STRESS GOVN NO COMB Faxial Fbx Fby RATIO CRIT K /In A 2 K /In A 2 K /In A 2 K un A 2 .WORST CASE FOR ELEMENTS : 10-24 20 W10x33 20 W12x26 2 2 20 W14x26 36.00 36.00 36.00 0.00 0.00 0.00 0.00 0.00 0.00 -20.23 23.76 -21.19 21.60 -20.05 21.30 0.00 0.85 H1-3 0.00 0.00 0.98 H1-3 0.00 0.00 0.94 H1-3 0.00 LbL tA) x.249 1?›12-41-te e - _==== PROGRAM : Steel Beam-Column Design v1.97 PAGE NO. 28 BESTWORTH-ROMMEL,Inc. TIME : Tue Feb 18 10:11:34 1997 JOB : 38'X 52' (4) COLUMN CANOPY - TUKWILA, CA JOB NO. : 3 RUN : 97079 DESIGNED BY: CHECKED BY: =======...= DESIGN OPTION: 4 ELEMENTS:' 1-4 MODE: CHECK AISC - OUTPUT SUMMARY ELEM SHAPE LOAD Fy faxial fbx fby STRESS GOVN NO COMB Faxial Fbx Fby RATIO CRIT K /In A 2 K /In A 2 K /In A 2 K /In A 2 1 TS10x10x.25 46.00 -0.38 -12.79 0.00 0.37 H1-3 10 18.71 36.80 0.00 2 TS10x10x.25 46.00 -0.38 -12.79 0.00 0.37 H1-3 10 18.71 36.80 0.00 3 TS10x10x.25 46.00 -0.38 -12.79 0.00 0.37 H1-3 10 18.71 36.80 0.00 4 TS10x10x.25 46.00 -0.38 -12.79 0.00 0.37 H1-3 10 18.71 36.80 0.00 = = === == PROGRAM : Steel Beam - Column Design v1.97 PAGE NO. 29 BESTWORTH- ROMMEL,Inc. TIME : Tue Feb 18 10:11:34 1997 JOB : 38'X 52' (4) COLUMN CANOPY - TUKWILA, CA JOB NO. : 3 RUN : 97079 DESIGNED BY: CHECKED BY Base Plate Design for: TS10x10x.25 Element No. 1 Plate Size: 18.000 (Y) x 18.000 (X) x 1.0000 In Bolts Req'd: 4 - 1.0000 In Bolts For Stress Weld: 0.2500 In Fillet All Around For Stress Plate Fy: 36 K /In A 2 Concrete f'c: 2.5 K /In A 2 Bolt Allowable Stress: 13 K /In A 2 (Shear) K /In A 2 (Tension) In K (LC 8) K /In A 2 K /In A 2 (LC 8) K /In A 2 In'2 Bolt Clearances or Min. Weld Sizes 27 Bolt Edge Distance: 2.00 Actual Bolt Tension: 14.30 Weld Allowable Stress: 28 Actual Bearing Stress: 0.5 Allowable Bearing 2.3 Area of Concrete: 1296.00 * ** Note: Program Does Not Check Plate Fy: Concrete f'c: Bolt Allowable Stress: Bolt Edge Distance: Actual Bolt Tension: Weld Allowable Stress: Actual Bearing Stress: Allowable Bearing Area of Concrete: * ** Note: Program Does BASE P L A T E BASE PLATE D E S I G N 36 2.5 13 27 2.00 14.30 28 0.5 2.3 1296.00 Not Check Code: AISC Design Method: ASD D E S I G N Base Plate Design for: TS10x10x.25 Code: AISC Design ASD Element No. 2 Plate Size: 18.000 (Y) x 18.000 (X) x 1.0000 In Bolts Req'd: 4 - 1.0000 In Bolts For Stress Weld: 0.2500 In Fillet All Around For Stress K /In A 2 K /In A 2 K /In A 2 (Shear) K /In ''2 (Tension) In K (LC 8) K /In "2 K /In A 2 (LC 8) K /In A 2 In "2 Bolt Clearances or Min. Weld Sizes == = = == == PROGRAM : Steel Beam - Column Design v1.97 PAGE NO. 30 BESTWORTH- ROMMEL,Inc. TIME : Tue Feb 18 10:11:34 1997 JOB : 38'X 52' (4) COLUMN CANOPY - TUKWILA, CA JOB NO. : 3 RUN : 97079 DESIGNED BY: CHECKED BY.: Element No. 3 Plate Size: Bolts Req'd: Weld: Plate Fy: Concrete f'c: Bolt Allowable Stress: BASE P L A T E D E S I G N Base Plate Design for: TS10x10x.25 Code: AISC Design Method: ASD 18.000 (Y) x 18.000 (X) x 1.0000 4 - 1.0000 In Bolts For Stress 0.2500 In Fillet All Around 36 K /In "2 2.5 K /In "2 13 K /In "2 27 K /In "2 Bolt Edge Distance: 2.00 In Actual Bolt Tension: 14.30 K (LC 8) Weld Allowable Stress: 28 K /In "2 Actual Bearing Stress: 0.5 K /In "2 Allowable Bearing (Shear) (Tension) (LC 8) For 2.3 K /In "2 Area of Concrete: 1296.00 In "2 * ** Note: Program Does Not Check Bolt Clearances or Min. Weld Sizes BASE PLATE D E S I G N Base Plate Design 'for: TS10x10x.25 Code': AISC '-... ..Design° "Method: '.ASD Element No. 4 Plate Size: 18.000 (Y) x 18.000 (X) x 1.0000 In Bolts Req'd: 4 - 1.0000 In Bolts For Stress Weld: 0.2500 In Fillet All Around For Stress Plate Fy: 36 K /In "2 Concrete f'c: 2.5 K /In "2 Bolt Allowable Stress: 13 K /In "2 (Shear) 27 K /In "2 (Tension Bolt Edge Distance: 2.00 In Actual Bolt Tension: 14.30 K (LC 8) Weld Allowable Stress: 28 K /In "2 Actual Bearing Stress: 0.5 K /In "2 (LC 8) Allowable Bearing 2.3 K /In "2 Area of Concrete: 1296.00 In "2 * ** Note: Program Does Not Check Bolt Clearances or Min. Weld Sizes In Stress BESTWORTH ROMMEL INC. Project Name: TUKWILA CHEVRON Project No.: 97079 (206) 481 -2656 (800) 829 -8211 Fax: (206) 486 -3920 P.O. Box 1650 Snohomish, WA 98291 -1650 BEAM CONNECTION TO GIRDER STRINGER: W 14X22 GIRDER: W 14X26 bf = 5.025 tf = 0.420 g = 3.000 tw = 0.255 STIFFNERS (Re: AISC K1.2) W 14X26 W 14X26 W 14X22 tf= tf= Tb = Vb +c = Vb(1 +g /e) STRINGER OPTIONAL A325 BOLTS Q/P = T =P +Q= bf = tf= g tw = 5.000 0.335 3.000 0.230 Date: 2/18/97 T = 8.19 kips Try bolt dia = 0.75 Ft = 20 ksi T allow = 8.84 kips .4(Pbf /Fy) ^.5 Pbf =Tx5 /3 = 13.64 0.25 < 0.42 Stiffners not req'd W 14X22 tf = 0.25 < 0.34 Stiffners not req'd CHECK BOLTS WITH PRYING ACTION ; (Cooper & Chen) W 14X22 e = 1.00 Tb = 8.19 < 8.84 k 0.75 in. Dia. ASTM A307 Bolt - O.K. Q/P = (100bd ^2 - 18wtf^2) /(70adA2 + 21wtf ^2) P = 2.05 1.53 Vb =T /4 = 2.05 Q = 3.13 k 5.18 k < CROSS -ARM GIRDER • Dia. = 0.75 Ft = 44 ksi T allow = 19.44 kips 19.44 k Fy = 36.00 Sheet No.: 50 HS,Y /N? N ASTM A307 Q/P = (100bd ^2 - 18wtf^2) /(70ad ^2 + 21wtf ^2) a= (bf -g) /2= 1.01 P = 2.05 b= (g -tw) /2 -1/16= 1.31 w =bf /2= 2.51 Q/P = 1.34 Q = 2.73 k P =Vb T = P + Q 1.34 = 4.78 k < 19.44 k 0.75 Dia. A325 Bolt - O.K. W 14X26 e = 1.01 Tb= 8.11 < 8.84 k 0.75 in. Dia. ASTM A307 Bolt - O.K. a= (bf -g) /2= 1.00 b= (g -tw) /2 -1/16= 1.32 w =bf /2= 2.50 P =Vb 0.75 Dia. A325 Bolt - O.K. BEAM TO )(ARM STIFFNER, 97079.xds (206) 481 -2656 (800) 829 -8211 Fax: (206) 486 -3920 P.O. Box 1650 Snohomish, WA 98291 -1650 Date: BEAM MOMENT CONNECTION TO COLUMN M = 0.00 ft-k P (in comb with M) = 0.00 k P axial (max) = 16.30 k d = 13.00 in. Edge Dist = 1.50 in. T= 0.00 k Column Depth or Dia. = 10.00 Square or Round, S/R ? S Cap Plate Width = 12.00 GIRDER: W 14X26 bf = 5.025 Try bolt dia = 0.75 in. tf = 0.420 Ft = 20 ksi g = 3.000 T allow = 8.84 kips tw = 0.255 Applied Moment M = (d -Col w/2 or .8D/2)xT +Pcant = 0.00 in. -k Vertical Load M: M = Int. moment - Cant. moment = 13.04 in. -k S regal = M/27 ksi = 0.48 t = [6 x S /(Cap PI Width)) 0.49 in. WELD: Try: 4/16 