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Permit D97-0293 - SHEPARD AMBULANCE - MEZZANINE
City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 000480 -0010 Address: 13075 GATEWAY DR Suite No: Location: Category: ACOM Type: DEVPERM Zoning: Const Type: III -N Gas /Elec.: Units: 001 Setbacks: North: Water: UNKNOWN Wetlands: Contractor License No: OCCUPANT OWNER CONTACT Signature:___ Print Name: DEVELOPMENT PERMIT .0 South: Sewer: Slopes: Start Time: Cut: Start Time: No: Private: �.F Permit No: Status: Issued: Expires: (206) 431-3670 D97 -0293 ISSUED 10/16/1997 04/14/1998 Occupancy: WAREHOUSE UBC: 1994 Fire Protection: SPRINKLERS East: .0 West: .0 Streams: SHEPARD AMBULANCE 13075 GATEWAY DR, TUKWILA, WA 981 BEDFORD DEVELOPMENT Phone: 206 241 -1103 12720 GATEWAY DR STE 107, SEATTLE, WA 98168 STEVE NAVARRO Phone: 206 441 -1449 2221 FIFTH AVENUE, SEATTLE, WA 98121 **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: CONSTRUCT WOOD STORAGE MEZZANINE WITHIN A TENANT SPACE. **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 14,000.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: Fire Loop Hydrant: No: Size(in): .00 Flood Control Zone: Hauling: Land Altering: Landscape Irrigation: Moving Oversized Load: Sanitary Side Sewer: Sewer Main Extension: Storm Drainage: Street Use: Water Main Extension: Private: Public: **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *** TOTAL DEVELOPMENT PERMIT FEES: $ 354.71 **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** End Time: Fill: End Time: Public: Permit Center Authorized Signature:_ / /_. alp f�l Al, _ Date: i v /6P I hereby certify that I have read and exam wed this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development per Date: 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. Co- Sui e ': Tenant: S tatus ISSUED. Type DEVPERM app :1 ied:; 09/05 /1997 Par be # 000480 =0010 Issued 10/16/1997 k ** 4 .kkk � kkk** ** k*' k k* k* A*• k. kk* kk. k***** k***k*1c kk• kk k •k **kkkkk111 *k *k ** Perm"Lt , Condi ions 1 . No changes vrill' "be made.. to the plans unless. approved b Ar chit ct or Engineer - • and t��e TuF, ]a f3u i l d i ng permits, inspeCticr�;:r;ecot�Adw , 'ar,d approved plans ,shal be. ava'i Table a`t •the job• s te pr•iar tai the star t` of anv con str u� •ion The 5dpctrm are to b mairitain;ed }and avai 1 able unt r 1 ,final ; th pect i,orl approval i s gr' ante'd ti Boi.ts :i;n tailed %` in con�r�ete° shall Abe specie? i`n�pect • , • 4 When specie >l inspect ion required ei'ther�: the owner , ar chitec . : or. •enginee steal 1 Ln.b tlfy the Tu1;w1 1a Bui idinq • C►iv'ision. of ,appo ern• of th'e inspection age ncies pr�tior 4to .. tiie fir b.u,ildin+� '3nspect}iori Copies of all "sp °a { 1 rrtspec, on r,epor�.ts shall b sc,b mjtted tc .the Bu ilding r . � a t ' ti mely: manner :> Reports ,oha 'contain adds r c riariie permi.t h,uniber and t:vpe,, .i Os. pectia n'`;b e rrl'g' ,a e rffi r • : /, '•tie; pe'cial inspector shall ,submit a t'inal :.signed report, stiatinq w.f�esGher the -.wor I. 0:4 *s i nspection `was to to ' hest4 of the i.n pector 'know1 edge r•., i rt. co nforman c'e wit raper oved plans `and speci'f scat ions and' the • app.l.i� able wor�F�n prav`iwlons 'of tha UBC �" • uct to lie • done i`n conformance' wit app ov ed • '; p i aria' and 4r gii: renlents.fr"ot "` the Un'1 ecfiaform`: Bu ,,1 l .ding Code Editiion) t as a n► rm e Unifo Mnica.l • C "ode'(1994 Editt:ti•n), (1 Wesf�ingtor� 'State Ener Coder .{199,4 'Ed i.tion) 1,:' Val1d'Iiy ;0-1 i7ilftt... The Is suance' of" • "a`. pe`r;m�t -ar app oval ..p.lans,` speCifi catiuns;, and computa . t�ians �. '•sh ..all . not` be con strued��,,t .� � .. p, be a perm t toi ar an lapprova.i nf, 'any vio tat. i,o of any "� t'x:, the pr•c v i i ans' of bhe bu i l d i ng code; ""or Af.' aryy `eit the i;clrisdi • No per'mit pte`suml.ng•` give authority to •;violate or; cancel the , provisions of ;rhos code shall l be_,u id. Project NamefTenant: s W j 4 9atAvee toe? t t /ove 1 Value of Construction: y p0 ao Site Address: City State /Zip: / 0 7 7- i My Pe, 5 A/A. 9'144 Tax Parcel Number. 000 y'8 000 to Property Owner: tE -15 - t/ .c el( 3 y Li-e- / 7Veirrdd Waesritivr% Phone: 7ZO - // JO Street Address: f City State /Zip: Zoo/ GvE-Srrrt+t/ ,stir 4 .330 *rn 44, p' n, Fax #: 7 - o9.3 s' Contractor: s 4 , Phone: -776 ^ I q / Street Address: � City State /Zip: 6' (or zo ,� r. j-,..j-,..) "tao 444ewi42 pea.* Fax #: - 77S - 2194. Architect: r4rylc y r' .uric/ /,.S_S't7C Mile" Phone: 4 - /Y ■ r/c(y' Street Address: Cit State /Zip: z x. z. / s1-'41 ea- .5 a / a. 9d / z/ Fax #: YYl < e4)4./ Engineer: Srhe t eq. ar/.S4rt774(0 ezlbnsretelts Phone: 1 l5 - 0 - 4 (0 74 „, Street Address: City State /Zip: /Z5 0.3 /3ei- /7 (2 4, Z SEt[EaE yBGbS Fax #: C(fb' c(a'74, Contact Person: 5.reo„ ,' / 'mz / /' /1f�iFr�h/ S'�y,r/ Alive , Phone: W. y W( / (Al Street Address: Ci y State /Zip: z.2.( $ '' r1- .CE f- r7Z.c` re( t Fax #: (f'/ z� Description of work to be done: /1o, l no Kr or Gt)oO2 57-vrzr46 dezzan/i,c/E 4.1/77 .1/774/ A T4<T' .5? Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑ Hospital ❑ Church ❑ Manufacturing ❑ Motel /Hotel ❑ Office ,/ El School /College /University JR Other ren -J /G6” � /`� V Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse Hospital ❑ Church ❑ Manufacturing a Motel/Hotel ❑ Office , ❑ School /College /University Other .5 'U f / to S '/ E Will there be a change of use? ❑ yes PI, no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes V no Existing fire protection features: P sprinklers ❑ automatic fire alarm ❑ none C:1 other (specify) Building Square Feet: 5 / cre) n existing i Area of Construction: (sq. ft.) C j `lb �y'f"�"� Will there be storage of flammable /combustible hazardous material Attach list of materials and storage location on separate 8 1/2 in the building? ❑ yes no X 11 paper indicating quantities & Material Safety Data Sheets CITY OF TUK "'ILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 ommercial / Multi - Family Tenant Improvement / Alteration Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. C:TPLRMIT.DOC 1/29/97 APPLICANT REQUEST FOR PUBLIC. WORKS'SITE/CIVIL PLAN REVIEW:OF THE FQLLOWIN. :. : (Additional reviews may be determfned.by the •Public Works Department) . • ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Flood Control Zone ❑ Hauling ❑ Fire Loop /Hydrant (main to vault) #: ❑ Land Altering ❑ Sanitary Side Sewer 11: ❑ Storm Drainage ❑ Water Meter /Exempt #: ❑ Water Meter /Permanent # ❑ Water Meter Temp # ❑ Miscellaneous 0 Cut ❑ Street Use Size(s): Size(s): Size(s): Size(s): cubic yds. 0 Fill cubic yds. ❑ Sewer Main Extension ❑ Water Main Extension 0 Deduct Est. quantity: ❑ Landscape Irrigation O Private 0 Public O Private 0 Public 0 Water Only gal Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: G' J r Date application expires: 3 - 5-� Application tak f!3 PLEASE SIGN BACK OF APPLICATION FORM BUILDING OWNE Ofl AUTHO ED AGENT: Signature: `} s Date: S Print name: .r ye 44ve47/Ki, -) Phone: 4/c1/ Fax Fax #: t jct/(, `r?L2, / AddrePt 11ti /,�,/ .�7 ris- C , 2 Z 7 / S r ' • , �'1 I' ` City /State /Zip �7X E' yea/ ALL COMMERCIAUMULTI-FAILY TENANT IMPROVEMENT /AL •ATION PERMIT APPLICATIONS MUST BE SUBMITTED WITH THE FOLL • WING: ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ➢ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description ❑ ❑ 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). Four (4) sets of working drawings (five(5) sets for structural work), which include : ❑ ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). ❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. ❑ ❑ Vicinity Map showing location of site ❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ ❑ Indicate proposed construction of tenant space or addition and waits being demolished ❑ ❑ Construction details ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; 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. ❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT I HAVE READ AND EXAMINED THIS APPLICATION AND KNOW THE SAME TO BE TRUE UNDER PENALTY OF PERJURY BY THE LAWS OF THE STATE OF WASHINGTON, AND I AM AUTHORIZED TO APPLY FOR THIS PERMIT. CTPERMI`I.DOC 1 /29/97 #•k•kk ** * *k*+%*k:4t* *k****4A * 4 *kh * A* * " ****A*A4A* * **A*, CITY OF TUK,WXL.A WA; TPANr3MTT..: *•kkk:l *d"9F * ** * *A*k•A•k•A*Ak * *•k ''. 