ths Weld t 1/16 = COLUMN TORSION (TS Section only) : 0.00 1/16 ths Use 4/16 ths weld MT Torsion (Max) : 1.86 k -ft VH Shear (Max) : 1.94 k Column Section: TS 10 x 10 x 1/4 Depth: 10.00 in. Wall t : 0.25 in. h /t = 38.0 < 380 / (Fy) = 56.0 OK F„ = 0.4 F = 18.4 ksi BESTWORTH ROMME ; INC. Project Name: TUKWIIA HEVRON Project No.: 97079 fry= M /2Aot= 0.447ksi f V /2xDxt= 0.387ksi f f TV + <_ 1.0 0.83 ksi < 18.4 ksi OK 2/18/97 Sheet No.: 51 HS, Y/N ? ASTM A307 N Use 0.75 in. Cap Plate . . d T /bolt = T/2 = 0.00 k Use 0.75 in. Dia ASTM A307 Bolt CAP PLATE: Try: 0.75 in. Thickness Width: 10.00 in. 6EAM.COLUMN CONN.. 97079.xls (360) 435 -2927 (800) 829 -8211 FAX: (360) 435 -3617 19818 74th Avenue N.E. Arlington, WA 98223 C *sib INf 14/1 fn flw.aot CA4 PfiOFOI MA 13USW ESS FORMS A GRAPHICS 1 MO) 54A GO2t1 if A 4b X12.5' n -;-o(- - per✓ . -j2 st 1.1 s X 4.4- 41 5 /1, 1 - 4 l/ r--1' D. k • 13,1 1 us v .15 :• 3 n CUSTOMER* - c".7) '-4- 2 ?O1 c i JOB ADDRESS: CONTACT. DATE: - p 'Faptv- E .0) . T .; _. — _ 4 Cd- - • I II 'L' 3 • two 7 t - " 1 1- (V s2r.co Y1 IL _ lux 2x"- . 12,x ,.. 1 SK43 _ t 0 .1 '14 4',271 l�L! [L ti x voi 4 - 4 •5 - rit) 4 "az, ( BESTWORTH ROMME INC. (208) 481 -2656 (800) 829 -8211 Fax: (206) 486 -3920 P.O. Box 1650 Snohomish, WA 98291 -1650 ANCHOR BOLT DESIGN (UBC Section 1925.2, 1994 Ed.) Design Criteria: All bolts act as an anchor group since the distance between anchors is < 2x the embedment length. All anchor bolts have equal shear value due to proximity to the edge. The total shear is equal to the number of anchor bolts times the shear per bolt. �♦ �� .\ Square Footing : Element 1 No. of Bolts in Tension group = 2 TRANSVERSE No. of Bolts in Shear group = 4 DIRECTION Ftg = 4.0 ft.sqr Le = 16.0 X = 14.0 Y =0 Base PL side - Edge dist. = 16.00 in. Seismic Zone: 3 Special Inspection, YIN ? N Inspection Factor = 2 (Special Inspection = 1.3 No Inspection = 2) Concrete Parameters: fc = 2500 psi 0 = 0.65 x =1 LOAD INPUT Unbalanced Live Load: PDL mro,x• = PLL GROW = P axial = V, = MDL = MLL = Pu BOLT= Wind: Pot. GROUP = V„ GROG/ P uplift = P axial = M wind = Pu BOLT= Seismic: (Zone 3) PDL GROUP = V u Girou► M seis = Pu BOLT= .-.t. ..w..wcnw4 Try bolt dia = 1.00 in. fs = 60 ksi 4.52 k x1.4x Insp = 0.00 k x 1.7 x Insp = PoL + PLL = 0.00 k x 1.7 x Insp. = 0.00 k -ft x 1.4 x Insp. = 0.00 k-ft x 1.7 x Insp. = 1.4D +1.7L= 4.52 k x .9 x Insp. = 1.94k x1.3x Insp. = 7.02 k x 1.3 x lnsp = P DL - P uplift = 32.08 k -ft x 1.3 x Insp. = .9D +1.3W= 4.52 k x .9 x Insp. = 0.66 k x 1.4 x lnsp. = 10.86 k-ft x 1.4 x lnsp. = .9D +1.4xE= UBC Section 1921.2.7 .N* 0. 10,44.:041 Ir0001 .62W@\: A307 12.66 k 0.00 k 12.66 k 0.00 k 0.00 k -ft 0.00 k -ft 0.00 k 8.14 k 5.04 k 18.25 k -10.11 k 83.41 k -ft 36.33 k Project Name: TUKWILA CHEVRO Project No.: 97079 Date: 2/18/97 Sheet No.: 53 ♦ Ab = 0.785 sq.in. At =XxY= Ap = (X + 2 Le)(Y + 2Le) - At = As= Ap - 42 +At= Load Case 1 Load Case 2 or 6 Load Case 2 or 6 Load Case 1, Mz Load Case 2 or 6 Load Case 1 Load Case 9 Load Case 8 Load Case 9 8.14 k Load Case 1 1.85 k Load Case 11 30.41 k -ft Load Case 11 7.33 k Le i ■ 0 1472 2082 Le V Y � V n Le v ANCHOR BOLT FOR SOR FTG (TRANS). 97078.x11 Load Pu QR Pu /Pss Pu/$Pc Vu wow VuNss Vu/4Vc < 1, OK Wind Unbal LL . 0.000 0.000 0.000 0.000 0.000 0.000 OK Wind 72.669 0.857 0.384 5.037 ' .. 0.036 0.062 • OK Seismic . 14.666 0.173 0.077 1.848 ' :. 0.013 0.023 OK Load ' Concrete Steel Unbal LL 0.000 0.000 < 1, OK Wind 0.098 0.735 < 1, OK Seismic 0.004 0.030 < 1, OK BESTWORTH • ROMML ; INC. (206) 481 -2656 (800) 829 -8211 Fax: (206) 486 -3920 P.O. Box 1850 Snohomish, WA 98291 -1650 ANCHOR BOLT DESIGN (Cont'd.) (4 ft.sor - Transverse Direction.) STRENGTH IN TENSION Pss,..,,.= .9xAbxfsx(N)= Pc = $7L[2.8xAs +4(At)]Ifc STRENGTH IN SHEAR Vss,.,,.,= .75xAbxfsx(N) 6Vc= $x800xAbx7L x RESULTS UNITY CHECKS: • COMBINED SHEAR AND TENSION: Concrete = 1 /4) [(P + Nu/N4) s 1 Steel = (PJP. + ( VJV„) 2 <_ I 84.82 k 189.44 k Project Name: Project No.: TUKWILA CHEVRO 97079 Date: 2/18/97 Sheet No.: 141.36 k 81.68 k > Pss OK No Special. Inspection Required ANCHOR BOLT FOR SOR FTG (TRANS), 97079.*!: • nm istW M:i... iotamt?.C:IMV. Va7,t4i^t 1,:t! ,ir }kih'vit ,+c 94xtik CJZOiCt C�p� PLAN REVIEW / ROUTING SL ACTIVITY NUMBER D9 7 -0144 PROJECT NAME CHEVRON GAS STATION — CANOPY D ARTMENT: PUBLIC WORKS FIRE PREVENTION .J 9P(� 511 of STRUCTURAL off( i ��. ( l!S r- DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLETE p NOT APPLICAB of COMMENTS lia of Co Ot1COlkinie) Lor *cY \1 QY 1 lQa1 TUES /THURS ROUTING: REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED 17 APPROVED W/ CONDITIONS REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED 0 REVIEWERS INITIAL C:ROUTE -F PLEASE ROUTE p NO FURTHER REVIEW REQUIRED f l ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) DATE DATE APPROVED W/ CONDITIONS p DATE Ah a dtS : 0 15L^:t�"bw S DATE 4/24/97 -c,0" z e i PLANNING DIVISION ERp COORDINATOR II DUE DATE 4/29/97 DUE DATE 5/13/97 NOT APPROVED (attach comments) p DUE DA'L'E NOT APPROVED (attach comments) 0 (Certification of occupancy required. ) I "r'4"SMMT)*Fi°iNR:10t41:* DEPARTMENT: BUILDING DIVISION r PUBLIC WORKS COMMENTS REVIEWERS INITIAL REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F kM2g1 . Tai` 1x+ H. t; av- ir�nw. Hnw.. �v.<. mne.... .a..�...,»...,..n..,.u+ww...wrw nxy' wqY: tnrM+ ru. 1! rr, R'. srYr.• nrYU-.. w�... rnwvner.. .na <ac.rvw+senw+n.rw PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D97 - 0144 PROJECT NAME CHEVRON GAS STATION — CANOPY FIRE PREVENTION STRUCTURAL El DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE • NOT COMPLETE El • NOT APPLICABLE APPROVALS OR CORRECTIONS: (ten days) APPROVED Eli APPROVED W/ CONDITIONS CORRECTION DETERMINATION: APPROVED l l APPROVED W/ CONDITIONS DATE /( -- Z `1 7 DATE • DATE 4/24/97 PLANNING DIVISION EI PERMIT COORDINATOR Q 1 I DUE DATE 4/29/97 TUES /TTIURS ROUTING: PLEASE ROUTE S4 NO FURTHER REVIEW REQUIRED 11 ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) DUEDATE 5/13/97. NOT APPROVED (attach comments) Q DATE 7 / DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy required. COMMENTS APPROVED n REVIEWERS INITIAL C:ROUTE -F ACTIVITY NUMBER D97 -0144 PROJECT NAME DEPARTMENT: BUILDING DMSION PUBLIC WORKS CHEVRON GAS STATION — CANOPY DETERMINATION OF COMPLETENESS: (T,Th) APPROVALS OR CORRECTIONS: (ten days) REVIEWERS INITIAL 41A I / CORRECTION DETERMINATION: DATE DATE PLAN REVIEW / ROUTING SLIP DUE DATE 4/29/97 COMPLETE E NOT COMPLETE E NOT APPLICABLE DATE 4/24/97 DUE DATE 5/13/97• ( 0 FIRE PREVENTION PLANNING DIVISION ❑ STRUCTURAL n PERMIT COORDINATOR 0 TUES /THURS ROUTING: PLEASE ROUTE 171 NO FURTHER REVIEW REQUIRED ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL 44, 5-// . DATE 6 /A 91 ) APPROVED ET APPROVED WI CONDITIONS E. NOT APPROVED (attach comments) Q t 1 DUE DATE APPROVED WI CONDITIONS NOT APPROVED (attach comments) Q (Certification of occupancy required. ) c. x. r: r<, a:•..r; a,•.. t. Y; •.......uv,F�,w,,.evv� :un:a* urea: anxz L' kY4v_ i: r, isan,.:.::+ vi.•:> 1: 1r. e.:< A: J: Ct: r.: xMk^!». r' ay�ktinn. erar.. �tv?;1.'.* tt'ei4?YP,x "nJ.S't:C;.'3`;T:3 i1$''!'.'.'# i( Y` 1 . i;"` 1`;¢ 2: ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DIVISION PUBLIC WORKS COMPLETE PLAN REVIEW / ROUTING SLIP COMMENTS • APPROVED 0 C:ROUTE -F REVIEWERS INITIAL L REVIEWERS INITIAL `! 6 REVIEWERS INITIAL Ad)'''' D97 -0144 CORRECTION DETERMINATION: CHEVRON GAS STATION — CANOPY DETERMINATION OF COMPLETENESS: (T,Th) APPROVALS OR CORRECTIONS: (ten days) DATE 4/24/97 FIRE PREVENTION C PLANNING DIVISION ■ STRUCTURAL n PERMIT COORDINATOR Q 4 DUE DATE 4/29/97 NOT COMPLETE C • NOT APPLICABLE fl TUES /THURS ROUTING: PLEASE ROUTE 4 NO FURTHER REVIEW REQUIRED E ROUTED BY STAFF I I (If routed by staff, make copy to master file & enter Sierra.) DATE 44/47 DUE DATE 5/13/97 APPROVED APPROVED WI CONDITIONS Ell NOT APPROVED (attach comments) DATE 1 / DUE DATE APPROVED W/ CONDITIONS C NOT APPROVED (attach comments) 0 DATE (Certification of occupancy required. • R2�n)iSYd5•'xMeti hft`.i.lt!1 nY'wi>.a..Y. ACTIVITY NUMBER D97 -0144 PROJECT NAME DEPARTMENT: BUILDING DIVISION ❑ PUBLIC WORKS II I DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE COMMENTS :d'+ii4ili'M!l: :is , t:?.4411.1 , ri1IS224.7.7:GT ">"M'.( ;',1M PLAN REVIEW / ROUTING SLIP CHEVRON GAS STATION — CANOPY NOT COMPLETE FIRE PREVENTION E STRUCTURAL ❑ TUES /THURS ROUTING: PLEASE ROUTE NOT APPLICABLE ❑ ROUTED BY STAFF n (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL C — DATE (2 APPROVALS OR CORRECTIONS: (ten days) APPROVED n APPROV WI CONDITIONS �. a f o7 CH 4.)1 S i" S7M913/4— TD PLc) ee v,6 ) REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED C:ROUTE -F APPROVED WI CONDITIONS DATE REVIEWERS INITIAL DATE 'MAW ^tr.,i`rf r{Cgt: DATE 4/24/97 PLANNING DIVISION ❑ PERMIT COORDINATOR ❑ DUE DATE 4/29/97 NO FURTHER REVIEW REQUIRED DUE DATE 5/13/97 S HAY 42 e '•D Pm 5 - d\661'°\1 DUE DATE NOT APPROVED (attach comments) ❑ (Certification of occupancy required. ) R, 0 CONSULTING ENGINEERS July 14, 1997 Dear Mr. Griffin: Sincerely, R T F()SS/1rI'rI A S S O C I A T E S Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97 -T -09 (Chevron Gas Station - Canopy) RFA #97102 -09 We have reviewed information on the canopy structure only 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 applicant has successfully responded to our concerns. Enclosed are the drawings, calculations, and geotechnical report for your use. Please note that included in the enclosed information is a sealed letter from Bestworth Rommel, Inc. regarding the design without consideration of snow drift. We have forwarded a copy of this letter to the architect at Barghausen Consulting Engineers, Inc. for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099. ROBERT FOSSATTI ASSOCIATES, INC., P.S. g fi l (?C " Cryst Kolke Senior Plan Reviewer Enclosures a:\RFA\97t09^2.doc A PROFESSIONAL SERVICES CORPORATION cc: Ms. Lori Hoover Barghausen Consulting Engineers, Inc. 18215 72nd Avenue South Kent, WA 98032 2030 FIRSr AVENUE SUITE 203 SEATTLE, 1 \SIIINGTON 90121 RECEIVED CITY OF TUKWILA JUL 1 51997 PERMIT CENTER • TELEPHONE: (200)250.1903 FAX: (200) 250 -0197 • Jim Cockerill Barghausen Consulting Engineers, Inc. 18215 72nd Avenue South Kent, WA 98032 Dear Mr. Cockerill: mes E. Persi Vice President Attachment 19818 71th Avenue NE 'EXPIRES SEPT. / 6 / ' 1 RECEIVED JUL U 9 199 SubJect: Tukwila Chevron 97 -T -09 (Chevron Gas Station'- Canopy) BRI #97079 Arlington, WA 98223 —INC. (360) 435 -2927 • 1- 800 - 829 -8211 We have considered snow drifting provisions for the above referenced project and do not consider them applicable in additon to the design snow loads used • for this project. If you have any questions regarding this, please do not hesitate to call. Very Truly Yours, RE.CEPA/ ED ,Jill.. , 1997 ROT toss IYI ASSOC. 9 T el ll T JUL. 0 2 1997 FAX (360) 435-3617 A BEVINORTH ROMILL, INC. (206) 481-2656 (800) 829-8211 Fax: (206) 486-3920 P.O. Box 1650 Snohomish, WA 98291-1650 DRIFTED SNOW at ROOF PROJECTIONS (Fascias) (Based on "Snow Load Analysis for Washington" - SEAW) 1= Pf = 14 psf (Roof Snow Load, including I factor) hr = 38 in. Wb = W Ce = Pg = 0= Pm - Pf = 10 psf 38.00 ft. (50ft max.) 50.00 ft. (50ft max.) 0.70 1 = Slope < 3:12 & Near Grade 0.6 = Open Terrain 0.9 = Forrest or Sheltered 0.7 = All Others 1 (Importance Factor) hd 10.91 pcf (Rocky Mountain Conversion Density) hb = 1.28 ft. (!5 ") h 1.83 ft. (')./2- (hr - hb)/hb = 1.47 >0.2. Drift loads must be considered Wb1 = 38.00 Wb1 = 50.00 hd = 0.94 ft. • hd = 1.10 ft. Wd = 3.77 ft. Wd = 4.41 ft. Pm = 24 psf Pm = 26 psf Pm - Pf = 12 psf R ProjecPrea r777: M N e E : ° " TUKWILA CHEVRON Project No.: 97079 Date: 7/1/97 Sheet No.: 4 20 psf (Ground Snow Load) - 1)15,1_. S&.44 e•J , 0 42 % RE CEWEID JUL 1997 ROBERF FOSSAill ASSOC. V ie . "' • Wd L-uvn s+ 1'1 G DRIFTED SNOW • SEAW, 97079.xl5 h June 11, 1997 Jim Cockerill Barghausen Consulting Engineers, Inc. 18215 72nd Avenue South Kent, WA 98032 Subject: Tukwila Chevron BRI #97079 Dear Mr. Cockerill: ..