1'RANS_M Numher ; R7700tE',O .Amount: 216.75'4W113/97'16:215: Payment M ethod.. COCK: iota' i.on.. EABT VALU:V ;LG•C In i.'t i • KJP: erid :y i; .�l.o. ` '.D97. -029;3 :: f r. . DEVPERM DEVELOPMLN f , PER T , 3 arce l . .Noe ; . 0004810=.001.0' Addres:s' 13071:8ATEWAY DR. 'total Fees: 354.71 216,.15 Total ALL Pmts: 354.71 Balance: .00 •'h & *•A•0 * ** * * * * * * *; *'* * ** * * * *k** *s1' * *' * ** *'1.** *•kA•I ** * * * ******* ** * ** * * * * *. ,A:cccunt . Code: ' : Description Amount 900/322 :100 IHJXL.D]:Ut - NONRES 212.25 000/386.904 5'f A1'E BUILDING: SURCHARGE: 4.50 *.* •k *** * * * * * * **kk * * *kk* * * *; *•k k * * * * **. *.A k **.•A * * % *k * * * * * * * *Jck * * * *k * C .ITV Or• TUKWTL.Fl, WA 1',RANsM11 . :• k *�khkh * *k k.+lk *. *•!k *�krl *** * �V• yir *4c Ak *.ir *A k * *k *h * * *ie,t *z1kkV47k ,h44 .'. , TRANSh1IT Number. 89700640 , Amount: . '137.96 09/05/.97 15 :52 Rayinenit �Methoci CHEEK No•tation : "SHEPARD A14RULANC Init, `SLH •Pe.r mit :No: D97 0293 Type: ; DEU.PERM DEVELOPMENT• PERf4I r Par'cel.,;.No._ '000480 - Site :Address: 1307. i GATEWAY: DR Total Fees 35441 :. This Payment 137.96 Total ALL Prnts. 1,37 96 ,;Bal anee: 21b.75 * ** * " * *•A * *'* * * * * ** * * *•A * ** * * * * ** * *•li * * * *ik * *•k * * * * * * * * * * * * ** * ** *' * * * Account Cod ; , . Description '. Amount ,000/34 ;.630' ` PLAN CHIECK .,• .NONR 137.96 ; Project: . ,AiC Afii6a l /ir Typ of ins e ,/UR Address: Date called: Special instructions: Date wanted: /, S' � % m p.m.. Re uester: i i /1, .. Phone No.: b,- - 92S" - //i INSPEC • 0. CITY OF TUKWILA, BUILDING DIVISION 6300 Southcenter Blvd.,' #100, Tukwila, WA 981:8 14 Approved per applicable codes. "INSPECTION RECORD Retain a copy with pern J9 L oZ23 PERMIT NO. 431 -3670 Corrections required prior to approval. [ Dates -, ! � qi3 L $$42.0'" INSPECTION /EE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: • �4 Pro ,.. =1 1 1 _ r /�' p Type of inspectini r Ad res 60, Date called: Special instructions: r Date wanted: ( � 2Gi . ©1 (/! ti " Requester: ( Phone No.:q_ [ s — (,./,L INSPE • N NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., )t100, Tukwila, WA 98188 Approved per applicable codes. Inspector: II v INSPECTION RECORD Retain a copy with per Date: PERMIT NO. (206) 431 -3670 71 Corrections required prior to approval. $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100, CaII to schedule reinspection, Receipt No.: Date: Proje t: Type of inpection: Address C ()7 5 (- eti.; .Gc) / J7 Date called: ! - , ? . - Spial instructions: Date wanted: r 3 -`' S a.m. p.m. , Requester: --- , Phone No.: tn J' 7977 INSPECTION RECOR Retain a copy with per. INSPECTION NO.. . CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved per applicable codes. [] Corrections required prior to approval. COMMENTS: B l., 14.00-7-ti-ij 5. fi t? 4 it w S� G •-• >9 Lie A ? / ` s J Inspector V1 ``I - 0 ):93 PERMIT NO. (206) 431 - 3670 Date: 1 „ 9 , g $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: QI 'r, DEPARTMENT: ILDING DIVISION P LC C400aie 4 REVIEWERS INITIAL C:ROUTE -F DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLETE ❑ COMMENTS APPROVALS OR CORRECTIONS: (ten days) APPROVED fl APPROVED W/ CONDITIONS ❑ DATE CORRECTION DETERMINATION: APPROVED ❑ APPROVED W/ CONDITIONS REVIEWERS INITIAL DATE FIRE PitEVENTION N SA PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER D 02( DATE Cl /5 197 PROJECT NAME AQD �N M'Kt I� Nlbtt. REVIEWERS INITIAL DATE NG1 PLANNING 749r ❑ RMIT COORDINATOR DUE DATE RA NOT APPLICABLE ❑ TUES /THURS ROUTING: PLEASE ROUTE fl NO FURTHER REVIEW REQUIRED ❑ ROUTED BY STAFF (If routed by staff, make copy to master file & enter Sierra.) DUE DATE 23 /f NOT APPROVED (attach comments) ❑ DUE DATE NOT APPROVED (attach comments) ❑ (Certification of occupancy required, ) PLAN REVIEW / ROUTING SLIP ACTIVITY NUMB D " o� DATE /5' /97 PROJECT NAME (ADD AmixAw1Ct (,MEir*NMe. DEPARTMENT: BUILDING DIVISION III FIRE PREVENTION El PLANNING DIVISION ❑ PUBLIC WORKS STRUCTURAL El PERMIT COORDINATOR DETERMINATIO OF COMPLETENESS: (T,Th) DUE DATE 7rf/R 4 COMPLETE NOT COMPLETE E NOT APPLICABLE COMMENTS TUES /THURS ROUTING: PLEASE ROUTE ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL APPROVED REVIEWERS INITIAL C:ROUTE -F REVIEWERS INITIAL 1 APPROVALS OR CORRECTIONS: (ten days) DUEDATE 723 /f APPROVED fl APPROVED W/ CONDITIONS NOT APPROVED (attach comments) fl CORRECTION DETERMINATION: NO FURTHER REVIEW REQUIRED DATE 9 -9 -- DATE 9-04 -9 APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) 0 DATE DUE DATE (Certification of occupancy required. ) 1 1 a 1 1 PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER I)I' o23 DATE Cl ic /97 PROJECT NAME g4040.1:1 AMb dV (PAIVIANMe) DEPARTMENT: BUILDING DIVISION El FIRE PREVENTION . PLANNING DIVISION p PUBLIC WORKS STRUCTURAL PERMIT COORDINATOR 0 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE NOT COMPLETE p COMMENTS TUES /THURS ROUTING: PLEASE ROUTE l l NO FURTHER REVIEW REQUIRED n ROUTED BY STAFF t l (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED n APPROVED W/ CONDITIONS REVIEWERS INITIAL REVIEWERS INITIAL C:ROUTE -F CORRECTION DETERMINATION: DATE DATE DUE DATE V NOT APPLICABLE p DUE DATE Pita // NOT APPROVED (attach comments) p DATE / /(0/9 - 7 DUE DATE APPROVED r APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) ❑ (Certification of occupancy required. 1 1 rr Y6 041'1WW4b VSIC14(Uarm 1 1 PLAN REVIEW / ROUTING SLIP ACTIVITY NUMBER 417' DATE '1 ' AM D x PROJECT NAME �Nev1/49.D AM►b+ v Ct O e DEPARTMENT: BUILDING ' DIVISION FIRE PREVENTION p PLANNING DIVISION PUBLIC WORKS STRUCTURAL PERMIT COORDINATOR p DETERMINATION OF COMPLETENESS: (T,Th) DUEDATE p NOT COMPLETE l___l NOT APPLICABLE EJ COMMENTS 1 TUES /THURS ROUTING: PLEASE ROUTE n NO FURTHER REVIEW REQUIRED 141 ROUTED BY STAFF p (If routed by staff, make copy to master file & enter Siena.) REVIEWERS INITIAL REVIEWERS INITIAL NA APPROVALS OR CORRECTIONS: (ten days) DUE DATE 123 /fa APPROVED p APPROVED W/ CONDITIONS NOT NOT APPROVED (attach comments) p Air 1 CORRECTION DETERMINATION: REVIEWERS INITIAL DATE DATE DATE . DUE DATE APPROVED I 1 APPROVED W/ CONDITIONS p NOT APPROVED (attach comments) 0 (Certification of occupancy required. 1 0 ACTIVITY NUMBER D 02 DATE q /, / PROJECT NAME g401 Aft1 Kt (,Mm*NMt DEPARTMENT: BUILDING DIVISION ❑ FIRE PREVENTION f I PLANNING DIVISION ❑ PUBLIC WORKS . STRUCTURAL ❑ PERMIT COORDINATOR ❑ DETERMINATION OF COMPLETENESS: (T,Th) DUE DATE fi Rk COMPLETE n NOT COMPLETE ❑ NOT APPLICABLE ❑ COMMENTS TUES /THURS ROUTING: PLEASE ROUTE I 1 NO FURTHER REVIEW REQUIRED ROUTED BY STAFF ❑ (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) DUE DATE t23 APPROVED I I APPROVED W/ CONDITIONS . NOT APPROVED (attach comments) ❑ REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED ❑ REVIEWERS INITIAL C:ROUTE -F PLAN REVIEW / ROUTING SLIP .1 Cid DATE �'I I 1 I C 17 DATE DATE DUE DATE APPROVED W/ CONDITIONS ❑ NOT APPROVED (attach comments) ❑ (Certification of occupancy required. ) SHUTLER • - CONSULTING ENGINEERS, Inc. 12503 Bel -Red Road, Suite 100 Bellevue, Washington 98005 (425) 450-4075 FAX (425) 450.4076 JOB Shepard Ambulance SHEET NO. COVER CALCULATED BY JJS CHECKED BY SCALE JOB NUMBER 97 -16.01 OF DATE 07/09/97 DATE STRUCTURAL CALCULATIONS FOR: Tenant Improvement for: Shepard Ambulance Gateway.Corporate Center, Building 10 PROPOSED BY: Americal Medical Response C/o Marvin Stein & Associates, Inc. 2221 Fifth Avenue Seattle, Washington 98121 ARCHITECT: Marvin Stein & Associates, Inc. 2221 Fifth Avenue Seattle, Washington 98121 (206) 441 -1449, Fax (206) 441 -4361 DESIGN CRITERIA: !EXPIRES 09 / 12 / / I / CODE UNIFORM BUILDING CODE, 1994 Edition ROOF LIVE LOAD 25 PSF SNOW LOAD MEZZANINE FLOOR LIVE LOAD 125 PSF, LIGHT STORAGE WIND LOAD 80 MPH ZONE, EXPOSURE "B" SEISMIC ZONE III, Rw=6 FOUNDATION DESIGN BASED ON GEOTECHNICAL REPORT NUMBER 5710- 001 -37 -1150, DATED MARCH 31, 1997 BY GEO- ENGINEERS INC. ALL FOUNDATION WORK SHAL BE IN ACCORDANCE WITH THIS REPORT. ALLOWABLE SOIL BEARING PRESSURE EQUALS 1500PSF PER THE REPORT. RECEIVED CITY OF TUKWILA SEP 0517 PERMIT CENTER DTP-ea:0 MUM MI OMIT ANY REFERENCE TO THE 5' -O" CANOPY • DELETED FROM SCOPE OF WORK 0 . � f J4 . »% %JIG enIsc 6jt4u) 1•vI.0 = c241, P: 4 1 /6,7/.5,.