(360) 435 -2927 1- 800-829 -8211 We have reviewed the comments contained in the letter from Crystal Kolke, Robert Fossatti and Associates, dated June 4, 1997, for the above referenced project and are responding accordingly. The items are numbered the same as the corresponding numbers in the letter. ' 1. Snow Drift: The calculations indicate that snow drift has been ' considered and the calculations are signed and sealed. An additional letter. seems redundant. The plan reviewer may want to use this letter as their , . response record. It should also be noted that sheet 1 of the calculations has also been signed and sealed. 2. Deck Section: The plan reviewer should note that the deck properties shown on sheet 5 of the calculations are for a 16 inch wide panel as previously indicated on sheet 5. Note 8 on sheet CS1, as previously noted, indicates deck properties are based on a per foot basis, which obviously will be different. 3. Concrete slab: Please note that the footings have been revised to use augercast piles. I trust that these responses satisfactorily address the comments contained in the letter. If you have any questions regarding this, please do not hesitate to call. Very Truly Yours, ames E. Persing Vice President Engineering 19818 74th Avenue NE Arlington, WA 98223 FAX (360) 435 -3617 R 0 B ER T FOSSATTI A S S O C I A T E S CONSUITINC ENGINEERS June 4, 1997 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd. Tukwila, WA 98188 A PROFESSIONAL SERVICES CORPORATION RECEIVED JUN 05 1997 Suite 100 DEVELOPMENT Regarding: 97 -T -09 (Chevron Gas Station - Canopy) Dear Mr. Griffin: Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. ryst 1 Kolke cc: Ms. Lori Hoover Barghausen Consulting Engineers, Inc. 2030 MOST AVENUE SUITE 203 SEATTLE. 'WASHINGTON INGTON 011121 'mum IONE: (206) 236.1603 FAX: (206) 2:6.0197 RFA #97102 -09 We have reviewed information on the canopy structure only 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 calculations submitted do not consider snow drift. As you request, the Engineer of Record should indicate to you in writing that he /she has considered snow drift provisions and does not consider them applicable. This letter should be sealed and forwarded with the resubmittal. 2. The Structural Notes on Sheet CS1 call for a positive and negative section modulus for the deck that is less than what was used in the calculations; refer to page 5. It appears that the deck would not be adequate for negative moment at end panels. 3. The drawings do not appear to call out information at the concrete slab under the canopy. The slab provides a constrained condition for the footings and should, therefore, be called out on the permit drawings. 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, Bestworth Rommel, 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 Barghausen Consulting Engineers, Inc. for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099. CLK:1 a :UtFA\97t09 ^1.doc City of Tukwila Department of Community Development • April 30, 1997 Crystal Kolke - • , • ',••• • Robert,Fossatti.Associates: • • • • Consult • 2212 Camas Circle S.E. Renton, WA 98055 Regarding: 97-T-09: Chevron Gas Station - Canopy (D97-0144) Sincerely, Dear Crystal Kolke: Please do structural review per U.B.C., 1994 Edition. Shellie L. Bates Permit Technician 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax (206) 431-3665 April 29, 1997 Ms. Lori Hoover Barghausen Consulting Engineers 18215 72nd Avenue South Kent, WA 98032 Dear Ms. Hoover: SUBJECT: Development Permit Application Number D97 -0144 Chevron Gas Station - Canopy 14600 Pacific Hy S This letter is to inform you that your permit application received at the City of Tukwila Permit Center on April 24, 1997, was reviewed at the April 29, 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, Kelcie J. Peterson Permit Coordinator File: D97 -0144 City of Tukwila John W. Rants, Mayor Department of Community Development Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax (206) 4313665 Kelcie Peterson City of Tukwila Planning Department 6200 Southcenter Boulevard Tukwila, WA 98188 Dear Kelcie: CIVIL ENGINEERING, LAND PLANNING, SURVEYING, ENVIRONMENTAL SERVICES April 24, 1997 RE: Commercial Building Permit Application for a Food Mart and Canopy Chevron Food Mart, 14600 Pacific Highway South, Tukwila, Washington Parcel Nos. 004000 - 0901 -02 and 004000- 0910 -01 Northwest Section 22, Township 23 North, Range 4 East Case No. L96 -0063: Chevron/Pre- Application No. P96- 0102/E96 -0032 Our Job No. 5781 RECEIVED CITY OF TUKWILA APR 2 41997 PERMIT CENTER On behalf of Chevron/Lakha Investment Co., L.L.C., I am pleased to submit for a New Commercial Building Permit review for the above - referenced site. At this time, the applicant requests that the City of Tukwila review and approve plans for the construction of a 2,200- square foot Chevron gas station and food mart, and one 38- by 52 -foot gasoline pump canopy island. The site will be paved and landscaped with lot lights and signage incorporated into the plan. In addition, the project will include installation of two new 8,000- gallon and one 16,000- gallon fiberglass underground storage tanks and product piping. This site has already received a DNS for a SEPA review, which was part of the required design review process. The DNS was issued on February 12, 1997. The design review hearing was held on February 27;` 1997. A Notice of Decision was issued on February 28, 1997, with three specific conditions of approval. All three conditions of approval have been incorporated into the Civil Site Plan. Pursuant to the City of Tukwila New Commercial Building Permit submittal requirements, the following items are enclosed: 1. A Completed Building Permit Application Form for the Food Mart Structure. 2. A Completed Building Permit Application Form for the Canopy Structure. 