= 2. >ax' /►'1 /i,1P w' u) 8x "/ _Old- W /OXZ SHUT" CO . TING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 4504075 FAX 450 -4076 /D,0 P.F L, T& *SIC" 1.4),A10 . 7 /YEf N /04//% : r /t5f ax.) pg4 /,J I"tJi2 V ►il — �r� fty' ;54 W c � eq 1 JOB Siii) '' SHEET NO (i //NO / OF CALCULATED BY . S, DATE 2 •g, CHECKED BY DATE ;.3 SCALE r m6. Fie 40 , r Lk) &.)(.0/)w � `0, 69(ivas) T ' l b /Y 0 - r. j- JO A m- 1111111• 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450 -4076 V4 t , ,S)Cs)(/z )Zo /) % 64 L 0 (1, )(s)( ocs) _ SHU( CONSULTING ENGINEERS, INC JOB SHEET NO G/7/00r ' ' OF d CALCULATED BY � DATE ? -A • � 7 CHECKED BY DATE SCALE .9 re.s.4.14" - - - -- 3. SMILER CONSULTING ENGINEE INC. 1300 - 114th Avenue. S.E. Suite 250 Bellevue, Washington 68004 1425) 450-4075 Fax (425) 450 -4076 Title : Dsgnr: Description : Scope: Steel Beam Design Page 1 [General Information Description Typical Canopy Purlin Steel Section Center Span Left Cant. Right Cant Lu W8X21 Pinned - Pinned 25.50 ft 0.00 It LL & ST Don't Act Togethe 0.00 ft 25.50 ft !Distributed Loads DL LL ST. Start Location End Location Summary #1 0.050 0.125 25.500 Using: W8X21 section, Span = 25.50ft, Fy = 36.0kslEnd Fixity = Pinned - PinnedFy = 36.00ksi, Lu = 25.50ft, LDF = 1.000 Moment fb : Bending Stress fb /Fb Shear fv : Shear Stress tv /Fv #2 Actual 14.224 k - ft 9.385 ksi 0.940 :'l 2.231 k 1.078 ksi 0.075: 1 #3 #4 Allowable 15.133 k -ft 9.984 ksi 29.808 k 14.400 ksi 1k5 Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Deft Right Cant Def ...Query Dell 0 Reaction @ Left Reaction @ Rt (c) 1983-97 ENERCALC Maximum 14.22 k -ft 2.23 k 2.23 k -0.762 in 0.000 in 0.000 in 0.000 in 2.23 2.23 Steel Section W8X21 Depth 8.28 in Web Thick 0.250 in Width 5.270 In Flange Thick 0.400 in Area 6.16 in2 DL Only 4.06 f 0.64 0,64 / -0.218 0.000 0.000 0.000 0.64 0.64 Weight Ixx I YY Sox Syy «- These columns are Dead + Live Load LL LL +ST LL t Center Center t Cants 14.22 `1 1: , ; ?y/.� 2.23 2.23 -0.762 0.000 0.000 0.000 2.23 2.23 -0.218 0.000 0.000 0.000 0.64 0.64 20.92 #/ft 75.30 in4 9.77 in4 18.188 in3 3.708 in3 Fy 36.00ksi Load Duration Factor 1.00 0.000 0.000 0.000 r -xx r -yy Misc #6 0.000 placed as noted -» LL +ST Cc� Cants 0.000 in 0.000 in 0.000 in 0.000 in k k 3.496 in 1.259 in 1.410 in Job N Date: 11:04AM, 8 JUL 97 * 7 k/ft k/ft k/ft ft ft Beam OK Max. Deflection -0.762 in Length/DL Defl 1,404.8: 1 Length /(DL +LL Defl) 401.4: 1 k -ft k -ft k -ft k -ft k k [Section Properties . KW- 060346, V5.0.2, 1-Jun-1997 SHUTLER CONSULTING ENGINEEL. , INC. 1300 - 114th Avenue. S.E. Suite 250 Bellevue, Washington 98004 (425) 450.4075 Fax (425) 450.4076 Steel Beam Design Page 1 General Information Description Canopy fascia beam Steel Section Center Span Left Cent. Right Cant Lu [Distributed Loads * 0.025 0.063 DL LL ST Start Location End Location 25.500 Summary Using: TS8X4X3/16 section, Span = 25.50ft, Fy = 46.0ksiEnd Fixity = Pinned - PinnedFy = 46.00ksi, Lu = 25.50ft, LDF = 1.000 Actual Allowable Moment 7.153 k -ft 20.010 k -ft fb : Bending Stress 9.866 ksi 27.600 ksi fb / Fb 0.357: 1 Shear fv : Shear Stress fv / Fv Force & Stress Summary 1 Max. M + Max. M - Max. M © Left Max. M @ Right Shear @ Left Shear © Right Center Defl. Left Cant Deft Right Cant Def ...Query Dell @ Reaction @ Left Reaction © Rt Maximum 7.15 k -ft Steel Section TS8X4X3 /16 Depth Web Thick Width • Flange Thick Area (c) 1983.97 ENERCALC TS8X4X3 /16 Pinned- Pinned 25.50 ft 0.00 ft LL & ST Don't Act Togethe 0.00 ft 25.50 ft *2 1.122 k 0.374 ksi 0.020: 1 DL Only 2.03 1.12 k 0.32 1.12 k 0.32 -0.830 in -0.236 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 1.12 0.32 1.12 0.32 *3 [Section Properties 1 8.00 in 0.188 in 4.000 in 0.188 In 4.24 in2 Weight Ixx I yy Sxx Syy -0.830 0.000 0.000 27.600 k 18.400 ksi 1.12 1.12 *4 Title : Dsgnr: Description : Scope: -0.236 0.000 0.000 0.32 0.32 14.40 */ft 34.80 1n4 11.90 in4 8.700 in3 5.950 in3 *5 r -xx r -yy Misc ' . f Date: 11:10AM, 8 JUL 97 Fy 46.00ksi Load Duration Factor 1.00 0.000 0.000 0.000 *6 «- These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST CrD Center ( Center Cad Cants tcD Cants 7.15 Ts xxl✓ • 3;,�l • ,� 3 C AS / 1.12 is k 1.12 � ./ C #' C v k 0.000 0.000 0.000 Job ar *7 k/ft k/ft k/ft ft ft Beam OK Max. Deflection -0.830 in Length/DL Defl 1,298.5: 1 Length /(DL +LL Dell) 368.9: 1 k -ft k -ft k -ft k -ft 0.000 in 0.000 in 0.000 in 0.000 in k k 2.865 In 1.675 in 0.000 in KW- 060346, V5.0.2, 1-Jun-1997 f SHUTLER CONSULTING ENGINE( 1, INC. 1300.114th Avenue. S.E. - Suite 250 Bellevue, Washington 98004 (425) 450 -4075 Fax (425) 4504076 Steel Beam Design Page 1 [ General Information 1 Description Beam 1 Steel Section Center Span Left Cant. Right Cant Lu [Point Loads Dead Load Live Load Short Term Location Summary Using: W8X31 section, Span = 20.00ft, Fy = 36.0kslEnd Fixity = Pinned - PinnedFy = 36.00ksi, Lu = 20.00ft, LDF = 1.000 Moment fb : Bending Stress fb / Fb Shear N : Shear Stress iv /Fv l Force & Stress Summary 1 Max. M + Max. M - Max. M @ Left Max. M r@D Right Shear @ Left Shear Right Center Defl. Left Cant Defl Right Cant Der ...Query Defl Reaction (a Left Reaction 0 Rt Steel Section Depth Web Thick Width Flange Thick Area (c) 1983-97 ENERCALC #1 1.280 3.190 5.000 Maximum 46.25 k -ft W8X31 Pinned - Pinned Bm Wt. Added to Loads LL & ST Don't Act Togethe 20.00 ft 0.00 ft 0.00 ft 20.00 It W8X31 8.00 in 0.288 in 8.000 in 0.433 in 9.12 in2 #2 #3 1.280 1.280 3.190 3.190 10.000 15.000 Actual Allowable 46.249 k -ft 49.500 k -ft 20.181 ksi 21.600 ksi 0.934: 1 7.015 k 3.045 ksi 0.211 : 1 DL Only 14.35 7.01 k 2.23 7.01 k 2.23 -0.993 in -0.309 0.000 in 0.000 0.000 in 0.000 0.000 in 0.000 7.01 2.23 7.01 2.23 Weight hoc Iyy Sxx Syy -0.993 0.000 0.000 33.178 k 14.400 ksi «- These columns are Dead + Live Load placed as noted -» LL LL +ST LL LL +ST (a. Center t Center a Cants [D Cants 46.25 7.01 7.01 0.000 7.01 7.01 Title : Dsgnr: Description : Scope: #4 #5 #6 -0.309 0.000 0.000 2.23 2.23 30.98 */ft 110.00 in4 37.00 in4 27.500 in3 9.250 in3 Fy 36.00ksi Load Duration Factor 1.00 0.000 0.000 Max. Deflection -0.993 in Length/DL Defl 775.7: 1 Length /(DL +LL Defl) 241.6: 1 0.000 0.000 0.000 [Section Properties r -xx r -yy Misc Job # Date: 11:17AM, 8 JUL 97 • fq c 00 #7 k k k ft k -ft k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k 3.473 in 2.014 in 2.210 in Beam OK KW-060346, V5.0.2,1- Jun -1997 tHUTLER CONSULTING ENGINE' 3, INC. 1300 - 114th Avenue. S.E. Suite 250 Bellevue, Washington 98004 (425) 450.4075 Fax (425) 450 -4076 Steel Beam Design Page 1 II [General Information Description Beam 2 • Steel Section Center Span Left Cant. Right Cant Lu [ Point Loads Dead Load Live Load Short Term Location Summary Using: W8X24 section, Span = 20.00ft, Moment fb : Bending Stress fb / Fb Shear fv : Shear Stress fv / Fv Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Def ...Query Defl Reaction @ Left Reaction @ Rt Steel Section W8X24 Depth 7.93 in Web Thick 0.245 in Width 6.495 in Flange Thick 0.400 in Area 7.08 in2 (c) 1983-97 ENERCALC W8X24 Pinned - Pinned Bm Wt. Added to Loads LL & ST Act Together 20.00 ft 0.00 ft 0.00 ft 20.00 ft *1 *2 *3 0.640 0.640 0.640 1.590 1.590 1.590 5.000 10.000 15.000 Maximum 23.50 k -ft 3.59 k 3.59k -0.671 in 0.000 in 0.000 in 0.000 in 3.59 3.59 Fy = 36.0ksiEnd Fixity = Actual 23.502 k -ft 13.505 ksi - 0.824 : 1 3.585 k 1.845 ksi 0.128: 1 1.20 -0.218 0.000 0.000 0.000 1.20 1.20 Weight lxx lyy Sxx Syy 3.59 -0.671 0.000 0.000 3.59 3.59 Title : Dsgnr: Description : Scope: *4 *5 27.977 k 14.400 ksi -0.671 0.000 0.000 0.000 0.000 