3. A Completed Mechanical Permit Application Form. 4. Four Copies of the Geotechnical Assessment Letter, 5. Agent Authorization. 6. SEPA Checklist. 7. Design Review Decision. • I 18215 72ND AVENUE SOUTH KENT, WA 98032 (206) 251 -6222 (206) 251 -8782 FAX Kelcie Peterson City of Tukwila Planning Department 8. Five Copies of the Storm Calculations. 9. Two Sets of Plumbing Plans Stamped and Approved by the King County Health Department. 10. Food Mart Working Drawings: a. Five Sets of Civil Drawings with Landscaping and Site Plan. b. Five Sets of Architectural, Structural, and Mechanical Drawings. c. Five Copies of the Structural Calculations. d. Five Copies of the Mechanical Energy Calculation. e. Five Copies of Structural Calculations for Rooftop Mechanical Equipment. 11. Canopy Working Drawings: a. Five Sets of Civil Drawings including Landscaping and Site Plan. b. Structural Canopy Drawings. c. Five Copies of the Structural Calculations. d. Electrical Drawings for the Canopy. e. Architectural Canopy Drawings. 12. All Specification Details Located on Drawings. 13. Two copies of the Topographic Survey. 14. Two copies of the Legal Description. 15. Plan Review Fee of $1,740.71 (Food Mart Valuation $90,569.60; Canopy Valuation $42,424.72). Thank you for your time and consideration in reviewing the enclosed submittal documents for a new Commercial Building Permit for the Chevron Food Mart. Please proceed to process your review of completeness at your earliest convenience. If any additional information is anticipated in order for this application to be deemed complete, please contact me at this office. Your assistance is appreciated. Respectfully, Lori K. Hoover Project Planner LKH /sm /es [5781C.014] enc: As Noted cc: Andy Lakha, Lakha Investment Co., L.L.C. (w /enc) Jay S. Grubb, Barghausen Consulting Engineers, Inc. Bruce K. Creager, Barghausen Consulting Engineers, Inc. April 24, 1997 10 -16 -1997 1:31PM FROM EMERALD CITY CONST. 12064870161 DEPARTMENT OF LABOR AND INDUSTRIES . THIS CERTIFIES THAT THE PERSON NAMED HEREON IS REGISTERED AS PROVIDED BY LAW AS A r' I 11 gr■it. :�.�,z rllBbTRRTION,NUNbEn; .3 j,= tklyMT 0" 04E• :thif d044rirt: 1g&% a ' r7;�£i�T7`w A� f• •CONS•rRtici .'r'I} w • �i :� f ir •',�j :f4T.1';/ `Nf CPt K OKWY 'CTS:1'O. • gi3THkLL. Wig' ' 9001a bi STATE OF WASHINGTON F625.062.000(3.92) P. 2 d •h • �. a. • . •. STATE OF WASHINGTON MASTER LICENSE SERVICE REGISTRATIONS AND LICENSES ORGANIZATION TYPE DOMESTIC PROFIT CORPORATION EMERALD CITY CONSTRUCTION CO. 19119 NORTH CREEK PKWY STE 101 BOTHELL WA 98011 TAX REGISTRATION UNEMPLOYMENT INSURANCE REGISTERED TRADE NAMES: EMERALD CITY CONSTRUCTION CO. The above entiy has been Issued the business rop{sl,ado c or Yoeneea Il ed '... D€PMTMENT OF UOENSING. sus. r%S s PROFESBWNS DWISION ' • P.O. NU 0036 OLVNFIA. WA 96607401 (110) 7534101 UNIFIED BUSINESS ID 4: 801 670 254 BUSINESS ID 4: 001 LOCATION: 0001 INDUSTRIAL INSURANCE SCOPE OF WORK SUMMARY FOR ALL CONTRACTORS E NOT ALL OTHER EQUIPMENT AND MATERIALS SHOWN ON THE DRAWINGS BUT NOT DESIGNATED IN SHALL SUMMARY SHA BE 9JRNISHED AND INSTALLED t] BY THE CNTRACTOR. -- _ COP popel Y a opted code or ardP � su' _-i .:, c.:'_-, Cnd omissions c'.J r; .. .I cf ()Nun c: =:s net authorise the Tdolation of any p� of contractors copy Of approved 1 4 _A '�� By P Dahl r, f7 J T ' Y Permit No. _ ®) ': / _. - - L LEGEND SN - ER ONiRACtOR 01 - O �R5 CONTRACTOR 9 N 1 < COORDINATION OF THE POWER SUPPLY TELEPHONE CONNECTIONS 1. THE GENERAL CONTRACTOR SHALT NOTIFY THE APPROPRIATE POWER COMPANY AND TELEPHONE COMPANY REPRESENTATIVE WTHN FIVE (5) DAYS OF THE START OF CONSTRUCTION. THE CONTRACTOR SHALL REQUEST ALL AMIABLE CONNECTION INFORMATWN AND SHALL PROVIDE THE ANTICIPATED CONSTRUCTION SCHEDULE AND THE DATE THAT SERVCE WILL BE NEEDED TO THE POWER COMPANY AND TELEPHONE COMPANY, RESPECTIVELY. THE CONTRACTOR SHALL MEET WITH THE REPRESENTATIVES OF THE POWER COMPANY AND TELEPHONE COMPANY AS NEEDED TO COORDINATE THE rANSTRiJCTOM1 SCHEDULE AND TO ENSURE THAT NO DELAYS WILL OCCUR IN THE INSTALLATION PROCESS 2 THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR PROVIDING ALL LABOR AND MATERIALS TO PROVIDE FOR THE CONNECTION OF THE FOODMART FACILIT :' TO THE AVAILABLE TELEPHONE COMPANY AND POWER COMPANY PRIMARY FACILITIES FROM THE POINT OF SERVICE IDENTIFIED BY THE RESPECTIVE POWER AND TELEPHONE 3. THE GENERAL CONTRACTOR SHALL BE RESPONSIBLE FOR IDENTIFYING FROM. THE RESPECTIVE POWER COMPANY' AND TELEPHONE COMPANY REPRESENTATIVES. ANY AGREEMENTS. EASEMENTS OR FEES THAT MAY BE REQUIRED TO COMPLETE THE EXTENSION OF SUCH FACILM..S. ME CONTRACTOR SHALL NOHFY CHEVRON'S PAYMENT OF SUCH FEES BY CHEVRON IN ORDER TO .COORDINATE THE INSTALLATION IN A TIMELY MANNER CONSISTENT WH IT THE CONSTRUCTION SCHEDULE ESTABLISHED IN THE CONTRACT. THE ACTUAL PAYMENT OF FEES TO THE POWER COMPANY WILL BE THE RESPONSIBILITY OF CHEVRON. THE CGNERAL CONTRACTOR SHALL PROVIDE CHEVRON WITH SUFFICIENT NOTIFICATION TO GIVE CHEVRON AND /OR CHEVRON'S REPRESENTATIVE SUFFICIENT TIME TO PAY THE NECESSARY FEES AND TO COMPLETE ANY REQUIRED SERVICE .APPLICATIONS OR EASEMENTS IN ORDER TO AVOID UNNECESSARY DELAYS IN THE CONSTRUCTION SCHEDULE.s - . - - - - + SPECIAL INSPECTIONS UBC 1701 Ali VLITH RE GA�$QL3 SPECIAL N9PECTION NOT FEO NEE PER U.B.C, 1701 ' KTWUaI CONCRETE a �ECk'rEO A9 GREAT. THAN 2.500 P.sT., THIS Is A va.rtlrARY UPGRADE FOR ouan�u 7 . fR f ONLY HAS TO BE 2.500 P.s:. PER P tUCTIR.V - REOL•NtE J B.G 701 ( i) 5X.2 2. WELECNG Ma BE P53rORl,rcu IN AN APPROVED FABRiCATORS SHOP OR, WHERE Flat WELDING 5 BPECRw). R sH4t BE suCtE Po- Fluff WELDS SiFESSm To SOZ OF ALLOwAWE SRRSSE$ FlETED TLBING WILL REQUIRE PLRIOfmC INSPECTION BY AN APPROVED INSPECTOR PER 170+ 5 (s.3), 3. BOLT.: WERE WILL BE NO NIGH STRENGTH BOLTNG ON THIS PROJECT. U.B.C. 1701.5 (S) PROJECT CONSULTANTS , P � asj 1 251 n 6222 Mr ,lay 5. crow, P.E. (` STRUM ENGINEER Tacoma. Washington 964oz Pro)aat Contact Ron Seek.. (20fi) 363-2797 N AL AM EL TRCALENGRN d5 Cduu Hnq E e gin es Inc Eaat o.e Anue, suite zoz Burbank. CA 91502 Project Contact Jim Woken. (815) 841 -0303 ULM PERRIi 0 M! r FEES cc GC UTILITY SERMCES TO BLDG. GC GC FM /DAMN LAYOUT GC GC PAD PREP.. GC GC SANITARY SEWEE WASTE LINES, VENTS, CIEANOUTS $ CONNECTIONS GC GC OTHER BELOW SUB F!PING II . FOOTINGS ANCHOR BOLTS, BASEPLATES AND (>n HOLD DOVNRS - - - ev _ - SEPARAPERM MECHANICAL ry � _ _ ❑ I..a C: _ C. T i.:.'