3.59 3.59 24.05 */ft 82.80 in4 18.30 in4 20.883 in3 5.635 in3 . . Fy 36.00ksi Load Duration Factor 1.00 mot r -yy Misc *6 Pinned- PinnedFy = 36.00ksi, Lu = 20.00ft, LDF = 1.000 Allowable 28.506 k -ft 16.381 ksi 0.000 0.000 0.000 0.000 Job $ Date: 1:OOPM, 8 JUL 97 *7 k k k ft «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Only Coil Center ( Center (cD Cants c Cants 7.60 23.50 k -ft k -ft k -ft k -ft 1.20 3.59 k k 0.000 in 0.000 in 0.000 in 0.000 in k k 3.420 in 1.608 in 1.760 in opete-C Beam OK Max. Deflection -0.671 in Length /DL Defl 1,099.1 : 1 Length /(DL +LL Defl) 357.5: 1 [ Section Properties KW- 060346, V5.0.2, 1-Jun -1997 SHUTLER CONSULTING ENGINE INC. 1300 - 114th Avenue. S.E. Suite 250 Bellevue, Washington 88004 (425) 450 -4075 Fax (425) 450-4076 L Steel Beam Design Page 1 [General Information Description Beam 3 Steel Section Center Span Lett Cant. Right Cant Lu [Point Loads *1 *2 *3 *4 *5 Dead Load 0.640 0.640 0.640 0.560 0.560 Live Load 1.590 1.590 1.590 1.400 1.400 Short Term Location 5.580 10.170 16.750 7.420 14.830 t Summary 0 Using: W8X35 section, Span = 22.33ft, Fy = 36.0kslEnd Fixity = Pinned - PinnedFy = 36.00ksi, Lu = 22.33ft, LDF = 1.000 Actual Allowable Moment 41.559 k -ft 55.862 k -ft fb : Bending Stress 16.070 ksi 21.600 ksi fb / Fb 0.744: 1 Shear fv : Shear Stress fv / Fv Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Maximum Only a Center a Center t Cants 0 Cants Max. M + 41.56 k -ft 13.45 41.56 k -ft Max. M - k -ft Max. M © Left k -ft Max. M © Right k -ft Shear @ Left 5.80 k 1.94 5.80 k Shear @ Right 5.59 k 1.88 5.59 k Center Defl. Left Cant Defl Right Cant Def ...Query Defl 0 Reaction © Left Reaction Rt Steel Section W8X35 Depth 8.12 in Web Thick 0.315 in Width 8.027 in Flange Thick 0.493 in Area - 10.30 in2 (c) 1983-97 ENERCALC W8X35 Pinned- Pinned 22.33 ft Bm Wt. Added to Loads 0.00 ft LL B. ST Act Together 0.00 ft 22.33 ft 5.802 k 2.268 ksi 0.158: 1 -0.998 in -0.324 -0.998 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 5.80 1.94 5.80 5.59 1.88 5.59 Weight ixx IYY Sxx Syy Title : Dsgnr: Description : Scope: 36.832 k 14.400 ksi -0.998 0.000 0.000 0.000 5.80 5.59 34.99 */ft 126.00 in4 42.50 in4 31.034 in3 10.589 in3 Fy 36.00ksi Load Duration Factor 1.00 0.000 0,000 0.000 *6 0.000 r -xx r -yy Misc Job M Date: 1:18PM, 8 JUL 97 CA " 1914 *7 k k k ft Max. Deflection -0.998 in Length/DL Defl 826.3: 1 Length /(DL +LL Dell) 268.4: 1 0.000 in 0.000 in 0.000 in 0.000 in k k [Section Properties 3.498 in 2.031 in 2.220 in Beam OK KW- 060346, V5.0.2, 1-Jun-1997 'SHUTLER CONSULTING ENGINE( 1, INC. 1300 - 114th Avenue. S.E. Suite 250 Bellevue, Washington 98004 (425) 450.4075 Fax (425) 450 -4076 L Steel Beam Design Page 1 L General Information 1 Description Beam 4 Steel Section Center Span Lett Cant. Right Cant Lu Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Def ...Query Defl @ Reaction @ Left Reaction @ Rt (c)1983 -97 ENERCALC Shear fv : Shear Stress fv / Fv Maximum 17.89 k -ft W8X21 Pinned- Pinned Bm Wt. Added to Loads LL & ST Act Together 16.00 ft 0.00 ft 0.00 ft 16.00 ft #1 #2 0.920 0.920 2.310 2.310 Dead Load Live Load Short Term Location 5.330 10.670 Steel Section W8X21 Depth 8.28 in Web Thick 0.250 in Width 5.270 in Flange Thick 0.400 in Area 6.16 in2 3.397 k 1.641 ksi 0.114: 1 # 3 3.40 k 1.09 3.40 3.40 k 1.09 3.40 -0.386 in -0.120 -0.386 0.000 in 0.000 0.000 0.000 in 0.000 0.000 0.000 in 0.000 0.000 3.40 1.09 3,40 3.40 1.09 3.40 Weight Ixx lyy Sxx Syy # 4 Title : Dsgnr: Description : Scope: LPoint Loads 1 Using: W8X21 section, Span = 16.00ft, Fy = 36.0ksiEnd Fixity = Pinned - PinnedFy = 36.00ksi, Lu = 16.00ft, LDF = 1.000 Actual Allowable Moment 17.885 k -ft 24.118 k -ft fb : Bending Stress 11.800 ksi 15.912 ksi fb / Fb 0.742: 1 29.808 k 14.400 ksi Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» DL LL LL +ST LL LL +ST Only ta Center (a. Center 0 Cants t. Cants 5.57 17.89 k -ft -0.386 0.000 0.000 0.000 3.40 3.40 20.92 #/ft 75.30 in4 9.77 in4 18.188 in3 3.708 1n3 #5 Fy 36.00ksi Load Duration Factor 1.00 Max. Deflection -0.386 in Length /DL Dell 1,601.0 : 1 Length /(DL +LL Defl) 498.0 : 1 . 0.000 0.000 0.000 # 6 0.000 r -xx r -yy Misc Job # Date: 4:22PM, 8 JUL 97 #7 k k k ft Beam OK k -ft k -ft k -ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k `Section Properties 1 3.496 in 1.259 in 1.410 in KW-060346, V5.0.2, 1-Jun-1997 MOM SH R _a- CO GLTING -_ ENGINEERS, INC ‘"0 cifoory Petra rth;; 95 . - 10-,64:44)4/ jZ c /.as..... 1300 - 114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450 -4076 ,t/4y x r � �O G OQ - T$ -�G t b oi '644 0 7/-81 ' 7 " e/ / 6 Off V " . i JOB -. 19 „)o SHEET NO C /I NV /y ' OF OF CALCULATED BY J,S CHECKED BY DATE SCALE 0/L • Co 4/■-/ Tv 4» za— p_ V' V E,', ) 904-zs _ 1,/$'' firth 3c3D 6-/ /0 c 0/60c %il /04)s 3 .rr 2 s 1:/ /.M) n l /a. 41 c 25 • j -S • IP •97 . D/L. • e I: */ a /)f DATE / 9'97 SH Z CO OLTING ENGINEERS, INC 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450 -4075 FAX 450.4076 JOB 1lrPJ9 ► SHEET NO C. 41 t y R CALCULATED BY .T OFF • DATE / - 9- 5) CHECKED BY DATE SCALE ./ ? / 7 / X V eoc. - /. ? / .T .0 s r- Wt3T Li) : (J 5) (P 0)C.0 /2 G. /2 p1= 0.7)1. e, `1= /0 ,3? NX 4 f Co z. 4.7 ..f .. P i; )s. 8.9 *' 44 41 -/ t/ /y y N /a - o SH4.7* • 1 •11111 .11.111111 ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450•4076 pc.1 ,C / 1 f /003 • fr4 tor= (x)6J' 7 ( f 7 , - 75)( /Sib /5 6 8v / PP (E 3A1Fc (Z)CSX•64 P iti" ()(/0 )( ' j 7 '4 , . )_ ` Poc. /r 109h/tr-x- 7r410./r-.r- " JOB ..S Ate• 0 SHEET NO • C...kov / -fi OF CALCULATED BY • DATE CHECKED BY DATE SCALE ; • • --9— p,67 114.A...42_LL.Aff C-J 1,72 _ _ • 14V SHUTLER CONSULTING ENGINE , INC. 1300 - 114th Avenue. S.E. Suite 250 Bellevue, Washington 98004 (425) 450-4075 Fax (425) 4504076 Steel Column Page 1 L General Information Description Canopy Column Steel Section TS6X6X1 /4 Column Height 12.000 ft End Fixity Fix-Free Live & Short Term Loads Not Combined LLoads Axial Load... Dead Load Live Load Short Term Load Point lateral Loads... Along Y -Y (strong axis moments) Along X -X ( y moments ) Su Section : TS6X6X1/4, Height = 12.00RAxfal Loads: DL = Combined Stress Ratios AISC Formula H1 -1 AISC Formula H1 - 2 AISC Formula H1 - 3 Allowable & Actual Stresses Fa : Allowable fa : Actual Fb:xx : Allow [F1-6] Fb:xx : AIIow [F1 -7] & [F1-8] fb : xx Actual Fb:yy : Allow (F1 -6) Fb:xx : AIIow [F1 -7) & [F1-8] f• : yy Actual F'ex : DL +LL F'ey : DL +LL F'ex : DL +LL +ST F'ey : DL +LL +ST (c) 1983 ENERCALC 2.57 k 6.43 k k Dead F 46.0 ksi Duration Factor 1.333 12.000 ft 12.000 ft X -X Unbrace Y -Y Unbrace DL 0.052 Dead 8.85 ksi 0.46 ksi 30.36 ksi 30.36 ksi 0.00 ksi 30.36 ksi 30.36 ksi 0.00 ksi Ecc. for X -X Axis Moments Ecc. for Y -Y Axis Moment 2.57, LL = 6.43, ST = 0.00k, Ecc. = 0.000 Live Scope : 0.130 8,852 psi Cm:x DL +LL 8,852 psi Cm:y DL +LL 11,802 psi Cm:x DL +LL +ST 11,802 psi Cm:y DL +LL +ST -0.974 in at 12.000 ft Max X -X Axis Deflection Max Y -Y Axis Deflection 0.000 in a 0.000 ft Title: Dsgnr: Description : DL + LL 0.182 0.058 0.85 0.85 0.85 0.85 X -X Sidesway : Sway Allowed Y -Y Sidesway : Sway Allowed Kxx 2.100 Kyy 2.100 Job ti Date: 1:35PM, 9 JUL 97 in in ST Heiaht 0.860 k 12.000 in k in Column Design OK DL + Short 0.342 Stresses Live DL + LL DL + Short 8.85 ksi 8.85 ksi 11.80 ksi 1.15 ksi 1.61 ksi 0.46 ksi 30.36 ksi 30.36 ksi 40.48 ksi 30.36 ksi 30.36 ksi 40.48 ksi 0.00 ksi 0.00 ksi 12.26 ksi 30.36 ksi 30.36 ksi 40.48 ksi 30.36 ksi 30.36 ksi 40.48 ksi 0.00 ksi 0.00 ksi 0.00 ksi [Analysis Values 1 Cb:x DL +LL Cb:y DL +LL Cb:x DL +LL +ST Cb:y DL +LL +ST 1.75 1.75 1.00 1.75 . KW- 060346, V5.0.2,.1- Jun -1997 L :C61044 _ a e...._4 e.4/ MIA= 11111111= SHUT' CR LTING ENGINEERS, INC 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 /Pr i / pieibtleIr . _ 4 Pic' 6.6ox Live 66* 0 /26ert, e 4 .itsf 4.0 .11. o__ JOB A 4.17 SHEET NO, OF CALCULATED BY —7: DATE 7 CHECKED BY DATE SCALE • 41.s !I> 4 .c> 07- 07-1997 13:34:24 Q i of1 Shear(lb) Reaction(lb) Moment(ft -lb ) Live Defl.(in) Total Defl.(in) Maximum 1680 1680 7560 Max. Reaction Total(lb) 1680 Live(lb) 1500 Required Brg. Length(in) 3.48(W) Max. Unbraced Length(in) T3-BeamIN SHUTLER CONSULTING ENGINEERS 1300 114TH AVE. S.E. BELLEVUE, WA 98004 USA Phone: 206-450-4075 Name: SHUTLER CONSULTING ENGINEERS Project Name: Page Title: Based on Allowable Stress Design (ASD) UBC building code for Custom TJM products Application Floor - Com. Deflection Criteria (MR) Load Classification Floor 11 Defl TL Defl Load Duration Factor 1.00 Span 1 L/540 L/240 Live Load(psf) 125.0 Dead Load(psf) 15.0 16'.TJI(a) /55C JOIST 1 16.0' o/c 18'- 0.00' " This analysis for TJM products only! Substitution voids this analysis. IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the siting of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Concentrated load requirements for standard non - residential floors have been considered. Design 1680 1680 7560 0.376 0.422 " Span 1 Allowable ( 2330 1680 ( 12810 ( 0.400 ( 0.900 SITE ANALYSIS - ASD 1680 1500 3.48(W) 32 v4.51 1000 Control 139% LT. end Span 1 under Floor loading 100% Bearing 1 under Floor loading 169% MID Span 1 under Floor loading L/574 MID Span 1 under Floor loading L/512 MID Span 1 under Floor loading Copyright (c) 1996 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJ1(R) is a registered trademark of Trus Joist MacMillan. TJ- BeamTN is a trademark of Trus Joist MacMillan. Member Use JOIST Member Top Slope(in /ft) 0.000 Roof Slope(in /ft) 0.000 Floor Decking H Repetitive Member Use N Reinforced Overhangs N/A 07 -07 -1997 13 :35:07 Name: SHUTLER CONSULTING ENGINEERS Project Name: Page Title: Based on Allowable Stress Design (ASD) UBC building code for Custom TJM products Application Floor - Com. Deflection Criteria (MR) Member Use JOIST Load Classification Floor 11 Defl TL Defl Member Top Slope(in /ft)... 0.000 Load Duration Factor 1.00 Span 1 L/540 L/240 Roof Slope(in /ft) 0.000 Live Load(psf) 125.0 Floor Decking N Dead Load(psf) 15.0 Repetitive Member Use N Reinforced Overhangs N/A Shear(lb) Reaction(lb) Moment(ft -lb) Live Defl.(in) Total Defl.(in) Maximum: 1260 1260 5670 Max. Reaction Total(lb) 1260 Live(lb) 1125 Required Brg. Length(in) 1.77(W) Max. Unbraced Length(in) SHUTLER CONSULTING ENGINEERS 1300 114TH AVE. S.E. BELLEVUE, WA 98004 USA Phone: 206-450 -4075 16' TJI(R) /35C JOIST 1 12.0' o /c " 18'- 0.00' SIZE ANALYSIS- ASD This analysis for TJM products only! Substitution voids this analysis. IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a-_TJM Associate. t The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Concentrated load requirements for standard non - residential floors have been considered. Design Allowable 1260 ( 2330 1260 = 1260 5670 ( 8265 0.383 ( 0.400 0.429 ( 0.900 Span 1 " 1260 1125 1.77(W) 32 Control 185% 100% 146% L/564 L/504 LT. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading Copyright (c) 1996 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJI(R) is a registered trademark of Trus Joist MacMillan. TJ- BeasIN is a trademark of Trus Joist MacMillan. 07 -07 -1997 13:33:28 (,;, 4J- BeamrN v4.51 1000 SHUTLER CONSULTING ENGINEERS 1300 114TH AVE. S.E. BELLEVUE, WA 98004 USA Phone: 206 - 450-4075 Name: SHUTLER CONSULTING ENGINEERS Project Name: Page Title: Based on Allowable Stress Design (ASD) UBC building code for Custom TJM products Application Floor - Com. Deflection Criteria (MR) Member Use JOIST Load Classification Floor LL Defl TL Defl Member Top Slope(in /ft)... 0.000 Load Duration Factor 1.00 Span 1 L /540 L/240 Roof Slope(in /ft) 0.000 Live Load(psf) 125.0 Floor Decking N Dead Load(psf) 15.0 Repetitive Member Use N Reinforced Overhangs N/A 18' TJI(R) /35C JOIST 1 16.0' o/c " 18'- 0.00' SIZE ANALYSIS- ASD This analysis for TJM products only! Substitution voids this analysis. IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Concentrated load requirements for standard non - residential floors have been considered. Shear(lb) Reaction(lb) Moaent(f t -lb ) Live Defl.(in) Total Defl.(in) Maximum 1680 1680 7560 Max. Reaction Total(lb) 1680 Live(lb) 1500 Required Brg. Length(in) 3.48(W) Max. Unbraced Length(in) Design Allowable 1680 ( 2535 1680 = 1680 7560 ( 9160 0.392 ( 0.400 0.439 ( 0.900 Span 1 1680 1500 3.48(W) 32 Control 151% LT. end Span 1 under Floor loading 100% Bearing 1 under Floor loading 121% MID Span 1 under Floor loading L/551 MID Span 1 under Floor loading L/492 MID Span 1 under Floor loading Copyright (c) 1996 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. TJI(R) is a registered trademark of Trus Joist MacMillan. TJ-BeamrN is a trademark of Trus Joist MacMillan. of TJBEAMD /111111/11111 1111■111 0 1. 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450-4075 FAX 450-4076 SH :R CO dLTING ENGINEERS, INC 14 )("ie)k— )t./(04 — • 0/. //t r- / "/ • kid,llot, to, - . ./ G (Da /,16 4: 41 / t /2/ /4/ */ RS-50140e /0 22eLe): 7-4-1- ss 45 V&M = a IL R. 1. t 3, /146 snsi` )41 4.6 r /;.ti• JOB SHEET NO S - CALCULATED BY %...) CHECKED BY OF DATE 7 -179 7 DATE SCALE 9.0 Pi - Lir) ni 4•1, 1 0 7. A '` )f $• I l ' SHUTLER CONSULTING ENGINEERS 140 114 . AVE. S,E. 6EU YJE, WA EX USA P u :2} 4 4 ' 75 Na na: WIER CONJILflNGENGINEERS Ftriecl Bane: P eTife:. Based onAbrabeBras Darr (ASD) UBCdrl IDods1n Clem TJNproducts Deb:ionCriteba. Qr ; YrAnba JOIST LIM TIM Wader TapSlape Weil... 013 Span 1 1640 Ir40 Rod Siope(rr'k...— 0.3 Fbg ti Rtpefive er tber Use....... NA Reeiaad °st n6s..... NA LOAD . Class IDF• Begs End Ihieload Doi Id Gnat • 1 Tiiatily Rat IX 110.00 1142' 406 0 471 0 Add 3 Pcs of 16" TJI(R /35C JOIST @ .17.0" o/c : SIZE ANALYSIS • ASO This analysis for TJM products only! Substitution voids this analysis. 3 A 1 ! T ne arayis;merged baow is aunt tan stIrie derdog by Tnrs kis:Na /Lan,T,f . T,N mats a its Raids byfis sine wIbeacmnp ;aawewitTJNpai (184 tidesanda ad kip*. Ira gat aid gic ar, irprb design loads, are tied rimmicit have bear *deri byinz sriree usv. . "his g rrtlrasratbearretiewadbyaTJNAssoaae. mararrrrn kale iergti;sj ton are based alit eaaoliNargesseefacesone'.^M tie upaWan wig of manse. La`aa 5-iir6 reds to bepopeiy a! ;1N: a po; ora Contra load razi'emats for s''a derma irk, :i tus h ve bBn aXw` wee, • triman Desi; A3owa5e Cur ti Stag 4447 4447 < 6930 157% Li. etSpa11 Floc baring ReackfliTS, 4447 4447 = 4447 100; Be a Gg 1 ud o Floc bating 11041101 17122 17122 < 24795 145% IC. Spar 1 urirr Ftoa',a;i;g LiYe De`.(0) • 01 < Q400 U5411 0 Span 1 wrier Fba baring • Tara De! .(01 0.441 < 0900 0490 IZJ Span 1 rrr;r Flog bad2g A Sparc 1 A Wax ReaiOnTotig 4447 310 tiMeX 4030 2612 • Retired as *tie, 268;W; 1.75A Mar< threced Ler�r€rui; 32 . •+ip'ri g 190 Tr us lisataVilai, a idled palvs'ip, Boise, da'a, USA 4., is a itiislare tai na4;alTnsJoistMa<3ft 413eafil isatadanad;dTns 07 -08 -1997 08 :16:56 LOAD: Class LDF 1 Tria(plf) Floor 1.00 Shear(lb) Moment(ft -lb) Live Defl.(in) Total Defl.(in) Maximum 4574 17687 Max. Reaction Total(lb) 4574 Live(lb) 4030 Required Brg. Length(in) 3.07(W) Max. Unbraced Length(in) SHUTLER CONSULTING ENGINEERS 1300 114TH AVE. S.E. BELLEVUE, WA 98004 USA Phone: 206-450-4075 Name: SHUTLER CONSULTING ENGINEERS Project Name: Page Title: Based on Allowable Stress Design (ASD) UBC building code for Custom TJM products Application Floor - Com. Deflection Criteria (MR) Load Classification Floor LL Defl TL Defl Load. Duration Factor 1.00 Span 1 L/360 L/240 live load(psf) 125.0 Dead load(psf) 13.0 Tributary Width('- ').... 1- 5.00 Begin End Live Load Dead Load Comment 0'- 0.00' 18'- 0.00' 406/ 0 42/ 0 Add 3.5' x 14' Parallu(R) WS PSL 2.0E " 18'- 0.00' SIZE ANALYSIS - ASD This analysis for TJM products only! Substitution voids this analysis. IMPORTANT! The analysis presented below is output from software developed by Trus Joist MacMillan(TJM). TJM warrants the sizing of its products by this software will be accomplished in accordance with TJM product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJM Associate. The maximum unbraced length(s) shown are based on the controlling compressive forces on either the top or bottom edges of the member. Lateral bracing needs to be properly attached and positioned to achieve stability. Concentrated load requirements for standard non - residential floors have been considered. Design Allowable 3790 ( 9473 17687 ( 27161 0.597 ( 0.600 0.681 ( 0.900 Span 1 T1 -BeuTM '' v4.51 1110 3230 2812 2.17(W) 32 Control 250t_ LT. end Span 1 under Floor loading 154t MID Span 1 under Floor loading 1/362 MID Span 1 under Floor loading L/317 MID Span 1 under Floor loading Copyright (c) 1996 by Trus Joist MacMillan, a limited partnership, Boise, Idaho, USA. Parallam(R) is a registered trademark of Trus Joist MacMillan, TJ- BeamTM is a trademark of Trus Joist MacMillan. Pw' "' of TJBEAMD: Member Use BEAM Member lop Slope(in /ft)... 