•� /ILA BUiLDI°iG DIVISION WEAK TRAP - GC GC PERIMETER SEALANT BLDG. PERIMETER APRON GC GC STEEL. FRAMING, COLUMNS - DELIVER, UNLOAD AND ERECT GC GC CITY OF TU;MNI APPROVED OCT 1S1a9 - / :i ?_ ri,J �.,v i -77;27:1,7:::,. l p;J w ' `0I I" q' � C f I \ v 6 O EXTERIOR WOOD WALLS & FASCIAS CC GC WALL INSULATION (C GC SWEET METAL FI.ASHING GC GC DEMON DOORS GC GC STORE FRONT - BASS, DOORS, FRAMES, MULLIONS AND SEALANT ' (L: GC IOCKSET co A HARDWARE GC GC CONCRETE MASONRY UNIT CARwASH -GC CC ROOF DELI( GC GC ROOF OOFI GC G9 ROMNC GC GC GUTTERS, ROOF DRAINS & DOWNSPOUTS � GC ABBREVIATIONS ,s- \ INDEX eiVt 1 4 " e ' VICINITY MAP \ .T J ` RODE JACKS FLASHING GG GG LOW ... RODE OD TEST .__ .. GC GC - -ME.. CURBASHING S L GC GC - - & And FDN Foundation P: Plate L Angle FIN Finish P.LAM. Plastic Laminate ® At FL. Floor PEAS Piaster E Centerline FLASH'G Flashing PLYWD. Plywood m Diameter of Round FLUOR. Fluorescent P.O.S. Point of sole # Pound or Number F.O.C. Face of Concrete PR. Pair ( E� Existing F.O.F. Face of Finish PT. Point (1 Relocated F.O.S. Face of Studs PTN. Partition F PRF. Fireproof (N) New p, Q.S.R. %!Lick Service Restaurant F.S. Sink loor A.C.M. Ali m Composite Material T. Foot or Feet Q. T. Quarry Tile A.D. Arec Drain FTC. Footing 9 R or BAD. Radius ADJ. Adjustable FURR. Furring R.D. Roof Drain ' A.F F. Above Finish Floor =11T. Future REF. Reference AGGR. Aggregate REFR. Refri erator AL. Aluminum G.A. Gauge RGTR. Register er APPROX. Approximate GALV. Galvanized REINF. Reinforced ARCH. Architectural GL. Glass REQ'D Required ASB. Asbestos DR. Grade RESIL. Resilient ASFH. Asphalt GSM Galvanized Sheet Metal RM. Room Board G' /P. Gypsum R.O. Rough Opening GYP. BD. Gypsum Board RWD. Redwood BITUM. Bituminous BLDG. RRain Water Leader Building R.W.L. R. BLKG. Blocking H Hose Bibb BM. Beam H.C. Hollow Core - BOT Bottom HDWD. Hardwood S.0 Solid Core HDWE. Hardware SCHED Schedule CAB. Cabinet H.M. Hollow Metal S.D. Soap Dispenser CEM. Cement HORIZ. Horizontal SECT. Section CEP. Ceramic HR. I -lour SH. Shelf C.I. Cast Iron FIT. Height SHR. Shower C LG. Ceiling SHT. Sheet CLKG. Caulking I. D. Inside Diameter SI Similar CEO. Closet INSUL. insulation SPEC. Specification CLR. Clear INT. Interior SQ Square C.O. Cased Opening S.ST. Stainless Steel COL. Column JT. Joint STD. Standard CONC. Concrete CONN. Connection KIT. Kitchen STL Steel COMBER. Construction STOP. Storage STRL. Structural CONE. Continuous LAM. Laminate - SYM. Symmetrical CTSK. Countersunk LA V. Lavatory CNTR. Counter LT. Li g ht C1R. Cen T.B.S. To Be Specified p MAX. Maximum TRD. Tread M.C. ,Medicine Cabinet , T DBE. bauble - T.B. Towel B MECH. Mechanical T C. To of Curb DEPT. Department MEMB Membrane p TEL Telephone DET. Detail MET. Metal TER. Terrazzo ID. Di ameter MFR. Manufacturer D T.& G. Tongue & DIM. Dimension DISP. Dispenser MIN. Minimum THK. Thick MLR. Mirror T.P. Top of Pavement DN. Down _ MISC. MISC. T.P.D. Toilet Paper Dispenser D.O. Door Opening M.O. Masonr 0 enin - - y Opening T Television OR Door l M.P.D. Multi Dispenser T.W. Top of Wall DWR. Drawer MTD. Mounted TYP. Typical D.S. Downspout MUL. Mullion DWG. Drawing UNF. Unfinished N . North - N.I.C. Not in Contract E. U.O.N. Unless Otherwise Noted E East NO OR # Number VERT V EA. Each Vertical E.J. Expansion OM. Nominal ansion Joint N.T.S. Not to Scale EL. Elevation ELEC. Electrical A. West W With E OA. Overall % E Q. E ua Jcal PGneiboard . q OBS. Obscu W.C. .. Water Closet Equipment .. On Center p WD. Wood EQPT. Equi OC O Ct EXST. Existing 0.D. Outside Diameter W/0 Without OFF. Office WP. Nate} proof EXP. Expansion WSCT Wainscot EXT. Exterior OFNG. Opening OPP. Opposite WT. Weight P, d e Q A00 COVER SHEET /SCOPE OF WOR4Sj, + a ® .,r 0 . ® L. PLAN s CIVIL COVER SHEET _A 1 C3 CO •I__AN onven INTERIOR site WALLS Gc. GC INTIICOR aoaRS; WINDOWS, FRAMES, HARDWARE GC GC DROPPED SCOOTS GC C4 GRADIN - M DRAINAGE PLAN C5 TEMPOR• • IeN CONTROL a C6 CIVI CTIONS & y C7 •I� SECTIONS & DETAILS �- = CITY OF PUYALLUP STANDARD D AILS P J 1 ' ^' ^^^' ^'" "" AN 4 JO ^1.661 y I I ANITCf A PC P I AMnhrr cm L < Z m 6 F; n 7 �, y s r' (0 \'o v. \ '- 9JSPFNOED ACOUSTIC CEIUHG c GC cmBOARO CEILING Gc GC EXTERIOR PAINTING GC GC EXTERIOR GRAPHICS, SIGNS & DECALS 0 SN PROJECT DATA DIRECTIONAL & INSTRUCTIONAL SIGNS o 5N STEEL GRAPHICS PANEL DYER S(OREFlRONT W GC AS1 SITE DETAILS SITE DETAILS AS2 C SS1 LOT LIGHT DETAILS 44th STREET S SCOPE OF WORK: • Ere, CHEVRON Foodrort facg8y 12,480 square feet Convenience store) • Erect 1,76 square Toot free pump island land canopy (with < mura proaua dispensers) • install (1) 15,000 go an, (1) 16000 golon (.p 9,05, t) underground 9o5, storage tanks • Miscellaneous site improvements such as pavng, lot lights landscaping fencing, refuse enclossve. public phones, s'gnoge, eta. aoys, s, gutters, sidewalk, one miscellaneous Hght or way , rnr -�ls impraveme mprovemants. ts. a;.w curb id y OWNER: EMERALD CITY CONSTRUCT/ON 19119 North creek Parkway, suite 101 B W as h ng t on 98011 - c/o Barghousen Consulting Engineer's Inc. 18215 - 72nd Avenue South Kent, WA 98032 Owner's Contact: Mr. Joy S. Grubb, P.E. 1205) 251 - 8222 BUILDING INFORMATION: MCAT PIASTER (STUCCO) WALL FINISH cc cc THIN SET TILE FLOOPoNG it CONING GC GC cR) GYPBOARD (INTERIOR) GC CC AOt FLOOR PLAN FINISH SCHEDULE / 02 ROOF PLAN /DETAILS _1 F T 145Th STREET 5 A03 EXTERIOR ELEVATIONS - -- _.--------- .}-- -- .---- _— _. --._ I__.__ �I L. INTERIOR PANTING ( (C YiTE721GR GRAPHICS &SIGNS o SN IN FASCIA 00 A04 REFLECTED CEILING PLAN/ DETAILS \ A05 BUILDING SECTIONS , A06 DETAILS 147th STREET S A07 RESTROOM ENLARGED PLAN /ELEVATIONS /DETAILS - - - - -- A08 CERAMIC TILE LAYOUT /DETAILS SPECIFICATIONS PLANS A09 SALES COUNTER PNS 150th STREET S _ 4 A 1 - E 48th IRE T - ----------------- __ - i WR C SEALER GC GC --- - - - - -- - -- -- 0 Z c r*I - FTRP WALL PANES GC GC DECALS (INTERIOR) 0 94 AIR PIPNG cc K GAS NI cc GC PLUMBING PI PI G PIN (� (O FUMING SUPPLY LINE HOT & COD PIPING GATE VALYLS & ccotccTI aNS GC GC A10 CABINET WALL & TOP PLANS Al 1 CABINET SECTIONS & ELEVATIONS Vol EQUIPMENT MERCHANDISING PLAN 152th STREETS MERCHANDISING EQUIPMENT/ BACKFLOW paISmlOR & OTHER VALVES It cc CONDENSATE DRAINS Gc ( PRESSURE RESET DRAMS cc cC GG PVC CONDUIT GC 501 GENERAL NOTES 502 02 FO'JNCATION PLAN & DETAILS SO3 ROOF FRAMING PLAN & DETAILS 54th STREET S TOILETS GC Gc LAVATORIES cc c c Nap SINK GC GC 3 COMPARTMENT ST LESS STETS 511 GC GC - - -- WATER HEATFR(s) GC GC M1 MECHANICAL NOTES, SCHEDULES, DETAILS AND LEGEND M2 MECHANICAL FLOOR PLAN P1 PLUMBING NOTES, SCHEDULES, DETAILS AND LEGEND P2 PLUMBING FLOOR PLAN to ELECTRICAL SITE PLAN HOSE ORBS GC GC WATER FILTRATIOR SYS EM 0 . BUIIDItG NM SYSTEM - COMPOTE GC GC EXHAUST FAN(S) - COMPLETE GC. GC DIFFUSERS GC GC MIANCE REPORTS GC GC RADIANT HEATER GC GC ZONING IhFORMATION CB, Commercial Business E2 ELECTRICAL LIGHTING PLAN E3 ELECTRICAL POWER PLAN E4 ELECTRICAL SINGLE -ONE DIAGRAM, SYMBOLS E5 ELECTRICAL PANEL SCHEDULES " a CA1 CANOPY ELEVATIONS s ,o ° ✓ ', 5. R V CSt CANOPY FRAMING PLAN SECTIONS S C52 CANOPY SECTIONS / 9" Y---' /9p 4. :', ! '� •s. CS3 CANOPY LIGHTING PLAN { / , %- 9 r x ' O , 1ti "._ U I CS4 CANOPY FOUNDATION PLAN / DETAILS -+ o f 2 p 1 p 5 s' , PO U r ' o ' G< O \ TK1 -1 UNDERGROUND TANK & PIPING SITE PLAN \ / - F`� ri Q TK2 -1 DOUBLE -WALL FIBERGLASS-COATED STEEL TANK �ss r . E cN �� ENN AG BAANCNG . cc ENE GY CALWLATIaS o PROJECT VALUATION or REMOTE CafDENSER s � GC GC $50.000 underground storage tanks ELECTRIC PANELS, CNCWT BREAKERS, MINOR DISCONNECT AND SIGMA. GC • GC EKGs.0 island convenience scare • Eso ocO d BUILDING ELECTRICAL - RECEPTACLES CONNECTOR caROlr JUNCTION BOXES pump Island pump canopy W W G UISES - SEALERS, ETC. WMPI£TE EXTERIOR UGHTINC FIXTURES cc GC ELECTRIC DOOR LOCKS SYSTEMS - COMPLETE • convenience store; for retail sales 0 grocery and sundry items GC GC • Pump Loaf DETECTOR (WHERE apPUCABI - E) nlond canopy. retail sales of gasoime GC cC INTERIOR UGHNRG FIXTURES GC cc uCa mSIXFT LENSES PROPOSED 8LR LING SOMARE FOOTAG GC GC TEEPHONE o • Convenience stare: z,48o rent square Pump Tana apnnar: late square rest TELEPHONE 1WRINGOaJAa(s _ EMERGENCY FUEL PUMP SHUT OFF - ESD - STA2 GC GC C^-s- ANCY .m-n1P a Ere Oar CtiAi'STKLICTION INSTALLATION DETAILS •, -w en wa:� u+o ah se iss LE 01 - D7 - 9 g 18215 ? No ave SOW, TK2 -18 8,000/8,000 GALLON SPLIT DOUBLE -WALL FIBER - KENT, WASHINr C1v 98032 • AL( - IN GOOBER WADS &WARS 0 of co nvenience store: Al occupancy Type s - N GLASS COATED STEEL TANK INSTALLATION DETAILS TK3 -1 SUMP &VENT PIPING INSTALLATION DETAILS TK3-2 SIPHON PIPING INSTALLATION DETAILS TK.3 -3 PIPING INSTALLATION DETAILS 0 MULTI- PRODUCT DISPENSERS TK3 -4 TYPICAL MULTI- PRODUCT DISPENSER INSTALLATION DETAILS TK3 -5 DISPENSER BASE ORIENTATION DETAILS & DISPENSER PRODUCT CONFIGURATION TK4 -1 VEEDER -ROOT LEAK DETECTION & M.P.D. DISPENSER WIRING DIAGRAM W/ 'BROWN BOX' / TK4 -2 TANi< ELECTRICAL SCHEMATIC DIAGRAMS (,206.) 2=1-e BCE* 5781 • Pump Island canopy: S3 occupancy Typo 001 w w( - IN COOL. COMPRESSOR & cols, COMPLETE 0 oT W AI.X - COOLER SIBONG a IT BUN.DNC CODES USED N PREPARATION OF PLANS 8E\fRAGE & FOOD SERVICE EQUIPMENT 0 0T uniform BwTaing code 1994 Edition Chevron S - f- _-- BLI'L: AA.R ✓� r P BUl'. D _ LNG TIME DELAY SAFE © O i un farm nre Coda 1994 Ea bon Uniform Plumbing Code 1991 Edition DSPLAYttRTRS, SHELNPRG, GONDOLAS 0 oT F. WOOD PAi4F_ Uniform M ecnan col Codes 19sa Edition METAL WIRE STORAGE SHELVING 0 OT WOW CABINE S COUNTERS Notional Eon char tss0 Edition • Washington State Am the building FOR MEP . -D CI (. cr r N i 1 er endmente to Cod RCw 70.92 and 1927 1994 Edition �� Marketin OTTV OF TUMTN54A ions T :r Hy.,''-, S h 0f.. LI kOilr Wcs 'iington SCALE: NCNF DA 'L 1 '1 /97 DR. RE.', CH RE' AP ?. GBG SPPBCLEPi� FIRE E o No o FURNITURE OFFICE FURNINRE 0 OT MO DESIGN , E xposure •C Wi S pee d : 8O M . P .H. GC GC SOLBEABINAEICAPACRY: moo Par Assumes ?^ Apo 2 4 5197 Q rw 0 tic G l BUILDING D.S. fp STORM DRNNAGE SYSTEM W ( __ s ac- G €LATER 1 n5 COVER CO� -11717 SHEEi SEVER SYSTEM BLDG. SS TO SE GC GC IM POSTS (LBO 4 GC GC, 5lv ce / � 6o -0/ itl ' i I _ i I a 1y- 0 LFABRICATOR SHALL P.N. DECK PANELS (5 314' X 14 3/870 RECEIVE ..SE LIGHTS; W% PRISMATIC OROP LENS LSi 0 -S- 400- SMH- OL- MT -WHT H 0 i I I J 20 GAUGE, EMBOSSED I BOXED -OUT DECK PANES ROOF LEADER, WI-ATE (WH -835 ) , (TYPICAL 1 4 PLACES) I Li 9 I ! -, r LJ I 4 1 E-I il I L r -D' s' -o" 1 lE -G' 8' - 9' -4" _ SEE G 9 ERA NOTES pz (n. ,CAL 33' -4" 52 STEEL CANOPY GENERAL NOTES: 1. THIS CAN., !S CONSTRUCTED GE LIGHT -GAUGE PRE - FINISHED STEEL PANELS AND PRIMED STRUCTURAL STEEL SECTIONS. 2. CANOPY FIXTURE LOCATIONS MAY BE ADJUSTED WITHIN SPECIFIED TOLERANCES ( +/ -3 ") TO CENTER THE CUT -OUTS IN THE DECK PANEL k vi OIL(L( --PRE-FINISHED E_.. TRW PANEL OFF-VA-ATE (MR -740) 2- :2 S0. IN_ MIN!A:JM OVEP.FLOW SCUPPERS 0 CT OF DRIVEWAY SCOPE OF WORK REFLECTED CEILING PLAN SCALE:) FABRICATION AND ERECTION OF CANOPY BY STEEL FABRICATOR INCLUDES: - PRIMED COLUMNS k STRUCTURAL STEEL - PREFINISHED STEEL PANELS EXCEPT COLUMN CLADDING - ?REFINISHED STANDING SEAM ROOF PANELS - CUT -OUTS F. CANOPY LIGHTS CANOPY S CANOPY SIGN, & SPANNER CONDUITS INSIDE COLUMNS ASSHOIVN ON DRAWING 3524 -A13 - FOOTING DESIGN W /ANCHOR BOLT 'TEMPLATES. OTHEPOLR iADE L OVNG S /SUPPLIERS AS DEFINED ELSEWHERE WILL PROVIDE - THE "EYEBROW TAPE FILM OVERLAY, DECALS, FINISH PAINT ON COLUMNS - SPANNER LIGHTS, CHEVRON LOGOS, CHEVRON WORDM ARKS, P.O.S. SIGNS - CANOPY LIGHTS, S AND SYSTEM - COLUMN CLADDING, LAND VALET, DISPENSERS - FOOTINGS, NG6, ANCHOR ISLAND BOLTS; GROUTING - WIRING FOR SPANNERS 4 INTERCOM IN `LISTA DISPENSER. NOTE #3 TY THE REFERENCE LINE FOR HALLMARK -21 FACILITIES WILL BE THE BASE OF THE MPD DISPENSER FRAM, A "J ADJUSTABLE BASE TRIM PANEL WILL ACCOMODATE FINIS GRADE VARIATIONS OF +/ -3 1/2 ". IT IS CRITICAL TO THE IMAGE THAT A ROW OE DISPENSERS BE KEPT AT THE SAME ELEVATION. IF GRADES VALL PERMIT, IT IS DESIREABLE. FOR ALL DISPENSERS UNDER THE CANOPY TO BE AT THE SAME ELEVATION. IF THIS IS NOT POSSIBLE, THEN THE FIELD MUST SPECIFY THE ELEVATION OF EACH ROW OF DISPENSERS PRIOR TO ORDERING THE CANOPY SO THE CANOPY COLUMNS CAN BE PROPERLY FABRICATED_ NOT, DO NOT LOCATE ANY FASCIA JOINTS VAT,. 