0.000 Roof Slope(in /ft) 0.000 Floor Decking N/A Repetitive Member Use N/A Reinforced Overhangs N/A • AEI MINI flua 1 1300 -114th Ave SE, Suls 250 IsIleaO, WA 06004 (206) 450.4075 - FAX 450-4076 STU WALL DESIGN - COMBINED AXIAL. PLUS N BENDIG o . • : tL •LS'a •..:' <: it•: .•.; : i:.; t:•" L;"<'•:: L••t ::�t•SS:'1•`�:� <Sif:�ti'f ?. w�i if tti' r: tt'::% t: ai: it? isaif f fSf iNf}: 4SieS�: ffif• St <.SS:SSSi.'.SS'S'St tSff: c: { p•:. �:. •:. /::..f ... } iSf^ttv::i?dn��; n` ^•:}: ^`,Sf}'•f. ':. : S:� , •. :•:.. < •. • S.;,A.; • •`> S £...:: L•L 4`; <.:: ;.<,^:: t.. r :S r.S:f :.., �� ;� y � £S ff £t££it' SS£££>S< SS3'£L££i #fiS 3 # Sir ^.'S` }SS' df» £S£,} £ yS Description: ''s £>., £Y'fSS`!" } }t' : ft: r»f t` �s> s t`»£is ff lf£sai »t > »tttfss st }) } # }} :zttt# n. ,:fsst sf:v . i x•x• • Y t •o. } > } ?#tf ££3} ttfi :c Uniform Loads on Wall Dead Load Live Load Snow Load Lateral Load on Wall Stud Spacing Stud Height Case I D.L. Only Case II D.L. +L.L. SHUTLER CONSULTING ENGINEERS, INC. FcE= (KcE*E) / (le / d) "2 Case III DL +LL +SL 27 6 tig Pounds per foot ^c• 'Lr•-c _ » Pounds per foot 3� :: PSF FrfinitIM Inches on center Mg 0: t: £ };: Feet JOB SfJc/ SHEET No. lb frt• CALCULATED BY CHECKED BY SCALE D.O.L. Stud Properties Size Grade M.O.E Fc Parallel . b Width Depth Y} :.Y.;., W),.';}�} •:; «vy }'J JY.rYh U •'4.•1:. vap } ?2 Q .. }Y} : i �.' 2 Fc }• .v} «vv :^ \Uf. :¢ }.« F �}y K ,,,, ,,,. :: ^ }} W r Yr I vh., {. `i {} :v`i t f£�{v « ::• ?2' f�:• : `y `•#} }�;i rr .. t ..v. 2 :L -,.. f it .A.f t: Lf$ •} E //..�� ' y ..}: iv. w -g � : 5 .:5 :. '. : . ;r,:.}V. M : }.:. <• 7.: :: L:StL# 4 .L }) '#b::2 .:i.. : k:.F:. .2< }1•4Vi7Sk:.n,.t. ; ..1 j , 2 o;;p:r S?. :.ii was: ieii iL;,:LaN.tuv.:s.::a ..• }:xt , a «:•:.. ,,:;:.• }.s.: or•....., }.i•..C:v? ::•x....,rut .......w�kli.^:.. .n.nvv: . }}:,vx:Y..}.:: ^v : Lv.•..v : /..f },). #L..,...a ^... w}::.c Area S • 5.25 3.06 5.36 OF Fc•= D.O.L. • Fb KcE= le= K L K= t9 .i.itii.•afn•.� . ?.Ctnf Axial Load fa Design Bending fb F'c Unity (pounds) (PSI) Height Moment (PSI) (PSI) Le(Ft.) (Ft -Lb) DATE , •9? DATE 160.00 30.48 7.00 0.00 0.00 519.98 0.059 1706.67 325.08 7.00 0.00 0.00 544.35 0.597 1706.67 325.08 7.00 0.00 0.00 544.35 0.597 Case IV DL+.5*SL+WL 160.00 30.48 7.00 40.83 160.00 625.84 0.171 Case V DL +SL +.5•WL 160.00 30.48 7.00 20.42 80.00 625.84 0.110 Case VI DL +LL +.5•SL +WL 1706.67 325.08 7.00 40.83 160.00 625.84 0.730 Case VII DL +LL +SL +.5 1706.67 325.08 7.00 20.42 80.00 625.84 0.625 • • SH ,1111111111111 CO - LTING 111111 ENGINEERS, INC _ rab-r/l46 . re. • _.. 79. 0 7 _ _0141_4. pc. 1300-114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 • • J(38 • SHEET NO, OF OF CALCULATED BY "'- DATE CHECKED BY DATE SCALE • • ■ • • • ■ • '• . • 7-8-97 , 111111/ ION - 1-# . 0» _. , c2? —V .. - _ `__ C _ ; ._..... .___ ? =. - _ oa�3 6t�s�G 121.0 =JP 5 1300 -114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450.4076 • w = /03/ Is) FLoolt DL1 03“Y.01340 l/ p FcJZ LL= ? / 5 ) ( ) sY. o , .. V 6645/ 1 1 . • / ( )" Fog. SAS f h o r2r >3c, Go V v v 'X 4— /,S 00 S ) = I / r �— /t1NJK zi l r'N/L.NGM S! / "- . ' `'v,. ._.... //ie - 3 j -------- ....._. _..____.. V/ ,��y Wove . ►a _ 6d Q, c / (9)11'c - 01 II/ A t S 94 iy 6 07 6r /c 4 ,G SHy JOB S fr /E/ fr ' 0 CO–ATING t SHEET N0, yYI'4 ENGINEERS, INC CALCULATED BY �v CHECKED BY DATE S E / w>>G erova72.PS — gem/ OF +� DATE 7 .-e' Q LE crici.s Au ywo. o tAvEde- 4 "4 ea6t.5 /2 „, ` /0 <1 a0047/L/NB6,44D. t • sH • _•- COLTING __ ENGINEERS, INC u) ,9.4..s 1300 - 114th Ave SE, Suite 250 Bellevue, WA 98004 (206) 450.4075 FAX 450 -4076 ax 1 -) ) 14 ,04 0 va/_Age _ 6 .4°/ _ 69 5) . 24` 7f /61.P 47.„Jjrw t QGca 47, • , /41 (;./ 6. b )-- ac',, s/ ,2o,) G,S) /OSD OA) ..__.4t)_ .t5 (.5 Oe 6,33X /OL, D')` /// 9'` Cf ,19x "X) 60:r 6,37 w 044.5 OA) t f u) 6 V ._.V =A 0/ 3 i•oF 8 -' S ECrio � s l / ` . °— i7 - /0 / /4 / -- 'Avid v w /®o • $:�� rnar= 610 0?,33 Ate D . ° (4' x ' )(/6 tG� s)li;s)) = � L IJ 9u. bc. = 1:3)( 6,3 0 A • 0i) J l'7 Ole = •S3 o)C /) u !/9K1 ) � 1 0 'C, JOB 6.r Pi *y SHEET NO A • t ! OF CALCULATED BY ,T. 7 . DATE 7 -- Ai - �7 CHECKED BY DATE SCALE 5,t4 fsoJ Ti / ►AVB- /id & c —S . v 474a oo 3 City of Tukwila Fire Department Fire Department Review Control #D97 -0293 (512) September 10, 1997 Re: Shepard. Ambulance - 13075 Gateway Drive - mezzanine Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Maintain fire extinguisher coverage throughout. Clear access to fire extinguishers is required at all times. They may not be hidden or obstructed. (NFPA 10, 1 -6.5) 2. No point in a sprinklered building may be more than 200 feet from an exit, measured along the path of travel. (UBC 1003.4) Storage under exterior or interior stairways shall not be permitted unless such space is protected on the enclosed side by one hour fire - resistive construction and sprinklered where required. (UFC 1210.3) 3. Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13 -4- 4.1.3.2.1) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or John W. Rang Mayor Thomas P. Keefe, Rre Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 5754404 • Fax (206) 5754439 Page number .2- City of Tukwila John W. Rants, Mayor Fire Department Thomas P Keefe, Rre Chief recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) All .sprinkler system plans, calculations and the contractors Materials and Test Certificates submitted to The Tukwila Fire Prevention Bureau must be stamped with the appropriate level of competency seal. (WAC 212-80) 4, All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. (NFPA 70) 5. This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and/or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, The Tukwila Fire Pv niio Lr n Bureau cc: TFD file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone (206) 5754404 • Eve (206) .5754439 DEPARTMENT OF LABOR AND INDUSTRIES F625052-930 (3-92) •"; Marvin St ‘ates,Inc. ptiondni 2221 5tn Avenwe • Seattle Washington • (206) 4-41-1449 :7747.T C ORA, 5,Y, t Joe. NO '31001-03 CHECKED Ell': 5N IDAT5F:er• " ',1 ..1.1 7 ., I411 7°50,r SCA-E, 1/0' = II-0' REVISIONS: NO 1 P..,_=v:FoNs IND:CATE:- THUS 1 FILE COPY - pls., ,s4s . authate the violation cl c , neopted code or aellIMMIL alicslo of contractor's . ...Pi NW By /0 - jr;-- q , Parn, , REVISIONS NO CHANGES SHALL BE MADE TO TENANT: AT,ROVAL OF TUKWILA BUILDING DIVISION. t.C.7 ' VIILL 70,11S SHEPARD AMBULANCE SHEET TITLE: MEZZANINE PLANS. • - IC) Ez PRO,. BO. 5ATT. ST,CS, A TO 9 AFF, K CONTRACTOR TO WALL TENANT PROVIDED 17 14. REAR PFS2JECTION !OREM: SCR., TO EXTEND 41 5E7OND OPEN.. FROM. FUR.. IRP1 AS REA.. MODENNFAD, MODELS WI 4 4 132 CONTACT LAIR SWA/WON ARC. OR AT 62,7400 CONTRACTOR TO PRONDE DESIGN-MILD iSTRATURA, REIFF-ORG.. tO,ATN. 11:e 'ICA/PITN. L 1OLVPARTITION END SUPPORT TT, SCOPE OF Dzi tOt. SERVICE 6ERVICE 5 PC -- sArEr. I FoR. I ..___ ..,.. \ __IIII ' --SEE (XT.,/ 450, / / ,, _,........-ciO. S7----'-' \ --..-----' "-6. • : Frop.A.C.42 TSECTION OSECTION LOW PARTITION SUP / ABOV.T PORT NC SCA, RAF FOR F1.144, OPEN-Q, K THIS PRMIT 5ER ACE 5 STORL.G TO -DIAFF ; eLoogku..- 'G 1 , FIN, WE CD ei-O o /31,C STRIP DC01. • 10i-0 X -V EA. CO,TAGT LAIR SWARSON JEFF OR 521-2300 WOOD PARIS., goUPCSD . HOUR CO...P.44.T SEPARATION PAR TRUCT, STACO-AED DOUBLE 7-1, _\ L- 1' 50.0 P5, ORD PIN Sti O./LAVERS SA G.145. EAC. COE 1.12 6,AND at, CONTSLIGUS ISET.EN 50, SETS OF STUDS. I H : ,-- 1103 FOT ,„, CORRIDOR OFFICE. O? ICE OFFIC CORRIDOR L5r1.4 Room SCOPE OF WTK THIS PERMIT' diX r2A 5TOR-4,CIE COF'' r_■_ ,------ ---'-- F'` ;14' 1 r ,., in' 1 1 ....DooR • n _ iri _ ,, Y5fRAO__ : !