8" OF THE CHEVRON WCRDM ARK. (TYPICAL) HALLMARK 21 CANOPY— 52' ELEVATION ISLAND VALET WITH FRONT WINDSHIELD SERVICE (BY OTHERS) V GUARD POSTS, WH -835 REFLECTIVE DIAG. STRIPES DCL -236 NOTE #4 VSAT ANTENNA IS ON ROOF OF REMOTE MARKETER EQ. I EQ Lail] L F =i F Self I 5' -T 1 fY I - 1 7H PLACARD MOUNTED INTERNALLY ILLUMINATED HALLMARK (BY OTHERS) -LOGO LINES UP T WIH BOTTOM OF WOP-.DMARK 38' -U" UPPER PORTION OF COLUMN DARK GRAY (GY- -210) INTERNALLY ILLUMINATED SPANNER WHITE (WH -835) (BY OTHERS) t-- COLUMN WRAP BY OTHERS) WHITE (WH -835) POS SIGN (NON ILLUMINATED) (BY OTHERS) 15'-3" 38' -0" ELEVATION SCALE: 1/4" = 1' - -0" 8' A!GHT GRAY (GY -450) ) ' 1/2' TnTE (1VH -335) ` > BY OTHERS Y 1/2" 'M,DE TAPE FILM OTERLA.Y ((() BY GRA'YHICS INST.4,lER (DCL 411) DIMENSIONAL ILLUMINATED LETTERS: YHITE ACRYLIC FACE 'WIY BLUE METAL RETURNS (BY OTHERS) INTERN.% ILLUMINATED MODE OF SERVICE SIGN: WHITE BACKGROUND INTFI OPAQUE DARK GRAY o LETTERING (BY 'TIERS) PREFINISHED OFF -WHITE (WH -740) INFORMATION PANEL: BLUE (BL -370) P0S SIGN FRAME: DARK GRAY (GY -210) DARK GRAY (CY -210) INCLUDES: ISLAND VALET AND DISPENSER WHITE (WH -835) BASE: DARK GRAY (GY -210) 5'-1147_ I I REFERENCE L,NE (SEE NOTE #3) P Chevron Marketing RFLENED CITY OF TUKWILA ROVI IO kr�;�a1� s PESKR CENTER (ATV OF TUK(WIIA APPROVED OCT 1 6 1;397 BCE* 5781 38' V 52' HALLMARK 21 CANOPY (4 COLUMN CANOPY ELEVATIONS /REFLECTED CEILING PLAN Tor: EmeroIT City Construction POLIO-: Hwy S. near S. 146th Et. Tuk'A;IIa, Washington SCALE: 1/4"=1'-0" DR. RES CH. REK CANOPY REFLECTED CLG ELEVATIONS DATE: 1 / '1 /97 ARE DUG SHtET CA1 5701DA1 2" VER: LOW DRAIN' a OVE THE '0OF D =G< A :NP - =T =ROM 5E' _ H HCO < S ^ ?E G ROUP ID S O\C',. (17-01414 c_I FIR ✓R:-^..',N �\ P x 24' OK 5 \G /3x3x3x A A 1-\ 1 ROOF FRAMIN& FLAN LJ scale 1/4.. JECT iO I K1 w Gxn^ < v<l 4x22 / Z (MIN) GKOIJT DE DOW SASE PLATE 1 2 N 6T `K AIND =DCZIE 3C -GM, 26" 0 - ROM �-4 e Scale V4' • r-e 7I _III I'I_iII — I (5) # 4 CLOSED HOOP TES WITH CLENTEK CROSS TIES L : - (8) =5 VFW IGAL �' 0. SQK =3 CLOSED HOOP 3' 6' DIA. ) p 12' 00. 4X x 2' ' A = KIN6 CO U ` TO »OOF SEAM DE :;KING -, DEATA ?E FL-AN x +X/ SEAM 7E4 PUAN \!/ 8 -6' STS COLUMN PEK ?LAN \DDFc< CUP, 4,L--TENATE 5:D° SE (2t G ?; 7i 4 F4..NE AT 46HH _ND SANE'_. SEA!' CO' \'VECTION Scale 3/4' = I' -0' G a 4 G o nn L \Tv, g , k \ 20 GG -- JTI EK DIA501!� RL?\ ?TR FLAN h - 2' TYP I 18' TS< `..4. END 2'x2'x GONT°NDOUS OVER REAM. ,,,T AND DENT) AS 450"D -Y5 _ )5- 570 ;m 3/4' DIA DOLTS (TYP 4 550005) \ W SEAM 5E4 PLAN PL 3/4'xl2'xl' -4' Scale 3!4' = Scale 3/ -- _ !' -0" ' 5°E°45 1 F - E - P5 AN S 1-* O Lo s �' e o ; Scale 3,4° = 6' 010 OPENING FOR EL-EGT4'G0'5 CONDO! T 4IGK St-ATE. OOLUM ' TO 5457 P! 4' Scale i/2' =F -0' GE ENE AL NO `S I. ALL WORK SHALL CONFORM TO THE REQUIREMENTS OF THE UNIFORM 5...UILDNS. CODE, 1994 EDITION. 2. DESIGN LOADS ROOF LIVE 20 °SF SNOW 25 PSF 1UND 80 MPH, EXPOSURE B SEISMIC ZONE 3 3. FOUNDATION SOIL TYPE SAND, SILTY SAND, CLAYEY S4ND, 3157Y GAVEL OR CLAYEY GRAVEL FOUNDATION SPREAD FOOTINGS ON NATURAL OR COMPACTED 5015 DE51G -N BEARING- VALUE = 1500 PSF 4. THE OWNER /GENERAL CONTRACTOR SHALL VERIFY THAT THE 505 MEETS THE CLASSIFICATION SHOWN ABOVE PRIOR TO PLACING AN'Y CONCRE E. SOL IS NOT AS SHOWN, CONTACT THE ENGINEER FOR FOOTING SIZE REQUIREME NTS. ALL CONCRETE MUST BE PLACED UPON UNDIS 1 RSED COMPAC- 777)5 A_ 5 OR APPROVED FILL COMPACTED TO 555 OF MAXIMUM DENSTY. AL BACK =__ ADJACENT TO FOOTINGS SHALL BE PLACED IN 8' LIFTS AND COMPACTED 7(0% 955 OF MAXIMUM DENSITY. 5. CONCRETE SHALL HAVE A MINIMUM STRENGTH AT 25 OF 3000 551 (DE5i07 = 2500 PSI) BUT SHALL HAVE NO LESS THAT SIX (5) SACKS CF TYPE I! CEMENT PER YARD. SLUMP TO BE 4" PLUS OR MINUS 7, MAXMUM AGGREGATGE SIZE SHALL BE '-'2'. ALL REINFORCING BARS, ANCHOR BOLTS AND INSERTS SHALL BE WELL SECURED N POSTON PRIOR TO PLACING CONCRETE. ALL CONCRETE SHALL BE MECHANICALLY ./BRA -ED. 5. ALL REINFORCING STEEL °5 AND LARGER SHALL CONFORM TO A5)1 .A315 GRADE C.4 AND SMALLER MAYBE GRADE 40) AND SHALL BE PLACED N CONFORMANCE WITH AC, 3,13 AND THE "MANUAL OF STANDARD °RA0TICE BY CRSI. =RCv'05 3 MIN CONCRETE COVER AT SIDES AND BOTTOM OF FOOTING. C2' 47 TOP), T. ALL STRUCTURAL STEEL SHALL CONFORM TO ,ASTM 0-30. SQUARE STEEL TUBES 5HAL5 CONFORM TO ASTM 4500, GRADE B 455 SOL ! S SHALL CONFORM TO ,A 57M A301 UNLESS NOTED OTHERWISE. 43257 BOLTS, WHEN NOTED, SHALL SE FULLY T AND INSTALLED PER CHAPTER 22, DIV!SiON V , 55. 'ION 22274, UN- LESS NOTED OTHERWSE), ALL WELDING TO BE PERFORMED 30 7450 CERTFED WELDERS PER ''530 CHAPTER 22, SECTION 2250 55170 E i XX ELECTRODES. 8 HE ROOF DECK SHALL CONFORM TO ASTM 4445 GRADE 5, G-90 PAINTED, 20 GAGE WITH THE F OLLOWINC- PROPERTIES -5 /Pt = .339' 5/ _ .2292 >iir _ 02 AND = 4225. SEAM TO SEAM DECK ATTACHMENTS EA.A BE 51 H X10 EK 5 REL;S AT 4-0' ON CENTER. SPECIAL INSPECTION IS REQUIRED 45 FOLLOWS PER SEC -ON 7013 CONCRETE >'c = 3000 pe, - NOT REQUIRED, SEC. '-015, Exc. 2 !DESIG-N T'c = 2500) ANCHOR 50573 IN CONCRETE - NOT REQUIRED. 43257 BO5 - NOT USED FOR 7=15 P C2) .°i4 7E4 504575 EE 0 13:- ly 5 ca e 3/ = 1 ° -0` ,cr PG'J✓.s. WORTH R BEST NC.— !MI 80 CITY 0 TJ15113 APPROVED OCT 1 61397 • ;nls , i GWInq 'S 3/!1,' ARLINGTON. WA (350) 435 -2927 > T Cry I ICI 1 D(P.o sue?. e. 7 35'0" 7 52'0' GANG °Y APR Z 9 1 l PAGE L HWY S NLA2 5 1455= S_ 0HC' PERMIT CENTER TJK ILA, '� A�hJ G G�) Gc', i s7_;�I