_61_ \ . 1 _____--- -er 14 _.. Th, '''''. .., ■ --- -----2':'--'- / I ' L 4 ' 4 `'''' s .- " -- F,AIC 2 /VI I PI-OoR .5 OFFICE oFCE ; '14E! I 143 1, 123;Fi.1 LOUNGE EMU N.I.C. ENARCAD IRAN .7.7 T. 145, KIN FAR FOR PUI5C4. i n E I I4 F col BUILDING CUT LINE ,ICR1 PTN. AT EXA CF 5EA,V64-45 A.50vE. RECEPTION STORACef_ FIRST FLOOR PLAN 1/8"=1'-o" NORTH - E -- E XE RC ISE ROOTI - ; N!N ROOr I s—COIA. ST, FOR FOLD,. PARTITION e Ta • 42,:e CIF,' OF TUKWILA APPROVED CONSTRATION NOTE. • coiNTRA,GTOR TO FRONDE rut, RIRP2. AT ALL SEP 2 5 1.997 141.144 PERPEIER WALLS 50, 0.CORS. WITH ATIO, FRCP! FLOOR TO FLOOR ORR' AS 4 • AT TA SERVICE AREA fem. ID TO CV FROVIDE co LATER GF rvnu000 OVER RANI. AT PERP WALLS UP TO D AFF. AT ALL OTIAR AREA, PROVIDE (I) LATER 4/13 OVER RNIRP. AT,PERPETER WALLS UP TO IIINL WEIGHT °SERENA. GEL.. • EXPOSED INSULATION AROVE 6 -0 A.FF. 1,4 SERVICE AREA WA .450. CEILINGS ELSEINERE TO OE F°, EST REWIRED FS. 7S PAPER .• AT ROOF, C.ONTRALTPI4 IS TO PROVIDE R-73 17•101.11ATICT4,74%, SEP 0 5 1991 PERMIT CENTER SHEPARD AMBULANCE BUILDING GATEWAY DRIVE TUKWILA, WA. SCOPE OF WORK THIS PERMIT: ADDITION OF WOOD STORAGE MEZZANINE TO THE PROPOSED TE-NANT IMPROVEMENT FOIT SHEPARD AMBULANCE RELATED PERMITS: D97-0152: NEW BUDDING PERMIT 097-0187: TENANT IMPROVEMENT BUILDING PERMIT FOR SHEPARD AMBULANCE INDEX TO SHEETS: A-1 MEZZANINE PLANS S-1 STRUCTURAL DETAILS S-2 STRUCTURAL PLANS V MarvinSt li odate�Inc. p@ae ist design 2221 Stn Avenue • Seottie, Washington • (206) 441 -1449 ENGINEER: JS JOB NO,: 97 -16,07 CHECKED BY: JS DATE: R 1 - . ; 4-° I7. PPRMii 9E? SCALE: NOTED REVISIONS: O. 1 REVISIONS INDICATED THUS Q I DATE: I I TENANT: SHEPARD AMBULANCE I SHEET TITLE:. SECTION S GENERAL NOTES S -1:0 1 OF 2 LONG SLOTTED HORIZONTAL 1: ! 1E., x6.1' -0' HOLE (Tl'P.) DETAIL d METAL DECKING . lASH'ING AN`u GUTTEP. FIEF ARCH ...a PIPE; N DP / EACH END I CON 1 r16 PARALLAM " CDX PLYWOOD B-0 ' ALL EDGES & NAI L w /Bd' 6 o . EDGES. 1_'o. c. FIELD SECTION A -1.0 SCALE. y.M.._,• - �. :t "¢ THREADS STUD Q �WE_DE'D TC __ AV FE, x4 x0' -6 , 2 - EXF. BOLTS (EMBED / 43/4") SECTION D -1.0 SCALE: 4i" SECTION G -1.0 SCALE. A. D PEP AP.CH. - SCALE: 4: =1' -C° \\ /' /� EAR 6s A:" T &C PEONOOD TJI JOIST PEP PLAN ALIGN w /STUDS (JOIST SKEWED D SIM. SECTION) WEB STIFFENER IF REOLIRED BY JOIST MFR. 2x4 ® 16 "o.c. SECTION K -1.0 P.0 PANEL D.BLE STUD (E. 5 CONi, SJME �. 3 1D' - D I 0 CONDITION ? ¢ E° ' NT ' ETWEEN BEAMS BOLTS O 46 - es. (EMBED ") CO. 1 (2.0E) PARALLAM I CE BALAN PERI SECT.. C -7.0 SCALE: (E) P.C. PANEL / -4 , 143, CONE wrg e EXF. BOLTS 0 4Er c. (EMBED 4) SCALE: 44 A - 1 .0 SECTION B - 1.0 STANDING SEAM ROOF R FLASHING PER ARCH SiEE_ EEAM PEF EACH SIDE OF BEAM WEB w/ 2 "a A325N BOLTS t 2- s /' e� EXP. BOLT To WALL (EMBED 4:" MINIMUM) -' 0 SECTION E -1.0 SECTION H -1.0 SCALE. .. = 1,_C,. Bd @ E - o. c. ," T &G PLYWOOD SECTION L -1.0 SIMPSON LTT19 I HOLD -DOWN SITAR w /B -16d SINE. ER . CDX PLYWOOD s F.0 PANE 20 . CO,. BASE SECTION C -1.0 SCALE. . " =1' -O' DETAIL f SCALE. Y. " =1' -C SCALE. 4 '• = 1' -C" PLAN SECTION F -1.0 SECTION J -1.0 Ed & 6 "o.c. 2 -16d SINKERS 4<" T &t= PLYWOOD JOIST PER PLAN WEB STIF FENEP, &HANGER.. BY JOIST MFR COX PLYWOOD BLOCK ALL EDGES & NAIL w /8d U' 6" .c. EDGES, 12 o.c. FIELD TJ BLOCKI!G FIRST 'BAY ` -- 2x4 0 16' :.o.c. SECTION M-1.0 INSPECTIONS: .A COPY OF ALL INSPECTION REPORTS AND TEST RESULTS FOR ALL REQUIRED INSPECTIONS SHALL BE SUBMITTED TO THE BUILDING DEPARTMENT, SHUTLER CONSULTING ENGINEER-S- THE OWNER AND THE ARCHITECT BY THE TESTING AGENCY FOR REVIEW. THE TESTING AGENCY SHALL BE AN INDEPENDENT TESTING AGENCY APPROVED BY THE BUILDING DEPARTMENT_ THE FOLLOWING INSPECTIONS SHALL BE PROVIDED AS A MINIMUM ADDITIONAL INSPECTIONS AS REQUIRED BY THE BUILDING DEPARTMENT SHALL. ALSO BE PERFORMED. JOB SITE VISITS BY THE ENGINEER DO NOT CONSITPVIE AN OFFICIAL INSPECTION_ FOUNDATION - SOILS ENGINEER TO INSPECT FOUNDATION EXCAVATIONS PRIOR TO POURING FOOTINGS. AN INDEPENDENT TESTING LAB APPROVED BY THE ARCHITECT SHALL INSPECT CONCRETE AND REBAR AS FOLLOWS. CONCRETE - INSPECT R.. PLACEMENT PRIOR TO POURING. TAKE 3 CYLINDERS FOR EACH CONCRETE POUR BUT NOT LESS THAN ONCE FOR EACH 150 CUBIC YARDS OF CONCRETE, NOR LESS THAN ONCE FOR EACH 5000 SQUARE FEET OF SURFACE AREA FOR SLABS OR WALLS TEST ONE CYLINDER AT 7 DAYS. TEST REMAINING. CYLINDERS AT 28 DAYS. SLUMP, AIR CONTENT AND CYLINDERS PER UBC SECTION 1905.6. SPECIAL INSPECTION SHALL ALSO BE PROVIDED FOR ALL MELD WIELDING, HIGH STRENGTH BOLTING, AND EXPANSION BOLT INSTALLATION AS REQUIRED BY UBC SECTION 1701.5. SHOP DRAWINGS: SHOP DRAWINGS FOR THE FOLLOWING ITEMiS SHALL BE SUBMITTED TO THE ARCHITECT AND STRUCTURAL ENGINEER FOR RENEW PRIOR TO FABRICATION_ SHOP DRAWINGS CONSISTING OF REPRODUCTIONS OR COPIES OF ANY PORTIONS OF THE STRUCTURAL DRAWINGS WBL NOT BE ACCEPTED AS SHOP DRAWINGS NOR REVIEWED BY THE STRUCTURAL ENGINEER AS SUCH_ 11 REINFORCING STEEL a)smimsnl concrete elements i.e. beams, walls, co, ko, etc. STRUCTURAL STEEL ITEMS 7) PLYWOOD WEB TRUSSES THE ENGINEER OF RECORD WILL REVIEW SHOP DRAWINGS FOR DESIGN INTENT ONLY. VERIFICATION OF DIMENSIONS AND QUANTITIES ARE THE RESPONSIBILITY OF THE CONTRACTOR AND ARE NOT GUARANTEED BY THE ENGINEER OF RECORD. DRAWINGS FOR COMOONENTS DESIGNED PRIMARILY BY THE MANUFACTURER SHALL BEAR THE STAMP OF A LICENSED WASHINGTON STATE STRUCTURAL ENGINEER AND BE SUBMITTED TO THE STRUCTURAL ENGINEER FORA CURSORY REVIEW FOR COMPLIANCE WITH THE INTENT OF THE STRUCTURAL DRAWINGS AND FOR LOADS IMPOSED ON THE BASIC STRUCTURE THE COMPONENT DESIGNER IS RESPONSIBLE FOR CODE CONFORMANCE AND ALL NECESSARY CONNECTIONS NOT SPECIFICALLY CALLED OUT ON ARCHITECTURAL OR STRUCTURAL DRAWINGS- SUBMISSIONS SHALL INCLUDE A REPRODUCIBLE AND TWO COPIES; REPRODUCIBLE WILL BE RENEWED AND RETURNED. SHOP DRAWINGS MUST BE RENEWED AND ST; TED BY THE CONTRACTOR PRIOR TO REVIEW BY THE ENGINEER SHOP DRAWINGS ARE AN AID FOR FIELD PLACEMENT AD ARE SUPERSEDED BY THE STRUCTURAL DRAWINGS- IT SHALL BE THE RESPONSIBILITY OF THE GENERAL CONTRACTOR TO MACE CERTAIN THAT ALL CONSRACTION IS IN FULL AGREEMENT WITH THE LATEST STRUCTURAL DRAWINGS. SPECIAL CONDITIONS: DURING CONSTRUCTION THE CONTRACTOR SHALL PROVIDE ADEQUATE SHORING, BRACING AND GUYING IN ACCORDANCE WITH SOUND PRACTICE AND ALL NATIONAL, STATE, AND LOCAL CODES. CONTRACTOR TO COORDINATE ALL TRADES AND VERIFY DIMENSIONS IN FIELD. OBTAIN ARCHITECT'S APPROVAL PRIOR TO ALL FIELD CHANGES. SEE ARCHITECTURAL DRAWINGS FOR ALL FLOOR AND WALL OPENING DIMENSIONS AND LOCATORS, FLOOR AND WALL FINISHES, ETC. MECHANICAL, FIRE PROTECTION AND ELECTRICAL SYSTEMS. R SHALL BE THE GENERAL CONTRACTOR AND/OR SUBCONTRACTORS. RESPONSIBILITY TO PROVIDE ALL NECESSARY ENGINEERING AND CONSTRUCTION DOCUMENTS FOR THEIR SCOPE OF WORK THIS SHALL INCLUDE THE DESIGN OF THEIR SYSTEM AND ANY REVIEW AND MODIFICATIONS OF THE BASIC STRUCTURAL SYSTEM SHOWN ON THESE CONSTRUCTION DOCUMENTS AS WELL AS ANY ADDITIONAL STRUCTURAL SUPPORT REQUIRED BY THEIR SYSTEAL GENERAL NOTES CODE: UNIFORM BLJBDING CODE, 1994 EDITION LIVE LOAM CANOPY ROOF....._._._......_....25 PSF SNOW LOAD WIND._ 80 MPH ZONE, EXPOSURE B' SEISNBC.._ . ................_._.....__.ZONE III MEZZANINE FLOOR ...............125 PSF LI.T STORAGE FOUNDATIONS: FOUNDATION DESIGN PER REPORT 557100014150 DATED MARCH 31, 1997 BY .0 ENGINEERS. INC. ALL FOUNDATION WORK PER THIS REPORT. ALLOWABLE SOIL HEARIN', 1. PSF PER REPORT. ALL EXTERIOR FOOTINGS TO BE A MIND,. OF 18 INCHES BELOW LOWEST ADJACENT GRADE. SOILS ENGINEER TO INSPECT AND APPROVE FOUNDATION EXCAVATIONS PRIOR TO POURING. ALL FOOTINGS SHALL. BEAR ON 3' -0 MINIMUM OF COMPACTED STRUCTURAL FIT. ALL SLABS SHALL BEAR ON 1' 0" MINIMUM OF COMPACTED STRUCTURAL FILL. SEE GEOTECHNICAL REPORT FOR STRUCTURAL ELL REQUIREMENTS. CONCRETE: ALL CONCRETE SHALL BE STONE - AGGREGATE CONCRETE HAVING A UNIT WEIGHT OF APPROXIMATELY 135 POUNDS PER CUBIC FOOT. 28 DAY COMPRESSIVE STRENGTH SHALL BE AS FOLLOWS: Pc 3000 psi FOR ALL STRUCTURAL CONCRETE CONCRETE IN ALL EXTERIOR SLABS TO 7, ,;.R ENTRAINED 6Y. PLUS OR MINUS CONCRETE SUBMITTALS SHALL CONFORM TO SECTION 1905 OF THE UDC. MIXING AND PLACING OF ALL CONCRETE SHALL' BE IN ACCORDANCE WITH THE UBC AND ACI CODE 318 -95. PROPORTION OF AGGREGATE TO C=NENT SHALL. BE AS SUCH TO PRODUCE A DENSE, WORKABLE MULE WITH A MAXIMUM SLUMP OF 4 INCHES, WHICH CAN BE PLACED W IMUT SEGREGATION OR EXCESS FREE SURFACE WATER 3/4' CHAMFER ON ALL EXPOSED CONCRETE EDGES UNLESS INDICATED OTHERWISE ON ARCHITECTURAL DRAWINGS. GROUT FOR COLUMN BASES SHALL BE'EMBECO' MASTER FLOW 5713 BY MASTER BUILDERS, INC. OR APPROVED EQUAL_ EPDXY: EPDXY FOR FASTENING ANCHOR BOLTS AND REBAR INTO EXISTING CONCRETE TO BE HIT HY150 INJECTION ADHESIVE AS MANUFACTURED BY HB.T. ANCHOR BOLTS AND REBAR TO BE INSTALLED IN DRIIAED HOLES PREPARED IN ACCORDANCE WITH MANUFACTURERS SPECIFICATIONS AND ICBO REPORT 55193. REINFORCING STEEL: ALL REINFORCEMENT SHALL CONFORM TO ASIA 5615- 82(51). ALL REINFORCING SHALL BE GRADE 60 (Py 6%010 psi; Fs 24,000 psi): LAP CONTINUOUS REINFORCING BARS IN CONCRETE AS INDICATED BELOW, 1•-7' MINIMUM UNLESS NOTED OTHERWISE. CORNER BARS (1• -7 BEND) WILL BE PROVIDED FOR ALL HORIZONTAL REINFORCEMENT. DERAIL ST.L IN ACCORDANCE WITH THE ACI MANUAL: OF STANDARD PRACTICE. OF •DETAILING - REINFORCED CONCRETE STRUCTURES. THE FOLLOWING M INDEUM.COVER SHALL BE PROVIDED FOR REINFORCEMENT (UNLESS INDICATED OTHERWISE ON DRAWINGS), A) B) C) MINIMUM LAP SPLICE LENGTHS BAR $J7� re 20' 26' Y6 37' CONCRETE CAST AGAINST & PERNI.ENTLY EXPOSED TO EARTH, .3' EARTH FACE CONCRETE EXPOSED TO EARTH OR WEATHER (CAST IN FORMS) 116 THROUGH 518 BARS %S BAITS &S 1tm. 14/2' CONCRETE NOT EXPOSED TO WEATHER OR IN CONTACT WITH GROUND SLABS, WALLS &5016 -411B. &. SMALLER. 3/4' BEAMS & COLUMNS.... 1 -12' STRUCTURAL STEEL. TUBE COLUMNS SHALL L CONFORM TO ASTM A500, GRADE I ffy = 46,000 ps5. STRUCTURAL STEEL SHALL CONFORM TO ASTM A -36 (Fy = 36,000 psi). APPLY PRIMER COATS PER ARCHBTECIURAI: SPECIFICATIONS. WELDS NOT SPECIFIED SHALL BE 3/16' CONTINUOUS FILET MINIMUM_ . ALL WELDS TO BE IN ACCORDANCE WEIFI AWS DI.1 -92 AND BY WABO CERTIFIED WELDERS. USE FRESH ETOXX LOW HYDROGEN ELECTRODES. MISCELLANEOUS STEEL. HANGERS' TO BE SIMPSON OR APPROVED EQUAL. NAIL ALL HOLES WITH NAILS.. SPECIFIED BY MANUFACTURER UNLESS SHOWN OTHERWISE ON DRAWINGS. MACHINE BOLTS TO BE A307;, HIGH STRENGTH BOLTS FOR STEEL TO STEEL CONNECTIONS SHALL ' BE ASTM A725N; EXPANSION BOLTS INTO CONCRETE SHALL BE HILT "KWIC BOLTS-I' (MANUFACTURED AND INSTALLED PER ICBO REPORT 54627 DATED JULY 1996) OR APPROVED EQUAL. ANCHOR BOLTS INTO CONCRETE SHALL BE A307. M R4EVR I EMBEDMENT FOR ANCHOR BOLTS IN CONCRETE SHALL BE PER UBC TABLE 19- E UNLESS INDICATED OTHERWISE. STEEL ROOF DECKING: ROOF DECKING 9't_.L BE STANDING SEAM ROOF DECK AS SPECIFIED BY THE ARCHITECT AND SHALL. BE CAPABLE OF SPANNING 5' -0" SIMPLE SPAN WITH A 25 PSF SNOW LOAD. THE DECK SHALL BE ATTACHED TO THE SUPPORTING STEEL FRAMING SUFFICIENT TO RESIST A MINIMUM NET WIND UPLIFT OF 18 PSF FRAMING LUMBER: BASE VALUES 2 X 4 STUDS, DP. STUD GRADE ......... Fb = 675 psi LUMBER NOT NOTED SHALL BE D.F. %2 OR BETTER ALL GRADES SHALL CONFORM TO' WWPA WESTERN LUMBER GRADING RULES - I031 EDMON. ALL BOLTS HEADS AND NUTS BEARING AGAINST WOOD SHALL BE PROVIDED WITH STANDARD CUT WASHERS. ALL WOOD IN CONTACT WITH CONCRETE OR MASONRY SHALL BE PRESSURE TREATED_ MAXIMUM MOISTURE CONTENT IV, AT INSTALLATION FOR ALL LUMBER PLYWOOD: FLOOR SHEATBNG...,_23/32 APA RATED STURD4 -FLOOR T & G W/EXIERIOR GLUE OR APA APPROVED EQUAL ALL PLYWOOD SHALL CONFORM TO U.S. PRODUCT STANDARD P.S. 1- 83, NAILING SHALL BE AS INDICATED ON PLAN. TRUSSES: FLOOR TRUSSES ARE TO BE TIT'S AS MANUFACTURED BY TRUS JOIST CORPORATION, TIT'S SHALL BE MANUFACTURED IN ACCORDANCE WITH THE COUNCR OF AMERICAN BUILDING OFFICIALS EVALUATION REPO T hNER -200: ALTERNATE TRUSSES ACCEPTED PROVIDED AN ICBO REPORT IS SUBMITTED WITH THE BID. TRUSS FABRICATOR. TO PROVIDE ALL REQUIRED BRIDGING AND BLOCKING, BOTH PERMANENT AND ERECTION. DESIGN CRITERIA SHALL MEET OR EXCEED 1. FOLLOWING. FLOOR TRUSSES........._.._...._...... BJOTE: TOP CHORDS TO BE DOUGLAS FIR SPECIES] LOADING - TOP CHORD _125 PSF L.L. PLUS PSF D.L. - BOTTOM CHORD. -..._. 6 PSF D.L. FLOOR TRUSSES__ .DEFLECTION - LIVE - TOTAL LOAD.......I/360 TRUSS SUPPLIERS NOTE THE TRUSS CONFIGURATIONS, INCLUDING DEPTHS AND MEMBER SIZES, SHOWN ON THE DRAWINGS INDICATE THE DESIRED TRUSS CONFIGURATION. AND ARE TO BE COMPLIED WITH WHEREVER POSSIBLE, IF A TRUSS MANUFACTURER IS UNABLE TO MEET THE LOAD REQUIREMENTS SPECIFIED. MITI. THE TRUSS CONFIGURATION INDICATED. HE IS IC SUBMIT WRITTEN. NOTICE TO THAT AFFECT TO THE ARCHITECT PRIOR TO SUBMITTING A COST PROPOSAL ORBS, IF A DIFFERENT SYSTEM - 15 PROPOSED THAT REQUIRES REVISIONS TO PRESENT STRUCTURAL FRAMING OR DETAILS, SUCH SYSTEM SHALL BE CONSIDERED SUBJECT TO THE APPROVAL OF THE OWNER ARCHITECT AND ENGINEER TRUSS SHOP DRAWINGS WILL NOT BE REVIEWED WITHOUT CALCULATIONS STAMPED BY A LICENSED STRUCTURAL ENGINEER. PARALLAM WOOD MEMBERS: PAPALLAM MEMBERS. ARE TO BE WS PARALLAM PSL MEMBERS AS MANUFACTURED BY TAUS JOIST/MACMILLAN. AND FABRICATED IN ACCORDANCE WITH THE NATIONAL , EVALUATION SERVICE INC. REPORT IN01ER -292 THE PARALLAM MHERS SUPPLIED SHALL PROVIDE STRESSES THAT MEET OR EXCEED THE FOLLOWING: BENDING Fb'=2900 psi. HORIZONTAL SFBAIC ,= 290 psi • COMPRESSION PERPENDICULAR TO GRAIN P.ARALLIE TO WIDE FACE OF STRANDS, FC =650 psi COMPRESSION PARALLEL TO GRAIN, Fc= 2900 ps1 MODULUS OF ELASTICITY, E =2000 kst e- ENERAL NOTES: CANTINUED A6oV E. LEFT CITY OF TUKWILA APPROVED'' SEP 25,199;: AS 3)93 BUADf NO DiV7,01 RECEIVED tBN OF lVl(WIU SEP 0 5 1997 SHEPARD AMBULANCE BUILDING SCOPE OF WORK THIS PERMIT: ADDITON.OF WOOD: STORAGE MEZZANINE TO THE PRPPOSEBATEFIAiNTIJ PROVEMENI FOR 'SHE�A'RD AMBULANCE RELATED PERMITS: D97 -0152: NEW BUILDNG PERMIT 397 - 0187 TENANT IMPROVEMENT BLDG PERMIT FOR SHEPARD AMBULANCE J® SHUTLER ® MIME CONSULTING ® ®® ENGINEERS Inc, 12503 Bel -Red Road, Slr 00 Bellevue, Faehington 98005 (425)450 -4075 FAX: (425)450 -4078 CQt 997 All rigbte r d. No pvt oL in,• document me tK reproduced: m i form by .ny eene�wftbout yermfnien b waitin Lrom 9MUtler C .u14n{ Zn Inc. , ...._ _ \ - - - - 1 4, l __ -, ,,-- \ , . i \ 1 \ \ \ . \ \ . \ , -- -- \ --, - \ --- -,- ------ ' 1 f 1 I ni 1 l; IL // ' q i : q , :I' I 1 II, , r lir l: , i i i , I fr 4 ' 4 1 '1 1 1 1 f I 1 i 1 1 1 I 1 , 1 , ! l i / , .. ,.... 1:)q 1 1- z( \ \\ COL < coL \, SO 9 HOLOOWN (E) F115 \cs, \ \ ri L _ _ _2\_1 L_ _ _ _ ' C-10 \ s (E) F12:5 PARTIAL FOUNDATION PLAN N SCALE: 1/8 = 1 N(yTFS ) T Al ELEVATION 15.50 IS 2) VERIFY ALL EXISTING CONDITIONS A DIMENSIONS IN THE FIELD PRIOR TO START OF CONSTRUCTION F11.0 \ _ Q. 1A"Y DETAIL J-1.0 F-1 50 \. R(E2IN5FOR"CECD'w5INS12U 0 X72- W2.9/W2.9 WW.M. ON PREPARED & COMPACTED BARRIER ON SUS GRADE IN ACCORDANCE WITH HE SOILS REPORT k, X I SAND OVER VAPOR *OS sco CO '00 (TYP. LO,ATioN) PER TARcH7,,EArfp) r .\ PER AR,H. C0 4 ,,,; 16 gi o R o w z , I RA,u _ PARAL. t3/4'15(2.D, PLYwooD ;PLI,S5E.s.c \\ /17oT, _ COL COL 20 0 FLOOR FRAMING PLA N SCALE: 1/8 = 1 .55505 1) FINISHED FLOOR ELEVATION PER APCHITECTURAL DRAWINS 2) NAIL PLYWOOD (TA T&G, INDEX COMM. ( 131"0x2," MINIMUM LENGTH) AT 6 ALL SUPPORTED EDGES, 1Co.c. FIELD. 3) NAIL AND GLUE ALL PLYWOOD TO FRAMING. CENTER c0TY OF N'PROvEa SEP 25 iSg7 As 00105 , OF IUKWILA SEP 0 5 1997 SHEPARD AMBULANCE BUILDING SCOPE OIF WORK THIS PERMIT: ADDITION OF WOOD STORAGE MEZZANINE TO THE PROPOSED _TENANT NAPROVEMENP:FOR' SFIEPAHO' AMBULANCE RELATED PERMITS: 597-0152: NEW BUILDNG PERMIT D9 TENANT IMPROVEMENT BLDG PERMIT FOR SHEPARD AMBULANCE -- SHUTLER MI MEE CONSULTING 11111. 111111•1111 ENGINEERS Inc. 12503 Bel-Red Road, Suite 100 2 .997 (425)=-70e76"Ellrltalt)rg4076 ' 24 " :1=7):itioa ' t . Ati:Lottti , araVirM ' Srui=1:11.4 7,== Zo. CHECKED BY: JS REVISIONS: TENA5T: rTh MarvinStodateInc. design 2221 5th Avenue • Seattle. Washington • (206) 4.1 -1 .49 ENGINEER: JOB NO.: 97-16:01 DATE 4 1 - F'Perio SCALE: NOTED NO. 0 REVISIONS INDICATED THUS A DATE: