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HomeMy WebLinkAboutPermit D99-0405 - Kenworth Truck Company - CanopyKenworth Truck Co. City of Tukwila (w (206) 431 -3670 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: 542260 -0060 Address: 8801 EAST MARGINAL WY S Suite No: Location: Category: AMFG Type: DEVPERM Zoning: MIC /H Const Type: Gas /Elec.: Units: 001 Setbacks: North: Water: SEATTLE Wetlands: Contractor License Signature:_ - Occupancy: INDUSTRIAL PLANT UBC: 1997 Fire Protection: SPRINKLERS .0 South: .0 East: .0 West: .0 Sewer: SEATTLE Slopes: Y Streams: No: SKYEIT *02000 DEVELOPMENT PERMIT Permit No: Status: Issued: Expires: Phone: D99 -0405 ISSUED 12/10/1999 06/07/2000 OCCUPANT KENWORTH TRUCK COMPANY 8801- EAST MARGINAL WY S, TUKWILA WA 98188 OWNER KENWORTH MOTOR CORP 8801 E MARGINAL WAY, SEATTLE WA 98108 CONTACT RONALD M. LONG Phone: 206- 494 -9539 1000 DENNY WAY, SUITE 800, SEATTLE WA 98109 CONTRACTOR SKYE INDUSTRIAL INC. PO BOX 631, RAVENSDALE WA 98051 * k' ktiY*ikit**7k*k******* *ikk*kiYk*ikitkiktik **** ****ik** *** *k *loft*** ******* * *ykyk***** ** ***** *i ***k *' Permit Description: ADDITION OF CANOPY TO EXISTING BUILDING. * * * * * * * * * * **** *** *fir * *** ** *** ** ** ******************** ** **** * ** * * * * ****** * * * * * * * * * *.* k* Construction Valuation: $ 170,000.00' PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: N Fire Loop Hydrant: N No: Size(in): .00 Flood Control Zone: N Hauling: N Start Time: End Time: Land Altering: N Cut: Fill: Landscape Irrigation: N Moving Oversized Load: N Start Time: End Time: Sanitary Side Sewer: N No: Sewer Main Extension: N Private: N Public: N Storm Drainage: N Street Use: N Water Main Extension: N Private: N Public: N **********************• k*******• k************************ *•k * * * * ** * * * * ** * **** * * * * * * * ***' TOTAL DEVELOPMENT PERMIT FEES: $ 2,290.99 **********' k** * * * *•k * * * * ** * * * * * * * * * * * * * * * * * ** ' ' ***• k***** * ** *• * ** * * * * * * * * *** * *•k * * * * * ** Permit Center Authorized Signature: ��xrn Date _ivy JQ- - I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. The granting of this permit does not presume to give authority to violate or cancel the provision of any other state or local laws regulating construction or the performance of work. I am authorized to sign for and obtain this development per Date: / / '72 Print Name: ib2v/ L/� I' .- LO,1/6_ 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. 8801 EAST ' MARGINAL WY .S Address: Suite: Tenant: Type: :DEVPERM Parbe 1 it: 542260- 0060 Permit No: 099-0405 Status: ISSUED Applied; 11/09/1999 Issued: 12/10/199 *k * * * *•k*** ** ** * ******** k k k*** k*****' k*** A * * * ** * * * * * ** ** * * * * Permit .Conditions: 1. .1'10 changes will be made to the plans unless approved by the Engineer. and the Tukwila Bui lding Div 2 . E l e c t r i c a l l permits shall be ; obtained thrOugh the Washington State Division of_Labor and Industries and 'all electrical work will be inspected by that agency (248 - 66:30) ,. All permits, ; 'records., .:and approved plans shall be ,available at.: the jbb site prior to the start of any, con - 'struction %` ;documents; are to be maintained and avail - able.` until final i nspection .approval is granted. . All structural concrete shall 'be - special inspected (UBC .- Sec. 3 .`All structural welding shall be done by W. A.B. a. certifie ;welders and special inspected (UBC Sec. 306(a)5) G. ;Ail ;high.strength bolting shall • be special inspected (UBC Sec. : : :30G(a)G) • Bolts installed in concrete .shat l be special inspected (LIBC : : e c . 1701.5.2i. 8. When' special inspe`ction, is required either the the owner, `. art-hitect or engineer shall notify ,the Tukwila Building' Di;vision appointment of the i,rispection agencies prior to the `,.fir st,bui lding inspection: Copies of all special inspection repor is . shall -be submitted to the Building Division in a timely manner. Reports shall contain address, project name, permit number and type of inspection being performed ?. The spacial inspector shall submit a final signed report stating whether the work requiring, special inspection was, : to the best of the inspector's knowledge, .in conformance with approved p'i_ns and specifications and the applicable workmanship prvisions• of the UBC. 10. All construction to be done in conformance with approved plans and requirements of the Uniform. Building Code (1997 Edition) as amended, Uniform Mechanical Code (1997 Edition), and Washington State Energy Code (1997 Edition). 11. Notify the City of Tukwila Building Division prior to placing any concrete. This procedure is in addition to any requirements for special inspection. 12. Validity of Permit. The issuance of a permit or approval of plans, specifications, and computations shall not be con- strued to be a permit for, or an approval of, any violation of any of the provisions of the building code or of any other ordinance of the jurisdiction. No permit presuming to give authority to violate or cancel the provisions of this code shall be valid. Project 6 4 vwo 4 Ti/ 7 ucx --044/J4/1/,S• Value of Construction: xf- 1 e) cc. Site Address: City State /Zip: 880/ 5. 44A4G/ 4/4 1 4.. 4447 Sou w 7ttiv /L, e/ V/o8 Tax Parcel Number: 5 22 60 - - oc34D- CC 3 Property Owner: l c SWt✓vRre/ Meror2 Co, Q'. Phon t_2o4) 6,24. — y66Z Street Address: City State /Zip: -- 04: Fax #: , SEE 46 — Contractor: .5/e y- /i✓D //�G 4.)c . Phone: L_ y/73 -crz9r Street 771 City State /Zip: 2 9 938 SE 2 5 /L R4 l/E/vs04te W14 9 5/ Fax #: < <Fz0 V/ 3 - 0 2— Architect: Phone: Street Address: City State /Zip: Fax #: Engineer: /I/A a , s 6re /A/c . Phone( caG) y9 v , J Street Address: City State /Zip: /004 DeNNy I.J4y 8cfa _564 rrtz, WA 98/0 Fax #: (Zo 6) y9 ' —�a o Contact Person: 0N444 / L -DitIG Phone: LZ ° g9t / -9C39 / d vctivy Gi/Ay, Sa/ /rz .SE.4rr e, GI/4 / F #: CZQG\ 1 ./9 ` 95-0 D Description of work to be done: 4DD/ 77OA) of CA/t/o, y Ta C£C /sr /416- u/ LJ /it/G Existing use: ❑ Retail ❑ Restaurant El Multi- family ❑ Warehouse ❑Hospital ❑ Church 11 Manufacturing El Motel /Hotel ❑ Office El School /College /University El Other Proposed use: ❑ Retail El Restaurant ❑ Multi- family El Warehouse ❑Hospital El Church ® Manufacturing El Motel /Hotel El Office El School/College/University El Other _ Will there be a change of use? ❑ yes ® no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes © no Existing fire protection features: 62l sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: ( 7 , , 5 0 existing Area of Construction: (sq. ft.) 779 0 D Will there be storage of flammable /combustible hazardous material in the building? El yes ❑ no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets Dale appir acc` Date s{jcatlonls: v Iry *6 App call en tlals) ommercial / Multi - Family Tenant Improvement / Alteration Permit Application CITY OF TUI( "iLA Permit Center 6300 Soufhcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Application and plans must be complete In order to be accepted for plan review. Applications will not be accepted through the mall or facsimile. El Channelization /Striping El Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): El Land Altering 0 Cut cubic yds. 0 Fill cubic yds. El Sanitary Side Sewer II: El Sewer Main Extension El Storm Drainage ❑ Street Use El Water Main Extension El Water Meter /Exempt it: Size(s): 0 Deduct ❑ Water Meter /Permanent it Size(s): El Water Meter Temp it Size(s): Est. quantity: gal El 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. PLEASE SIGN BACK OF APPLICATION FORM CTPERMIT.DOC 1/29/97 APPLICANT REQUEST.FOR PUBLIC .WORKS. SITE /CIVIL. PL'AN . REVIEW'OFTHE FOLL'OWING (Additional reviews may be determined .by the•Public Works Department)' ❑ Flood Control Zone ❑ Hauling El Landscape Irrigation O Private 0 Public O Private 0 Public 0 Water Only Schedule: BUILDING OWNER OR AUTHORIZED AGENT: Signature: 6.7„_ 4:„., Date: 9 Na V 9 9 Print ','' Ra .✓A L0 ' 9i4 -9S.3 Fax4t ZP6i'V? -fr6 name: A..1:. L.C. Address /Oa0 UE.4/NY U'4/ r Cu ire 80U City /State /Zip..S64 iv/a 78109 ALL COMMERCIAL/MULTI-FAMItY TENANT IMPROVEMENT /AL TION PERMIT APPLICAT' ;;;IS I1 /TL BE SUBMITTED WITH THE FOLL ING: ➢ :_ y, ALL,d,RAWINCS`TO Eft 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 walls 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 ! 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. CTPFRMI7'.DOC 1/29/97 • '••••■• ;•'• ,;.'' - •• .,• • • • 1• • ,••••••• • 1 • 1 , • • ,.".• • 11:***A*****icit****Jr*k*k** .1k4r/44: h;l•st itO 0*kk*kii":14 k*************3 TTY OF 'rUKNILA. NA 99- 0H os- 'TRANSMIT A*71**.X):14 k`71 Ai& A A*i*Itit*****AA icA*71)1**)1 A****4*■'<******4t***A•kiciflt 41kitIcitle TRANSMIT Number: R9800202 Amount: 1.523057 12/10/99 16 16 Pr,zymertt; Method: Clic,LIN Notatic.ih: •lARItIS 61a01.11 iNC, 3.nit: VIER Perni it IxIo: D99-0405 „ Tvp ['LYNAM DEVELOPMENT PE.RMI1 1 cel 14o% *42260.-0060 , • ite Addr ess% 08(il EAS1 MARGINAL. NY Si. 4. Total Fee$: 2.290.99 This I/svoient 1.528.57' Tc4thil ALL. Pmts% 2.290.99 l)ala:Mce: - .00 Acvo4nt Code Des'OriptiOn Amount BOIIAING NONRES '623.33 o0 o/3.45ip3o .PLAN CHIITK NOIRES 90.0.74 000/386.904 - torim BUILDING SURCHARGE: 4.50 7.77 4,vm • 9525 12/13 9717 TOTAL 1528.57 . • te'lvl 'a, V let: ' iv • , A• :.-;• • • ' :" ••• • " '••• • %. ',.14 • , .4c:* ,t• Per%nqt„,,No: 099...0405 - Type: DEVI 1)EVIELOPMp.1.41 Tar:cc 1c .54226i)...006(L Site Addres's: 8801 _EAST. teifIROINAL ,S) • fota .{Teeer. 2.206.49 • . • Th ,Pel,yinerit: Tcrt PLI. , 762.42 iJ I 11 e : 1 .; 524 07 Ik*iN*****'1‘41■. o couri t; Cod e D e r o I; i on moun t • 000(322.;.100 • 762.42 •• •, .. • • ' : ••• ,; \ fi• U 1 - 111ANSMIT •.—.' ' • 1 44 1 ic * 3. ,d * *I: A it Vkit * * iv * ** *4: k It • - '.I IWSMiT Nuiibr R.9 - ;',f) m'o Lull; :162 42 09/ 9 15 : t CHEC; .1 .11P F:PIS GROUP' : -• WE It. 0692 11/10 9710 TOTAL 762.42 • : • ..r nit“AlR1 {S•9f:+`flAis[M..... ... STRUCTURAL CALCULATIONS INDEX B. PLAN C . A. DESIGN tif ssi n p'.. ..'z, ;:athorize the violation c; ; .; c;.wo or ordinenoe. Receipt of contractor's co;;; c; cpproved plane IOw Iedped. Cy DS AND RE 4 Q ► Dq9 omit No. - V "I V✓ SHEETING DESIGN D. SECONDARY FRAMING DESIGN E. ENDWALL DESIGN F. RIGID FRAME DESIGN G. LONGITUDINAL BRACING H. SPECIAL FRAMING DESIGN 99fts 0 06 STEEL BUILDINGS • CBC STEEL BUILDINGS IS AN APPROVED FABRICATOR OF STEEL BUILDINGS: ICBOES FA-322 CITY OF SEATTLE CERTIFIED PLANT CITY OF LOS ANGELES - TYPE 1 FABRICATOR RECEIVED OF TUKWILA o v - ERMIT CENTER 1 •DESI C?tV PA RC4 h7ET RS By CEM. Sheet 'A •Date 09- 27-1999 Cust KENWORTH #7 Job # 1939E STRUCTURE DESCRIPTION Building Width (span) : 75 ft. Eave Height 22 ft. Bay Space (trib) ':. 25 ft. Roof Slope 1 in. /ft. BASIC LOADS Roof Live Load 5 psf Frame. Live Load (UBC) : 25 psf Wind Load (1997 UBC) : Speed 80 mph Exposure C Building Dead Load 4 •psf COLLATERAL LOADS 3 PSF RECEIVED CITY OF TUKWILA NOV - 9 1999 PERMIT CENTER * ** This structure is designed in compliance with CPC specifications and standards utilizing the pertinent provisions and recommendations of the American Institute of Steel Construction (AISC), International Conference of Building Officials (UBC), American Iron and Steel Institute (AISI), the Metal Building Manufacturers Association (MBMA) and their publications. ** By CEM Sheet B— I '.• Date 09-27-1999 2_8":3 Eil Y/SiM- Cust KENWORTH #7 7s OPEN THREE SIDES Job # 19396 RECEIVED CITY OF TUKWILA NOV - a 1999 PERMIT CENTER By CEM Date 09-27-1999 Cust KENWORTH #7 -art- -art- -art- C H A R Steel gage: Thichness : Span 1 (Ft.) Bending 1.50 362.7 1.75 266.4 2.00 204.0 2.25 161.2 2.50 130.6 2.75 107.9 3.00 90.7 3.25 77.3 3.50 66.6 3.75 58.0 4.00 51.0 4.25 45.2 4.50 40.3 4.75 36.2 5.00 32.6 5.25 29.6 5.50 27.0 5.75 24.7 6.00 22.7 6.25 20.9 6.50 19.3 6.75 17.9 7.00 16.7 7.25 15.5 7.50 14.5 7.75 13.6 8.00 12.7 12 /^'\ . - . "-"• HEIGHT HIGH RIB: 1 -1/4 LOW RIB: 3/16 SHEET .DES I CN 26 ga. .0198 in. Span Dflc.L /180 1076.9 678.2 454.3 319. 1 232.6 174.8 134.6 105.9 84.8 68.9 56.8 47.3 39.9 33.9 29. 1 25. 1 21.8 19. 1 16.8 14.9 13.2 11.8 10.6 9.5 8.6 7.8 7.1 36 net coverage 3 Bending 453.3 333. 1 255.0 201.5 163.2 134.9 113.3 96.6 83.3 72.5 J 63.7 56.5 50.4 45.2 40.8 37.0 33.7 30.9 28. 3 26. 1 24. 1 22.4 20.8 19.4 18. 1 17.0 15.9 BASE WIDTH 3 -5/64 1 -3/8 Span Dflc.L /180 2032.3 1385.5 857.4 602.2 439.0 329.8 254.0 199.8 160.0 130.1 107.2 89.3 75.3 64.0 54.9 47.4 41.2 36. 1 31.8 28. 1 25.0 r 2�. 20.0 18.0 16.3 14.7 13.4 The above values may be increased by 33.33% for wind load Sheet C- 2.. Job # 19396 -art- -E- -34.- 12 > TOP WIDTH 1 3/4 Ixx : 0.0423 in ^4 Fy : 80 ksi Eff Sxx : 0.0408 in ^3 F'b : 30 ksi ALLOWABLE UNIFORM LOAD ('SF) 4 Bending 423.3 311.0 238.1 188. 1 154.2 125.9 105.8 90.2 77.7 67.7 59.5 52.7 47.0 42.2 38. 1 34.6 31.5 28.8 26.5 24.4 22.5 20.9 19.4 18. 1 16.9 15.9 14.9 RECEIVED CITY OF TUKWILA NOV -- 9 1999 / \ PERMIT CENTER Span Dflc.L /180 2157.3 1385.5 910. 1 639.2 466.0 350. 1 269.7 212. 1 169.8 138. 1 113.8 94.8 79.9 67.9 58.2 50.3 43.8 38.3 33.7 29.8 26.5 23.7 21.2 19. 1 17.3 15.6 14.2 Bcomniplawy F•RArf•I NIB DEG I GM CEM Sheet D- 2 Date 09 -27 -1999 Cust KENWORTH #7 GIRT DESIGN Eave Ht. = 22 ft. Wind Pressure = 24.96 psf ELEVATION Trib Width Span 17.00 ft. 3.50 ft. 25.00 ft. 15.00 ft. 10.00 ft. 7.33 ft. 4.00 ft. Job # 19396 GA. 16 * * ** USE: 8.5 in 'Z' x 16 Ga. GIRTS * * * ** Actual w(wl) = 80.64 lb /ft Allowable w(wl) = 70.00 x 1.33 = 93.10 lb /ft >OK( Trib Width 3.50 ft. Trib Width 3.84 ft. Trib Width 3.00 ft. Trib Width 3.66 ft. Span. GA. 25.00 ft. 16 * * ** USE: 8.5 in 'Z" x 16 Ga. GIRTS * * * ** Actual w(wl) = 80.64 lb /ft Allowable w(wl) = 70.00 x 1.33 = 93.10 lb /ft >OK< Span 25.00 ft. Span 25.00 ft. Span 25.00 ft. * ** See Chart 'D' * ** GA. 16 * * ** USE: 8.5 in 'Z' x 16 Ga. GIRTS * * * ** Actual w(wl) = 88.36 lb /ft Allowable w(wl) = 70.00 x 1.33 = 93.10 lb /ft >OK( GA. 16 * * ** USE: 8.5 in 'Z' x 16 Ga. GIRTS * * * ** Actual w(wl) = 69.12 lb /ft Allowable w(wl) = 70.00 x 1.33 = 93.10 lb /ft >OK< GA. 16 * * ** USE: 8.5 in 'Z' x 16 Ga. GIRTS * * * ** Actual w(wl) = 84.42 lb /ft Allowable w(wl) = 70.00 x 1.33 = 93.10 lb /ft >OK( RECEIVED CITY OF TUKWILA NOV 9 1999 PERMIT CENTER MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc., 1991 CPC Steel Buildings MBP Data File Name: Run Title: Customer: MBP File Creatn Date: Analysis /'Desg Date: Prepared by Frame Type Bldg Width (ft) Eave Height (ft) : Roof Pitch (in /ft): Bay Spacing (ft) Live Load (psf) Dead Load (psf) Wind Speed (mph) Exposure Num of Nodes: 6 Num of Supports: 4 Num of Members: 5 Num of Member Types: 5 Num of Segs per Mem: 6 Num of Load Cases: 5 Num of Load Combs: 3 Node Coordinates Member Data Node X- Coordinate (ft) Y- Coordinate (ft) Support Locations Support At Node Direction Member Node at the Start Node at the End Length of the Member Member Kind Normal /Opp State End - Release Code Yield Stress Fy Modulus of Elast, E Job 19396 I F R A M E D E S C R I P T I O N J19396.MBP RIGID INTERIOR AND ENDFRAMES KENWORTH #7 09/27/99 08:35:52 09/27/99 08 :42:32 CEM CLEAR SPAN, SHED 75.000 22.000 1.000 25.000 25.000 5.100 80.000 1 1.208 .0000 Seq 1/5468 1 1 Horizontal 2 2.263 25.965 Date 09/27/99 08:50 Page F- : 3 14.336 25.341 2 1 Vertical PARTIALLY ENCLOSED STRUCTURE RENTON WA 4 60.237 21.516 3 6 Horizontal 5 72.908 20.093 6 73.793 .0000 4 6 Vertical 1 2 3 4 5 1 2 3 4 6 2 3 4 5 5 25.986 12.089 46.060 12.750 20.112 : BU /TD /EF /D BU/TD/EF/Op BU/TD/EF/Op BU/TD/EF/Op BU /TD /EF /Op Normal Normal Normal Normal Opposite 00 00 00 00 00 50.000 50.000 50.000 50.000 50.000 : 29000.000 29000.000 29000.000 29000.000 29000.000 RECEIVED CITY OF TUKWILA NOV - i 1999 PERMIT CENTER ... CBC Steel Buildings Support Reactions Highest Combined Stress Ratios Highest Shear Stress Ratios Final Sections Job 19396 Seq 1/5468 RESULTS Date 09 1;7/99 08:50 kips for horizontal and vertical supports kip -ft for rotational supports DEAD + COLL + LIVE Sup: 1 2 ' 3 4 AtNode: 1 1 6 6 Direc: Horizontal Vertical Horizontal Vertical Reac: 14.411 30.759 - 14.411 30 .223 DEAD + WIND LEFT Sup: 1 2 3 4 AtNode: 1 1 6 6 Direc: Horizontal Vertical Horizontal Vertical Reac: - 13.631 -19.939 -4.000 - 13.706 DEAD + WIND RIGHT Sup: 1 2 3 4 AtNode: 1 1. 6 6 Direc: Horizontal Vertical Horizontal Vertical Reac: - 1.752 -6.021 13.577 - 9.283 Page F- Member 1 2 3 4 5 Shear Stress Ratio .8343 .6430 .7962 .5940 .7320 Station (ft) 24.636 1.516 .0000 11.609 18.972 Load Comb 1 1 1 1 1 Member 1 Member 2 Member 3 Member 4 Member 5 Member Type 1 2 3 4 -5 Final Flange Width (in) 12 8 8 6 8 Final Flange Thick (in) 3/8 3/8 3/8 3/8 3/8 Final Web Thickness (in) 3/16 1/4 3/16 1/4 3/16 Final Depth at Start (in) 11.990 33.164 24.000 24.010 11.988 Final Depth at End (in) 37.348 24.012 24.000 32.800 33.236 Length of the Member (ft) 25.986 12.089 46.060 12.750' 20.112 Weight of, the Member (lbs) 1194.999 534.100 1626.305 496.098 692.684 Weight of the Frame (ibs) : 4544.186 RECEIVED CITY OF TUK NOV .. 9 1999 PERMIT CENTER Member 1 2 3 4 5 Comb Stress Ratio .9109 .9482 .9222 .9229 .9342 Final Lat Sup Sp Top (ft) 26.000 5.000 5.000 5.000 6.000 Final Lat Sup Sp Bot (ft) 26.000 5.000 5.000 5.000 6.000 }S Station (ft) 24.636 1.516 23.030 11.609 18.972 Load Comb 1 1 1 1 1 t ! ti MBP System — COnnection Processor, Version 1.2 (4/91) MBP file name: J19396.MBP Customer: Y.ENWORTH #7 Run title: RIGID INTERIOR AND ENDFRAMES Frame analyzed /designed: 09/27/99 08:42:32 This report created: 09/27/99 08:44:22 C O N N E C T I O N D E F I N I T I O N S RENTON WA PARTIALLY ENCLOSED STRUCTURE CONNECTION 1 On member 1, At 24.575 ft, Angle: HOR Min In —Plane Dim: 36.000 in, Min Transversal Dim:. 12.000 in CONNECTION 2 On member 3, At .000 ft, Angle: POU Min In —Plane Dim: 24.000 in, Min Transversal Dim: 8.000 in CONNECTION 3 On member 4, At .000 ft, Angle: POU Min In —Plane Dim: 24.020 in, Min Transversal Dim: 6.000 in CONNECTION 4 On member 5, At 18.913 ft, Angle: HOR Min In —Plane Dim: 32.000 in, Min Transversal Dim: 8.000 in CITY OF TUKWILA NOV -91999 PERMIT CENTER C R I Ca I ID~ F RAMS COhl�+IECiT I DNI By CEM Date 09 -27 -1999 Cust KENWORTH #7 USE : 3/4 in. ASTM (A325 —N) High Strength Bolts KNEE CONNECTION HI SIDE Plate size: 6 x .5 x 40 in. Allow bolt tension Allow bolt tension Actual Dead + Live moment Allow Dead + Live moment Actual Dead + Wind moment = Allow Dead + Wind moment = KNEE CONNECTION LO SIDE ( 50 ksi) Plate size: 6 x .5 x 36 in. ( 50 ksi) Actual Dead + Live moment = 247.50 Allow Dead + Live moment = 303.57 Actual Dead + Wind moment = 133.60 Allow Dead + Wind moment = 210.23 Actual Dead + Wind moment = 82.50 Allow Dead + Wind moment = 125.82 Actual Dead + Wind moment = 119.40 Allow Dead + Wind moment = 125.82 w/ stiffener = 14.370 w/o stiffener = 7.185 = 323.80 k —ft (Outside = 373.62 k —ft w/ 6 rows 1 row of 314.30 k —ft (Inside 371.09 k —ft w/ 5 rows k —ft k —ft k —ft k —ft I}E8I3 Job # 19396 k /bolt k /bolt Allow bolt tension w/ stiffener = 14.370 k /bolt Allow bolt tension w/o stiffener = 7.185 k /bolt k —ft (Outside bolts in tension) k —ft w/ 5 rows of bolts w/ 1 stiff 1 row of bolts outside f ange k —ft (Inside bolts in tension) k —ft w/ 4 rows of bolts w/ 0 stiff RAFTER SPLICE CONNECTION Plate size: 6 x .5 x 24.5 in. ( 50 ksi) Allow bolt tension w/ stiffener = 14.370 k /bolt Allow bolt tension w/o stiffener = 7.185 k /bolt Sheet F— bolts in tension) of bolts w/ 1 stiff bolts outside flange bolts in tension) of bolts w/ 1 stiff (Upper bolts in tension) w/ 3 rows of bolts w/ 0 stiff (Lower bolts in tension) w/ 3 rows of bolts w/ 0 stiff 0 row of bolts below flange RECEIVED CITY OF TUKWILA NOV - 9 1999 PERMIT CENTER Date 09 -27 -1999 Seismic Zone Max tension wind L.Om I TIJD I hi L BiRAC I 1\1 le By. CEM Sheet G- f BLDG DATA Li/YE B TAUS width = 37..50 ft Bldg length = Eave height = 22.000 ft Ave EW height = 11.781 ft LOADS Wind Pressure = 25.37 psf Wind Load = 25.37 ( 37.50 x 11.781 ). / 1000 = .11.21 kips Cable strength Max tension seismic Cable strength Cust KENWORTH #7 fob # 1939E Importance Factor = 0.82 ZIC 3Rw Seismic Load = x x W I / 1000 L Rw 8 52.00 ft Bay space = 25.00 ft W = ( 4 + 3 ) x ( 37.5 x 52 ) + ( 8 ) x ( 37.5 x 11.781 ) = 17184 l b s = C 0.112 x 2.25 x 17184.38 J / 1000 = 4.35 kips SIDEWALL BRACING USE ( 2 ) X— braces : 3/8 in dia EXTRA HIGH STRENGTH CABLE(ASTM A475) (see sheet B -1) COS 0 = 25 / SQR( 25'2 + 22•^2 ) = 0.751 Wind Load / X— braces COS 0 ( 11.21 / 2 ) / 0.751 = 7.47 kips Seismic Load / X— braces COS 0 > = 15.40 kips >OK( ( 4.35 / 2 ) / 0.751 = 2.90 kips ) = 15.40 k i pBCEIVBCUK CITY OF TUKWILA Nov - $1999 PERMIT CENTER S. CRC Steel Buildings Prepared by : CEM Frame Type : PPORTAL Bldg Width (ft) : 75.000 Eave Height (ft) : 28.000 Roof Pitch (in /ft): .000 Bay Spacing (ft) : 25.000 Live Load (psf) : .000 Dead Load (psf) : .000 Wind Speed (mph) : 80.000 Exposure . "C" Node Coordinates Support Locations Member Data Job 19396 Seq 1/5469 C Date 09/27/99 12:27 MBP Computer System - Rigid Frame Design, Copyright by ISE, Inc., 1991 F R A M E D E S C R I P T I O N MBP Data File Name: J19396PF.MBP Run Title: PORTAL FRAME FOR 75x 52x28 80mph "C" (1)REQ'D LINE A • Customer: KENWORTH #7 MBP File Creatn Date: 09/27/99 12:11:43 Analysis / Desg Date: 09/27/99 12:24:18 RENTON WA Num of Nodes: 4 Num of Supports: 4 Num of Members: 3 RECEIVED Num of Member Types: 2 CITY OFTUKWILA Num of Segs per Mem: 6 NOV 1999 Num of Load Cases: 2 Num of Load Combs: 1 PERMIT CENTER Page G- Node 1 2 3 4 X- Coordinate (ft) .0000 .0000 22.000 22.000 Y- Coordinate (ft) : .0000 26.500 26.500 .0000 Support 1 2 3 4 At Node 1 1 4 4 Direction Horizontal Vertical Horizontal Vertical Member : 1 2 3 Node at the Start : 1 2 4 Node at the End ; 2 3 3 Length of the Member (ft) : 26.500 22.000 26.500 Member Kind : BU /TD /EF /Op BU /TD /EF /Op BU /TD /EF /Op Normal /Opp State Normal Normal Opposite End - Release Code : 00 00 00 Yield Stress, Fy (ksi) : 50.000 50.000 50.000 Modulus of Elast, E (ksi) : 29000.000 29000.000 29000.000 CBC Steel Buildings Support Reactions Highest Shear Stress Ratios Final Sections Job 19396 Highest Combined Stress Ratios Weight of the Frame (lbs) : 2693.233 Seq 1/5469 • RESULTS 7 kips for horizontal and vertical supports kip -ft for rotational supports WIND Sup: 1 2 3 4 AtNode: 1 1 4 4 Direc: Horizontal Vertical Horizontal Vertical Reac: -6.635 - 14.698 -6.685 17.391 Date 09/27/99 12:27, Page (j- Member : . 1 2 3 Comb Stress Ratio .7498 .8583 .8891 Final Lat Sup Sp Top (ft) 26.500 22.000 26.500 Final Lat Sup Sp Bot (ft) 26.500 22.000 26.500 Station (ft) 25.500 21.000 25.500 Load Comb 1 1 1 Member 1 2 3 Shear Stress Ratio .4034 .9952 .4065 Station (ft) .0000 21.000 .0000 Load Comb 1 1 1 Member 1 Member 2 Member 3 Member Type 1 2 -1 Final Flange Width (in) 10 8 10 Final Flange Thick (in) 3/8 3/8 3/8 Final Web Thickness (in) 9 Ga 9 Ga 9 Ga Final Depth at Start (in) 24.000 24.000 24.000 Final Depth at End (in) 24.000 24.000 24.000 Length of the Member (ft) 26.500 22.000 26.500 Weight of the Member (lbs) 991.350 710.533 991.350 RECEIVED CITY OF TUKWILA NOV -91999 PERMIT CENTER MBP System — COnnection Processor, Version 1.2 (4/91) MBP file name: J19396PF.MBP Customer: KENWORTH #7 Run title: PORTAL FRAME FOR 75x 52x28 80mph "C" (1) REQ'D LINE A Frame analysed /designed: 09/27/99 12:24:18 This report created: 09/27/99 12:24:53 C O N N E C T I O N D E F I N I T I O N S CONNECTION 1 On member 1, At 25.500 ft, Angle: HOR Min In —Plane Dim: 24.000 in, Min Transversal Dim: 10.000 in CONNECTION 2 RENTON WA On member 3, At 25.500 ft, Angle: HOR Min In —Plane Dim: 24.000 in, Min Transversal Dim: 10.000 in F O R C E S AT C O N N E C T I O N S LIST OF LOAD COMBINATIONS —1 : WIND CONNECTION 1 Load Axial Shear Comb Force Force (kips) (kips) —1 15.652 6.635 CONNECTION 2 Load Comb —1 Axial Force (kips) — 16.437 Shear Force (kips) —6.685 Bending (kip —ft) 169. 185 Bending (kip —ft) —170.479 RECEIVED CITY OF TUKWILA NOV-81999 PERMIT CENTER CBC STEEL BUILDINGS Building Specifications ENERAI DESIGN::`::: tincture shall be designed :in compliance with these `CBC specifications . and standards utilizing, the pertinent provisions . and recommendationsoftheAmericanInstituteofSteelConstruction (AISC) International Conference ofBuilding :Officials:(UPC), American • •Oft and Steel Institute (AISI) the Metal Building Manufacturers Association (MBMA): and their publications Standard design loads Live load, Wind load and Seisriuc per the Uniforrn Building Code, or as determined by the local building official: imaryFramin Ri fr ames S b e ei ther cape const d " beam sections fabricated by automatic welding. Rigid frames shall be bolted together where: required wiih: A32 5 - bolts • •Post and'Beam End' Frames Shall be fabricated of either cold form s ections or built -up secti fabricated b—).' welding, as dictated by design lo :. .:: ►Anchorage; Shall be anchored to concretfo at thebase of fram columns with anc hor bolts cast in place Column base reac tions are indicated iii the structural;calculati.................... rpari ng`foundation des ign. by ot h e rs • econdary Framing < urlins and guts shall be fabricated'of cold formed steel 8 1/2. ". deep with a 2 3/4" wide stiffened flange Minimiun thickness is I6: U S e Sp and gage of these member shall be : as determined by design and shown on the plans Purlms and guts shall be attached to . e run framin members! with 1/2" • diameter A 307 bolts.::. P $ry $ : imark and Secondary Framing Paint • All mes p frauriisis and girls shall receive one ( 1) shop coat of mist inhibitive primer after being thoroughly cleaned of all Ioose mill. e. rust. [nary and Secondary framing Material Specificat Plates ; and ; bers used fabric automatically continuous: we lded. be and columns.. STM A 529, A. 572 and A -570 (Minim Yield Point = 50.0 ksi Structural. Pipes M at e rials c to th c e q uir e m e nts:ofASTM A -53 Cold F Ste Steel used to for purlins and girls shall be hotrolled steel Materials conform to the requirement of AS TM A446 • goof a nd Wall Coverin ■Roof and wall covering shall be formed from g alvanised s teelof minim (G :90) of zinc coating Ridge Cap: 26 U S gage with not:less than 1.25 ounce per square foot Materials all conform to the chemistry req uuements of ASTM A446. • Roof and wall panels s hall tie fastened to framing mennbers with #12 hex head cadmium plated self tapping, self- drilling screws Factory coated baked enamel colored roof and wall`sheets will be provided optionally with colors to be •selected: from' avail able colors. High nbs of the panel shall be spaced'at 12" on center : :: These shallbe 11/4" in depth; Roof and wall panels shall be made to overlap one rib The:panels shall provide a net coverage of 3' -0" • F berglass Reinforced Translucent Panels Where translucentroof or sidcwaIl panel are indicated; they shall have a profile matching the adjacent steel panels. Nominal weight of panels' shall be • ounces per square foot and a nominal thickness of .060 inches Walk Doors ▪ Standard :vralk door: shall be 3' 0" .x 7' -0" x >1: 314 inch thick single swing' flush type steel construction. ' Doors shall be galvanized and bonderized for maximum rust protection Ridge Ventilators • Where ventilators shall be either continuous or circular ridge mo Circular vents may b either stationary or rotary type. • Gut and Downspouts: • Gable; corner, door, window, eave and gutter, shall be of 26 U S'gage galvanized steel.` All splices shall be field riveted and caulked • The standard formed ridge cap shall be formed to match the roof slope and shall be of the same materials, color and configuration as the roof panels..:: Sealants: • Closure Strips: Closures shall be constructed of semi-rigid polyethylene foam. • Tape Sealant: Ribbon mastic 1" x 3/32" shall be provided for side and end laps of roof panels. • Gutter Sealant: Acrylic base polymer applied with open barrel caulking gun. RECEIVED CITY OF TUKWILA Nov •U. 4 . PERMIT CENTER 559cov.xls APPENDICES A. CANOPY STRUCTURAL CALCULATIONS BY CBC STEEL BUILDINGS KENWORTH TRUCK COMPANY 99 -10617 MANUFACTURING ENGINEERING SUPPORT West End Canopy CIVIL / STRUCTURAL CALCULATIONS AREA 18 WEST END CANOPY FOUNDATION DESIGN - 1)99�o os Pc.il ;;t RECEIVED CITY OF TUKWILA NOV - 9 1999 PERMIT CENTER FILE COPY PAGE$, 1 -9 C:. omission:, _: cuthorin VIII violation c' . cr ordkunah fllloalpt of contractor's roved planll SOknotriedged. EXPIRES:5/15/ Oa ENG.001.1.97 .64t, Ty.. FocCIrlitia -1 :25Eri&A) Ces.-•-• 0/2 y . f; 7- ke4V,c6A-0. r Ii _LL nee, ec/ Zudd.7 , 1 1! , I t>eleili • TT y of . - t4e_ J,7/ be 6haEd uecv k_te; A,z FRAME.4 T4*1 1- • At 1. -- ; • Zeact.r ve:4;t4,- Z..7e . TT ce 4041 /;-7 . -7-777 -17-7 • . EacisT B 7.5 5-4 _ es. a _ e- - ' // Z.0 1 t.:;"/ . e.kt) • --r- .r;;r6c,1 7 • /.. , 7_11 ,„(...z:, Tilos NOV; -L-PE4ttrettaut' I...X • TITLE: fr vesr- EA.4> G4NO AREA le PROJECT: Et4 kErt114171-1— S5477tg 5 57 IA / CA51.15; P1Z4Zbt/Ct . I • Par e. .6spie.t.e4-e.. PROJECT NO. - 10 & /7 DATE REV. D" p9 PAGE oF /OIL Atti,e1 V.7,4 e Poet. F. Aloe- re- as re. 57.4. e94.c 4/1 Loc.. -I- cot- L i L L- 7• /4. e ENG.001.1.97 II odd .5 211#7 Ai cif y PL 5.1 ps-1 LL 25 e rP. o /(ae,-( toad - • 1 40 , 6 7e •c .Ftee/ Artt Fir(DL.) ),I X 30,Y 7'- el 4 4. zA) l(x) xlcgra C.40. WIND A . form DL' Pv(;+441;) Pc.4 Pv 76.0 11 ' rid 1) I - 6, t _ _0.7e _10,7 P4) - z.2 • a ry New) t s 14— •. G.) 14 - , Pm Ng4 7 - . • . TITLE: Je ?or . PROJECT: dirc • EA/6 • 51)??7" R544-1/aerii rupri: /N. y r: 12,z r-- It • 15.7 = ('?%l.) t r Pv4"13,&'" Z a 17 (.5) LZ 4 1,6 AA:4/e_ .Leei."-. ,--eS's'- 4/7 otk', 14P e 12e.!(.41 —1 • ce.-e Zear/np :r /50 /xf .■ze ==.- •2-5 ki6s7" FA/ b ei "ieF4 /P 0 TE 7 IT O RECEIYED::- CITY OF TUKWI - PROJECT NO. 99-/obl 7 REV. PAGE 2- OF Load I (ngrggg3 3 §3 Lam_ oc000aaaaaaaa A -1 A -2 A -2 B -1 A -3 B -2 B -1 vertical lhoriz ns ihoriz ew B -2 vertical lhoriz ns ihoriz ew B -3 lhoriz ns lhoriz ew Case vertical horiz ns horiz ew vertical horiz ns horiz ew vertical horiz ns horiz ew vertical horiz ns horiz ew vertical horiz ns horiz ew vertical horiz ns horiz ew 0.0 51.0 _ 0.0 aci -2 1.05D +1.28L +1.28Wn 6.9 -2.3 0.0 :ii -2.3 0.0 6.9 -2.3 0.0 .7 -20.2 0.0 . -20.2 0.0 r. ,j 0.0 ad -3 .1 ,• 12.8 .1 24.6 12.8 .j .• 12.8 0.0 49.7 -27.0 0.0 49.7 -1. 0.0 .l i. 0.0 .1 I , -27.8 .j s -27.8 .Y 0.0 -27.8 . l 0.0 -19.7 -4.3 0.0 -19.7 . .1 r. -4.3 ..: t' 0.9D +1.3Wn .:. -3.2 0.0 -9.7 . . .l -3.2 0.0 . -11.2 30.8 14.4 0.0 30.8 14.4 0.0 30.8 14.4 0.0 30.8 -14.4 0.0 30.8 -14.4 0.0 30.8 -14.4 0.0 -19.9 -13.6 0.0 -19.9 -13.6 0.0 -19.9 -13.6 0.0 -13.7 -4.0 0.0 -13.7 -4.0 0.0 -13.7 -4.0 0.0 9 -6.0 -1.8 0.0 -6.0 -1.8 0.0 -6.0 -1.8 0.0 13.6 -9.3 0.0 13.6 -9.3 0.0 13.6 -9.3 0.0 10 4.7 2.2 0.0 22.1 2.2 -6.7 -10.0 2.2 -6.7 4.7 -2.2 0.0 -0.3 -2.2 -5.6 -0.3 -2.2 -5.6 11 4.7 2.2 '0.0 - % -10.0 2.2 6.7 22.1 2.2 6.7 -0.3 -2.2 • 5.6 -0.3 -2.2 5.6 4.7 -- -2.2 0.0 12 -6.9 -7.5 0.0 -6.9 -7.5 0.0 -6.9 -7.5 0.0 -0.6 -10.1 0.0 -0.6 -10.1 0.0 -0.6 -10.1 0.0 13 7.1 4.3 0.0 7.1 4.3 0.0 7.1 4.3 0.0 26.7 -15.4 0.0 26.7 -15.4 0.0 26.7 -15.4 0.0 14 17.8 8.3 0.0 35.2 8.3 -6.7 3.1 8.3 -6.7 17.8 -8.3 0.0 12.8 -8.3 -5.6 12.8 -8.3 -5.6 15 17.8 8.3 0.0 3.1 8.3 6.7 35.2 8.3 6.7 12.8 -8.3 5.6 12.8 -8.3 5.6 17.8 -8.3 0.0 16 18.5 6.5 0.0 18.5 6.5 0.0 18.5 6.5 0.0 21.6 -15.3 0.0 21.6 -15.3 0.0 21.8 -15.3 0.0 17 25.5 12.4 0.0 25.5 12.4 0.0 25.5 12.4 0.0 35.3 -18.0 0.0 35.3 -18.0 0.0 35.3 -18.0 0.0 18 30.8 14.4 0.0 39.5 14.4 -3.4 23.5 14.4 -3.4 30.8 -14.4 0.0 28.3 -14.4 -2.8 28.3 -14.4 -2.8 19 30.8 14.4 0.0 23.5 14.4 3.4 39.5 14.4 3.4 28.3 -14.4 2.8 28.3 -14.4 2.8 30.8 -14.4 0.0 ' Load Case Combos ( A -1 A -2 A -3 B -1 B -2 B -3 vertical lhoriz ns ihoriz ew vertical I horiz ns (horiz ew vertical lhoriz ns ihoriz ew vertical lhoriz ns lhoriz ew vertical lhoriz ns lhoriz ew vertical (horiz ns (horiz ew ad -1 1.4D +1.7L 51.0 23.8 0.0 51.0 23.8 0.0 51.0 23.8 0.0 51.0 -23.8 0.0 51.0 -23.8 0.0 51.0 -23.8 0.0 aci -2 1.05D +1.28L +1.28Wn 6.9 -2.3 0.0 6.9 -2.3 0.0 6.9 -2.3 0.0 14.8 -20.2 0.0 14.8 -20.2 0.0 14.8 -20.2 0.0 ad -3 1.05D +1.28L +1.28Ws 24.6 12.8 0.0 24.6 12.8 0.0 24.6 12.8 0.0 49.7 -27.0 0.0 49.7 -27.0 0.0 49.7 -27.0 0.0 aci-4 0.9D +1.3Wn -27.8 -18.6 0.0 -27.8 -18.6 0.0 -27.8 -18.6 0.0 -19.7 -4.3 0.0 -19.7 -4.3 0.0 -19.7 -4.3 0.0 aci-5 0.9D +1.3Wn -9.7 -3.2 0.0 -9.7 -3.2 0.0 -9.7 -3.2 0.0 15.8 -11.2 0.0 15.8 -11.2 0.0 15.8 -11.2 0.0 SERVICE D COMBINATIONS - Per UDC 1997 Section 1612.3.2 ULTIMATE LOAD COMBINATIONS - Per ACI Section 9.2 • tial.N30 .1.1111:13d Size- 4,4 ENG.001.1.97 I I • - • - - RECEIVED CITY OF TUKWILA • N V - 9 1999 PERMIT CENTER ! • reis . ' 7%_ 3- .1.5 C. 3 - , 1, • .... G 4 e c k-- ei ges e ,c Ze /, fr- 5/ & k •• 23, Pt. 53 1-4 • -I 3 A Y7 t 53 lo 3 ; .Ir • • • eesi's Cc:// 1 3 = Ca --I I Resi y eas-re:ye_ Ea:. __. I • 7 - ( 2 .5 103,5 (z-C) eh; 5 pdx 2:5 / ic 53' - 25:9 PsoL17., 1"ref",5'.'56;7.-e:.-- T - - ---.. : 6-7 r-e....5).s 47, .5■4 -:------•-• - ---;- no 6 .e-ccoe.4..-7 zed ./..Y.,:.4. :-.:3 . 1,44 /6 7 ---- ----!- * 3 . - •• Can "/:04, - e4/3" i.454-4 4, 'el Z6 V " . - ---- • - - --- . . ___....P ;3 - ,rel - - • - • ,11 f , /.. ,-, 4 = wL4...gat- — e 0 1 0 . .e.' . /...! k e ) G.0-x. .-4---, . re, 5 6 e*, 37- - - 4-o 4-- . t-iAd. ..... 4 /c/./ . -- 1 0 -- -e. -- - - c4, - , - iiie - / - 4 -- 'v / 1.7 / 04-55?" - i-e- locesrwc-- - K-- TITLE: 41/E 57 END c44/017 AZEA PROJECT: /H/ CIV/e- • SUPPT le-P-NW0277-1 5Ser7TrE • / 4511t e Co nb _ eie// ea s DATE 29/7'9 DATE o7 9 REV. • . . _ • L • PROJECT NO. 'VOW 7 PAGE, OF • .. . . . .„ . c. : t...1, 3 ENG.001.1.97 I I - GA6c1-- Dea..7';10, /, omen,frvxyc 635 -f / = B • - 4=3,74/5 las < Ok_ = _ co•Cito7.)9 , g-.57,53.1 • ks Use_ • z/=G" x 2/-6, " 53 ' -0" gAbe "P_E/W fb/t/ PROJECT: 4i/ • EA/4 a- coPPT ,e.44-Lize77 TITLE: kg/657 CND C..4A/CIP ,44- • " BY P/4 )(2-5' 4,; z-5' 3 r ? ewt:11 3'1 if LT 0.. e • r - 0.75 • -- ° - /tio Upt 4 'Ty. sc rAF,411our . CD GIC OF /JEW BLOC; Age. EDCuE F etusr. gLOG. I RECEIVED CITY OF TUKWILA NOV - 9 1999 PERMIT CENTER DATE/ / Iy DATE og. 77 PROJECT NO. /06/7 REV. PAGE OF _ _ RECEIVED _ - - -.- CITY OF TUKWILA N ©ti 91999 PERMIT CENTER 11 • C ,. CD AJC r.Ere —S /1/4) /e )e4w4, _ as On / Sri-/ / Loc.. 4 � S�t�/o0 ✓LAG/ G�� /L IGf r✓JH L 6 c w ti t O - , L G. v -it LGG,dS �' c) _/eCT'Lfr. �.. e_oa - -. Caen 4 / 6%OL 7 ie4c() 6 MX ve•C 4..c ' ,--4 4 14 X 7 LaC4e7 /53 . 2. f- y.S ?.S K53 )r0./ . k - S.91/4- ��).: o,25 . / , 57/X 2 l o Z ' g F f o , . 5 . X.' P t /l w b TT ) = 0 . 0 7 x ' 4 5 7 A - 2 = Z /6, ✓li.... — /S cat o �z 'i 5 x 57 k I/ .r ZC> 7' .Z . ��. K• . . II • 7Q Gft�rG.�- . re./ , I . # ms :—t - d= "_ / 4, - c4h - .-7.9:545 rev- -t4)..>i ; 0 4 7i 0.954 2S.(5 ` . 4S >r •5kf�` /,e- = 3. y / ; 7 z_ 0.9 x•CoGk -5; A25,1e", • / '- /2 i & -a'f : p'ie'—k7 6Gr '4 C4r. 'j) 3 fc • � 0 = 3.11 Naeo (sy)lts Al C.o7•)e f/s .4 /53 ,> z T ¢.3' P. �a.s. . AS 9 y /14 • a- _ • y Ty . y 2 x60 tee; 455 a, 85xy ks, • X5y " C 1 3 N ! „ - a, 9 x y_7 '? lco PROJECT: /17Fa, 50 iCE'A/A)0 - -Cr-4777- ri 'n 47 e ;15 > . d,QOIFt K -+• 054_ it 9 E��s 0.79 L. x ie ". /6• /0 " _... x,572” BY � :) _S �.• CPI Ze ">c iz` /e = o'5 7Z TITLE: 11/557 C44/0P7' DATE // 7 5 �P DATE //, 06r REF 4i5C 4SD fp . 2-517._ 501 Fo '445 PROJECT NO. 9 9 - /CCoI REV. PAGE OF ENG.001.1.97 ENG.001.1.97 • '. • , • . • . , • .• • , • . • •. - cfi 64:4 Iva -_ scP z-rie /, at " /7-G.5 —/ .2-2 Affr:fL • / 1 . 4 se& re ....c4eci . •Ifetc40 ...S"&eel ea #-Ic ha, e- cts b 7 de5 6 Z 1441)- C k- c. / 014..// re s U3C- F "03 C-w7 Leiph-p?,, o = 4Z 3 4- nt 1 /6 ,- W 117 • - (4%Pc 4 A. 11 A f . CID 0. (.25 I • • A p 6- 4- 2. .e = 32.")4 I." = 40.72)7/ w oo V - .t:zred 4 .• .4.5e. )zi, 5 . bott5 • • '5? " 14 • RECEIVED --CfiTY-OF-TUKVVILA---- - 7 9 1999 PERMIT CENTER I I /21. e • 19z • I" I /1_94. (-41, /- ( : v k 3 - .0 0 • ) 4 P ( vo- pi -7 4 5E:4:4 /5 4 6._ .0,474- 044:6 TITLE: p0.57 ./tz2) C-A - ,4e64 jy PROJECT: dirC-1 • E • 511 PPT -5E-977Z z5 e ,„ 5 58) e/0 2. 7. 2 - DATE / / 75 . 7F, DATE g PROJECT NO. 97- 1e617 REV. PAGE 7 OF N ENG.001.1.97 • L I -6 I I • • • • • TITLE: Aties'r Era) c04447P7 4e-64- /8 PROJECT: 42/ r46;e1 522?? T. ,e.g/t/A/oie77-(- 551 771 i) Loc41?on./ or LbleE 7W J4/ca4/S/176v7 a417 Ass"oitab I: -1 Vt. . E 47 F BIZa, - ErX2E • RECEIVED tt 441Y OF TUKWILA NOV - 9 1999 PERMIT CENTER DATE DATE e ., /'. 4. PROJECT NO. 99 - /OCo/7 REV. PAGE g OF • ENG.001.1.97 c)4 /s r 7'4 1/64 ENT 11 • .'. N ON 0 ""T 1 sEc'rlo -Ji A CNoeric.� V. Fee S c� MF2. DE L_ 1 TITLE: kve, - E/V-b co:14./0 F -44 /P PROJECT: /W-. • Eil/61 Sc/pPT- tio SE/97TEE SEE . DUGS FOE- LuN BASS TS AVOW PA 66 DE771/LS EsP S7" TA✓0 44eNT A •a =- 7 r C /' - Z " OC- i6 N _ l0 75 7'e t3 CITY OF 7 M IIA NOV •.• PERMIT CENTER BY DATE rr 5/99 /9 PROJECT NO. 99 - /Dc/7 REV. PAGE OF _,L_. June 9, 2000 City of Tukwila Ronald Long 1000 Denny Way Suite 800 Seattle Wa 98109 RE: Permit Status D99 -0405 8801 East Marginal Way S Department of Community Development Steve Lancaster, Director Dear Mr. Long: In reviewing our current permit files, it appears that your permit for the addition of a canopy, issued on December 10, 1999, has not received a final inspection as of the date of this letter by the City of Tukwila Building Division. Per the Uniform Building Code and/or Uniform Mechanical Code, every permit issued by the building official under the provision of this code shall expire by limitation and become null and void if the building or work authorized by such permit is not commenced within 180 days from the date of such permit, or if the building or work authorized by such permit is suspended or abandoned at any time after the work is commenced for a period of 180 days. Based on the above, if a final inspection is not called for within ten (10) business days from the date of this letter, the Permit Center will close your file and the work completed to date will be considered non - complying and not in conformance with the Uniform Building Code and/or Mechanical Code. Please contact the Permit Center at (206) 433 -7165 if you wish to schedule a final inspection. Thank you for your cooperation in this matter. Sincerely, Bill Rambo Permit Technician Xc: Permit File No. D99 -0405 Duane Griffin, Building Official Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • Phone: 206-431-3670 • Fax: 206-431-3665 UMBER: D99 DATE: Original Plan KENWORTH TRUCK COMPANY an Submittal Response to Incomplete, Letter # Revision # After Permit Is Issued DEPARTMENTS: B i Division III _ 1Z —z1/ Public W rks 11-Mn tiP�n- cs - -9.9 ERMIT COORD COPY PLAN REVIEW /ROUTING SLIP DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Complete Comments: .+ � gym ,. ^ ry z '.N..r ... M nw r'g R- ADO Fire Prevention NO— r -AM Structural Incomplete n TUES /THURS ROUTIG: Please Route Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved n Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved Approved with Conditions El REVIEWER'S INITIALS: \PRROUTE.DOC 5/99 Planning Division i k cc - 10 Atg Permit Coordinator n DUE DATE: 11-16-99 DUE DATE Not Applicable U No further Review Required DATE: DUE DATE 12 -14 -99 Not Approved (attach comments) I I DATE: Not Approved (attach comments) n DATE: r7trk's' is C'� Dear Sir: Fire Department Review Control #D99 -0405 (510) November 19, 1999 Re: Kenworth Truck Company - 8801 East Marginal Way South John W. Rants, Mayor Thomas P. Keefe, Fire Chief The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. 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- 5.5.3.1) 2. 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 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) 3. Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 4. This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 375-4404 • Fax (206) 575.4439 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 57$.4404 • Fax (206) 575,4439 08/19/99 THU 13:55 FAX 4254130082 • • • •••••■••■-••••,•••••,---;••••". • ORGANIZATION. TYPE DtMESTIC ' CORPORATION sve INDUSTRIAL INC. ltmee SE ESSTH RAVENSDALE WA 98051 u ?4IIE 'f . SUATINES$‘ IC # Qe1 • . . . . . . ExpnEs : ot-31.;20.00 . . . DOMESTIC PROFIT CORPORATION RENEWED EY AUTHORITY OF SECRETARY OF S7A`rE . •• REGi$TERED TRADE NAMES: SKYE -2DUSTR1A4 INC. • . • • r" ::9Emitmegr_. ,0P3 - • • 0001#.11f.! .:7:44;i3=gtet • . ••■ DEP.ARTIviE,;!•rc.b .ENDLISTRIES . • . REGISTERED A1 LAW'. AS CQNST CO NERAI4 • • • . _ C colt SKYE INDUSTRIAL INC • PO BOX S 31 • RAVELISDALE WA' 9 8 OS1 • HAVE A GREAT DAY , .• • .(I of • :4 . . . 002 Stir FE 3.5. Bolting Plates Ili/ (IS) 3/4• 4 x 2 1/4 1-1.56.'s (4325-N) Bolts 3' Spacing 4 3' G. (Typ.) -232) \ - AN-36 4 \ 1 1 1 1 \ 1... , ' , 1 ‘3 1 .E.vii •-••• 77 ---- 1 i • I „, AN-48 ---- .•,,_- ? ;I ! r' r AN-35 45-35 Column: 12' to 32' B.U. W/ 8' x 3/a• Fig.'s 4 3/16' Web 1E 1 1 ----Base Plate: 3' x 1/2' x 13' 0 1/2' (3 1 —Parteri 32' to 24 B.U. W/ 5' x 3/0• Fig.'s 4 /4' Web FE _/ 1 ■,-,------;,--" " c- / EiL - - 2/ 1/2' / a• x 2 1/2' Bolting Plates W/ (12) 3/4• 2 1/4' 145.15.'5 (A325-N) Bolts 3' Spacing 4 3' Ga, (Typ.) 7,A /L., 12 ° 1" 2 F"itcri 35'-3 1/5' (14) Spaces fs 5.-0' 101-0' SIOTE: F'urlins Toed Down 1-1111 35-.0• Bldg. Line To Bldg. Line — Rafter- 24' to 24' au. W/ 8• x 3/8• Fig.'s 4 3/16' Web L7E"7",4/L- - S',E L.., INIES "I " Thri-r E \---(2) I/2' x V x 2'-0 1/2' Bolting Plates W/ (12) 3/4•• x 2 1/4 ' H.S.B.'s (4325-N) Bolts e 3' Spacing 4 3' G. (Typ.) Rafter: 24' to 32' B.U. 3/ 5' x 3/5• Fig.'s 4 V4' Web IS Column: 12' to 35' B.U. 3/ 12' x 3/8' Fig.'s 4 3/16' Web IS Base Plate: 12' x 1/2' x 13• (2)1/2' x 12' x 1/5' 5011153 Plates W/ (22) 3/4• . x 2 1/4' H.S.B.'s (4325-N) Bolts 3' Spacing 4 3' Ga. (Typ.) 0 1/2' 1/4' Stiff'. FE 0 f 1=>E71L. 19,- 0 1/4' GU6bet FE Ctr'ci on Flg. FILE COPY s and omissions s not authorize the violation ' code or Oldhilia Receipt of PPT: “r approved pleas edsomsdoed. r, ' C,to Permit v f ) OCOrt A --'P /=r1w EC 1999. Hee2i674,TA,1 co 5,04 ca NA GIT`t RECEIVED CITY OFTUKWILA NOV - 1999 PERMITCENTER , (1) , < < < << eCnoN C r r ^ TAT ICN - 5 -N E5- (2) 5C- (8) A5 -10 / \ / N (5)_BA -I 26'_0 (5) ZD- / / -- ' --(15) AC -I \ / X C -13 fE S e EAVE STRUTS 7,41 1 /2'ox1 I/) RSB.'s U 7($11/2 I/4' 1-1.S.E,15 C- A I' -2 3/4' I ES- �(B) AN -I0 ( ) TR- -4 u_ FC- 4' USE 14) 1 /2'4x1 I/:' HS.F3.3 'd RAVE STRUT END -FR/ T = CONNECTIONS (_A ( T - I3 HI�FH S /DE • i 1' -2 1/4' Q ( 1 TR -2 LLI J F LOU./ S / DE la'N 15' -2 1/4' CLEAR 26'_0' 2 I, 3 X3 X3/16 xb' THRUST ANGLE [ ?/ 3/4' o ANCNOFC BOLTS W/ 2' MIN- PERFECT TND /rc)." F'2 --4GES MAT ':.1L DESCRIPTION ta_2 . ALL I. Ga. MNT- GALVAW2ED E5- EA. STpIT 8 V2, 8 k?, I6 Ga. Gm'50 kat 2E- ROOF FURL. 8V2, 23 /4,14 Ga. 7...50 kat ZD- ROCF ROM 8 V2, 2 3/4, K Gd Tee' 50.1 EH- RAKE BEAN 10, 5 1/2, 2 VC 12 Cs. Zea' 50 IuL ER- RAKE BEAM L7, 5 V2, 11/2'41 Gs. Tad 50 kat AN -1 RAKE ANGLE 5, 2' I6 Ga. 50 bt A41 -63 5/4 AMIE Y, I' ti Ga. 50 kat AN- F{F`GE BRACE 2x 2' I6 Ga. 50 kat LE- LOLL GUM B 1/2, 2351,14 Gs. Taa' 50.1 ID- WALL ORM 8I/1 x 13/4,16 Ga. 7,50 last CE- DOOR FADER 8 V2, 13/4, 14 Ga. 'Coe 50 tat CD- DOOR FEADER 852, 2 3/4,16 Ga. Cad 50 kat CE- DOAR J4FS 8V2,2 3/4,146 Cad50Wt CD- DOOR JAJ88 8 1,2,23/4, 16 Ca& Ca, 50 kat CE- END P055 81/2,23 /4, k Ga. Cod 50 tat CD- BD FD5T5 e VI, 2 3 /4,KGa - Cs, 50 kb EP- CCRER PC5T3 8 I/2, 8 V2, 6 Ga. 55a, 50 kat FC- 5TF11CTlFA.L OUILT -IL°. COL.. 50 kat FR- 311.WCTIRAL WILT - RAFTERS 50 kat FB 51fdY 'iRRL''I�IRT- IPk ?�'P1AtEPL3 �\WhLL SJpq - y2T BEA"i' t 51/2175 50 keL BC- BRILE CAGE 3/8 EXTRA HI6145TITS.T11 VRADE BR- BRACE R003 3/4 ABM,. STEEL PA- RCCFALILL %BE NG 16 G.1 14 ma 50 ksl Mks PC- RCFBALL EREEINC: 24 Ga. OW RIB 50 kW Mn PI- RID( CAP 26 Ga Ia. BB 5041 MX PP- FIDEPOLA58 F- £11TOFLED PLA511C PA.. B or. 3, IT f=',EN 26' -0' 6' 1' -2 I/4' ^° :7 :. l /i . / / / ®E \- ' l /ON( '^' /! E 11,4 / / I' -2 3/4' (211/4" BOLTING R's W/- (5) 3/4 "9x 2" H.S.B.'s 1/4" GUSSET IE's CTR'D 24' -9 1/-4' E53C>L T 3='L J41\1 9 1/2'� 52' -0' (2/10 112'x 30' BOLTING IE's W/ (IS) 3/4 1/4' H.S.B. COLUMN: 24' B.U. 24' -9 I /4' X0 / 7/ 41- f3 CE 1 I RAFTER: 24' B.U. W/ S'x 318' FLG. 4 9 Ga. WEB LIT) OF IIJIISII W/ 10'x 3 /B' FLG. 4 9 Ga. WEB sr�:IIFVTS BASE 4E'5 WI 10'x 3/8'x 25' 0 2 3/4' I' RNED CIT'C CF ECE TUWEIlA Nov -- 9 1999 PERMIT CENTER T FR- 1 FR- / - ,e-- / \ FR- \ \ \ \ ZE- - 1 I (4) ZE- CO ,1 / / / (4) _ I- N. \ N. ,Q/ 11 '/ / / N. I _ \ IN / / - .._ - N \ v / / (1) ZE- - / I (1) \ ZE- N. l Q j G j (.` / �/ \ N N ),. ___1/±- \ I \ V / \ I / 7 \ 2 . / I (4) ZE- CO/ � (4) - ZE- \ - \ / I eCnoN C r r ^ TAT ICN - 5 -N E5- (2) 5C- (8) A5 -10 / \ / N (5)_BA -I 26'_0 (5) ZD- / / -- ' --(15) AC -I \ / X C -13 fE S e EAVE STRUTS 7,41 1 /2'ox1 I/) RSB.'s U 7($11/2 I/4' 1-1.S.E,15 C- A I' -2 3/4' I ES- �(B) AN -I0 ( ) TR- -4 u_ FC- 4' USE 14) 1 /2'4x1 I/:' HS.F3.3 'd RAVE STRUT END -FR/ T = CONNECTIONS (_A ( T - I3 HI�FH S /DE • i 1' -2 1/4' Q ( 1 TR -2 LLI J F LOU./ S / DE la'N 15' -2 1/4' CLEAR 26'_0' 2 I, 3 X3 X3/16 xb' THRUST ANGLE [ ?/ 3/4' o ANCNOFC BOLTS W/ 2' MIN- PERFECT TND /rc)." F'2 --4GES MAT ':.1L DESCRIPTION ta_2 . ALL I. Ga. MNT- GALVAW2ED E5- EA. STpIT 8 V2, 8 k?, I6 Ga. Gm'50 kat 2E- ROOF FURL. 8V2, 23 /4,14 Ga. 7...50 kat ZD- ROCF ROM 8 V2, 2 3/4, K Gd Tee' 50.1 EH- RAKE BEAN 10, 5 1/2, 2 VC 12 Cs. Zea' 50 IuL ER- RAKE BEAM L7, 5 V2, 11/2'41 Gs. Tad 50 kat AN -1 RAKE ANGLE 5, 2' I6 Ga. 50 bt A41 -63 5/4 AMIE Y, I' ti Ga. 50 kat AN- F{F`GE BRACE 2x 2' I6 Ga. 50 kat LE- LOLL GUM B 1/2, 2351,14 Gs. Taa' 50.1 ID- WALL ORM 8I/1 x 13/4,16 Ga. 7,50 last CE- DOOR FADER 8 V2, 13/4, 14 Ga. 'Coe 50 tat CD- DOOR FEADER 852, 2 3/4,16 Ga. Cad 50 kat CE- DOAR J4FS 8V2,2 3/4,146 Cad50Wt CD- DOOR JAJ88 8 1,2,23/4, 16 Ca& Ca, 50 kat CE- END P055 81/2,23 /4, k Ga. Cod 50 tat CD- BD FD5T5 e VI, 2 3 /4,KGa - Cs, 50 kb EP- CCRER PC5T3 8 I/2, 8 V2, 6 Ga. 55a, 50 kat FC- 5TF11CTlFA.L OUILT -IL°. COL.. 50 kat FR- 311.WCTIRAL WILT - RAFTERS 50 kat FB 51fdY 'iRRL''I�IRT- IPk ?�'P1AtEPL3 �\WhLL SJpq - y2T BEA"i' t 51/2175 50 keL BC- BRILE CAGE 3/8 EXTRA HI6145TITS.T11 VRADE BR- BRACE R003 3/4 ABM,. STEEL PA- RCCFALILL %BE NG 16 G.1 14 ma 50 ksl Mks PC- RCFBALL EREEINC: 24 Ga. OW RIB 50 kW Mn PI- RID( CAP 26 Ga Ia. BB 5041 MX PP- FIDEPOLA58 F- £11TOFLED PLA511C PA.. B or. 3, IT f=',EN 26' -0' 6' 1' -2 I/4' ^° :7 :. l /i . / / / ®E \- ' l /ON( '^' /! E 11,4 / / I' -2 3/4' (211/4" BOLTING R's W/- (5) 3/4 "9x 2" H.S.B.'s 1/4" GUSSET IE's CTR'D 24' -9 1/-4' E53C>L T 3='L J41\1 9 1/2'� 52' -0' (2/10 112'x 30' BOLTING IE's W/ (IS) 3/4 1/4' H.S.B. COLUMN: 24' B.U. 24' -9 I /4' X0 / 7/ 41- f3 CE 1 I RAFTER: 24' B.U. W/ S'x 318' FLG. 4 9 Ga. WEB LIT) OF IIJIISII W/ 10'x 3 /B' FLG. 4 9 Ga. WEB sr�:IIFVTS BASE 4E'5 WI 10'x 3/8'x 25' 0 2 3/4' I' RNED CIT'C CF ECE TUWEIlA Nov -- 9 1999 PERMIT CENTER VERIFY ANCHORAGE ASSEMBLY PER METAL BUILDING MFR TYP. 4 PLCS. NOTES: 1. LOCATION OF LINE 7W INCONSISTENT ON EXIST DWGS. ASSUMED 2' -1 /2" EAST OF BUILDING EDGE. CANOPY FOUNDATION PLAN SCALE: 1 /8 " =1' -0" EXIST. COLUMN LINE SEE NOTE 1 4' -2 1 /2" SHORE AS REQUIRED AT EXISTING BUILDING 1" GROUT MATCH EXIST. W/ NEW PAVING COMPACT BACKFILL TO 95% EXIST. PAVEMENT ---� i CV #6's ®9 "OCT &B EVERY OTHER BAR I 11' -6" 4' -0 SECTION SCALE: 3/8 " =1' -0" O 4' -6" AB BY BUILDING SUPPLIER SEE BLDG. DRAWINGS FOR COLUMN BASE PLATE & ANCHORAGE DETAILS r EXIST. PAVEMENT CITY OF�KWILA NOV 9 1999 PERMIT CENTER KENWORTH 'TRUCK COMPANY MANUFACTURING ENGINEERING SUPPORT WEST END CANOPY — AREA 18 FOUNDATION PUN & SECTIONS REV /a\ REV DATE BY APP'D REVISIONS DESCRIPTION REV DATE BY APP'D o mess: r REVISIONS DESCRIPTION ISSUE FOR PONE' REV DATE BY APP'D PRELIMINARY ISSUE SCALE AS NOTED DRALLN BY DNG OU(D BY ENGINEER BY MO DAY as as rR I» 99 ENG DICD BY DALE 11/9/99 PROJECT 99 -10617 05 SM CRAVING NUMBER 10617 -52 I Harris Group Inc. i 1' -6" DRAWING N0. TITLE 24'—g 3/4" VERIFY NOTES: 1. LOCATION OF LINE 7W INCONSISTENT ON EXIST DWGS. ASSUMED 2' -1/2" EAST OF BUILDING EDGE. ei(9 D CANOPY FOUNDATION PLAN SCALE: 1/8"=1 REV DATE BY APP REVISIONS DESCRIPTION REV 0 ANCHORAGE ASSEMBLY PER METAL BUILDING MFR TYP. 4 PLCS. DATE 11/1/N BY JIP APP'D REVISIONS DESCRIPTION 1' -6" 0 5 ISSUE F T/c@ 5T U011a REV DATE .4' -2 1/2" BY EXIST. COLUMN LINE SEE NOTE 1 SHORE AS REQUIRED AT EXISTING BUILDING APP'D MATCH EXIST. W/ NEW PAVING COMPACT BACKFILL TO 95% EXIST. PAVEMENT #6's ®9 "OCT &B EVERY OTHER BAR I I PRELIMINARY ISSUE CO CV 1" GROUT 1 SECTION SCALE: 3/8 " =1'— SCALE: AS N01ED DRAIN BY BAG 01K0 BY E MEEK BY ENG QK"0 BY PR0.ECT DNJ 1410 RI& 11/9/99 99 -10617 4'— MO DO 11 D6 1 1 : O A 1 1 fl — ) 6' 0" DAY OR 06 00 06 DRAWING NO. CONSTRUCTION NOTES: A. GENERAL 1. GOVERNING CODE: 1997 UNIFORM BUILDING CODE (UBC). ADDITIONAL CODES AND SPECIFICATIONS GOVERNING THIS WORK ARE INCLUDED IN THESE NOTES. 2. SITE DESCRIPTION: WORK WILL BE IN AN EXISTING BUILDING. COORDINATE WORK WIN ONGOING OPERATIONS TO MINIMIZE DISRUPTIONS. 3. FIELD VERIFICATION: FIELD VERIFY EXISTING DIMENSIONS, ELEVATIONS, AND DETAILS PRIOR TO FABRICATION OR CONSTRUCTION. DIMENSIONS, ELEVATIONS, AND DETAILS OF EXISTING STRUCTURES DESIGNATED BY (REF) ARE INCLUDED FOR REFERENCE ONLY AND MAY NOT REFLECT ACTUAL FIELD CONDITIONS. NOTIFY OWNER OF DISCREPANCIES OR OMISSIONS BEFORE SHOP DRAWING SUBMITTALS. 4. SUBSTITUTIONS (SUBJECT TO APPROVAL BY OWNER): SUBMIT SUBST1TU11ONS FOR SPECIFIED PRODUCTS PRIOR TO BID. INCLUDE DOCUMENTATION SATISFACTORY TO OWNER THAT SUBSTITUTION IS EQUAL OR BETTER THAN SPECIFIED PRODUCT. 5. SHOP DRAWING SUBMITTALS: SUBMIT TWO PRINTS OF SHOP DRAWINGS FOR REVIEW BEFORE FABRICATION. 6. TEMPORARY CONSTRUCTION: PROTECT EXISTING FACILITIES AFFECTED BY THE WORK. PROVIDE TEMPORARY BRACING AND SHORING TO PERFORM THE WORK. B. DESIGN LOADS: 1. WIND: 80 MPH, EXPOSURE B (UBC) 2. SEISMIC: ZONE 3 (UBC) 3. SNOW: 25 PSF ROOF LOAD C. STRUCTURAL AND MISCELLANEOUS STEEL 1. CONFORM WITH THE FOLLOWING ADDITIONAL CODES AND SPECIFICATIONS: a. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, AISC, 1989 b. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AISC, 1986 c. STRUCTURAL WELDING CODE - STEEL, AWS D1.1 2. MATERIALS: a. SHAPES, PLATES, AND BARS: ASTM A 36 TYPICAL UNLESS NOTED OTHEfE. IATERIAL NOTED AS GR. 50 SHALL CONFORM TO ASTM .A572 GR. 50, OR ASTM A992. b. PIPES: ASTM A 53, TYPE E OR S, GRADE B c. TUBES: ASTM A 500, GRADE B 3. BOLTING & THREADED FASTENERS: a. BOLTS: ASTM A 325 -N, USE 3/4" DIA UNLESS OTHERWISE NOTED. b. THREADED RODS, ASTM A36 4. WELDING: a. ALL WELDING SHALL BE PERFORMED BY "WABO" CERTIFIED WLEDERS. b. WELDING ELECTRODES SHALL BE E70XX, LOW HYDROGEN, UNLESS NOTED OTHERWISE. c. FILLET WELDS SHALL BE INSPECTED BY VISUAL INSPECTION. d. ALL FULL PENETRATION WELDS SHALL BE INSPECTED BY ULTRASONIC MEANS. 5. SUBMIT DETAILED SHOP DRAWINGS TO THE OWNER FOR REVIEW. FABRICATE USING REVIEWED SHOP DRAWINGS. 6. COMPLETE JOINT PENETRATION WELDS WILL REQUIRE SPECIAL INSPECTION. D. ANCHOR BOLTS:: 1. ADHESIVE ANCHORS: HAS THREADED ROD, SET IN HIT HY -150 ADHESIVE AS MANUFACTURED BY HIL11. 2. EXPANSION ANCHORS: KWIK -BOLT II BY HILTI, TYPE 316 STAINLESS STEEL. -mo. ∎� Iry A &_- �vi tr� �■I dir � , , :.s. 1 REV DATE BY APP TITLE REVISIONS 3. UNLESS OTHERWISE NOTED ANCHOR BOLTS SHALL CONFORM TO ASTM A307 GRADE A OR SHALL BE FABRICATED FROM ASTM A36 STEEL AND PROVIDED WITH HEAVY HEX NUTS AND HEX HEADS. DO NOT WELD NUTS TO BOLTS. 4. NUTS: ASTM A 563, GRADE A 5. WASHERS: a. FLAT WASHERS: ANSI B18.22.1, ASTM A 36 MATERIAL b. PLATE OR CUT WASHERS: ASTM A 36 E. CONCRETE: 1. CONFORM WITH THE FOLLOWING ADDITIONAL CODES AND SPECIFICATIONS: a. SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 301 -89 b. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318 -89 c. MANUAL OF STANDARD PRACTICE, CRSI, 1990 EDITION 2. MIX DESIGN SUBMITTALS: SUBMIT A COPY OF MIX DESIGN RECORD TO OWNER FOR REVIEW. DO NOT MODIFY MIX AFTER REVIEW INCLUDING PUMPING. DO NOT USE CALCIUM CHORIDE OR ADMIXTURES CONTAINING CHLORIDE IONS. a. CEMENT: ASTM C 150, TYPE I -II OR II, MINIMUM 6 SACKS PER CUBIC YARD b. WATER: DRINKABLE c. AGGREGATE: ASTM C 33 d. FLYASH: ASTM C 618 TYPE F, MAX. 1% LOSS ON IGNITION MAXIMUM 15% CEMENT REPLACEMENT e. AIR ENTRAINMENT: NO ADDITIONAL AIR ENTRAINMENT f. WATER- REDUCER: ASTM C 494, TYPE A, D, F, OR G 3. MIX DESIGN REQUIREMENTS: INCLUDE FREE MOISTURE FROM SAND AND AGGREGATES IN WATER TO CEMENT (W /C) RATIOS. EXPECTED SLUMPS ARE FOR MIXES WITHOUT A HIGH -RANGE WATER REDUCER (HRWR). a. FOUNDATIONS & EQUIPMENT PADS: MINIMUM 28 DAY COMPRESSIVE STRENGTH: 3000 PSI MAXIMUM W/C RATIO: 0.45 MAXIMUM AGGREGATE SIZE: AT FOUNDATIONS: 1-1/2 INCHES AT EQUIPMENT PADS: 3/4 INCH EXPECTED SLUMP AT PLACEMENT POINT: 3 TO 4 INCHES 4. NOTIFY OWNER AT LEAST 3 DAYS BEFORE EACH CONCRETE POUR. ASSIST OWNER IN OBTAINING CONCRETE FOR TESTING. FOUR TEST CYLINDERS SHALL BE MADE FOR EVERY 50 C.Y. OF CONCRETE POURED. THEY SHALL BE TESTED IN ACCORDANCE WITH ASTM C39 BY A TESTING LAB APPOINTED BY THE OWNER. 5. FORMWORK: TREAT WITH MINERAL OIL OR LEAVE UNTREATED WITH WATER- SOLUBLE FORM RELEASE AGENTS. DO NOT USE FORMWORK WITH PETROLEUM -BASED OILS. 6. CONCRETE FINISH: a. SLABS AND EXPOSED HORIZONTAL SURFACES: LIGHT BROOM FINISH, IN THE DIRECTION OF FLOOR SLOPE, AFTER TROWELING b. CONCRETE TO RECEIVE GROUT OR CONCRETE: ROUGH FINISH WITH 1/4 INCH AMPLITUDE c. ALL OTHERS: SMOOTH FORM FINISH (FILL AIR BUBBLES AND INDENTATIONS) OR TROWELLED FINISH 7. PROVIDE MOIST CURING FOR MINIMUM 7 DAYS. OBTAIN OWNER'S WRITTEN AUTHORIZATION TO USE CURING COMPOUNDS IN PLACE OF WATERING. 8. REINFORCING STEEL: a. LONGITUDINAL REINFORCEMENT FOR ALL NEW COLUMNS, BEAMS AND GIRDERS SHALL CONFORM TO ASTM A706 OR ASTM A615 GRADE 60 MEETING THE YIELD AND ULTIMATE STRENGTH REQUIREMENTS OF UBC 1921.2.5.1. ALL OTHER REINFORCEMENT SHALL CONFORM TO ASTM A615 GRADE 60, DEFORMED. DATE BY APP'D REVISIONS DESCRIPTION o 1/!M ,UP ISSUED FOR PERMT /COMSTRICTIDM REV DATE BY APP'D PREUVWARY ISSUE BAR SIZE 4 5 6 7 8 9 10 11 F. GROUT: 1. PRECISION GROUT: MASTERFLO A GENERAL CONSTRUCTION GRO SCALE MIS DRAWN BY OK/ DNYG CINCD BY PROJECT NIL 99 -10617 AP LEN Ib as as DAY 02 as , ENGINEER BY PM M a 55 ENC GuCD Br PIS OS OS IS OATE 11/9/99 8. REINFORCING STEEL (CONTINUED): b. PROVIDE MILL TESTS SHOWING CONFORMANCE TO UBC 1921.2.5. ASTM A615 REINFORCEMENT IS USED IN UEU OF ASTM A706 A SUBMIT MILL TESTS FOR OTHER REINFORCEMENT SHOWING CONF IF REQUESTED BY OWNER. SUBMIT SHOP DRAWINGS CONFORMING TO ACI 315 FOR REVIEW c. DETAIL CLOSED HOOPS AND TIES CONFORMING TO AC1318 CHAPTER 21 UNLESS SPECIFICALLY SHOWN OTHERWISE. INSTALL REINFORCING STEEL PER REVIEWED DRAWINGS. 9. PROVIDE THE FOLLOWING CONCRETE COVER AT REINFORCING STEEL UNLESS OTHERWISE SHOWN: a. FORMED SURFACES: 2 INCHES b. ELEVATED SLABS (TOP AND BOTTOM): 2 INCHES c. CONCRETE CAST AGAINST EARTH: 3 INCHES 10. DO NOT WELD REINFORCING STEEL. REPLACE REINFORCING STEEL WHEN AN ARC IS CREATED BETWEEN IT AND A WELDING ELECTROE 11. LAP SPLICES: SPLICE 50% MAXIMUM OF REINFORCING STEEL AT ANY LOCATION UNLESS OTHERWISE SHOWN. STAGGER ALTERN. BAR SPLICES BY ONE SPUCE LENGTH MINIMUM. USE CLASS B LA SPLICES OR THE FOLLOWING LAP SPUCES UNLESS OTHERWISE SHC TH (INCHES) 24 30 40 54 72 90 114 140 12. REINFORCING CHAIRS, SUPPORTS, AND SPACERS: ALL- PLASTIC OR EPDXY - COATED WITH PRE - MOLDED PLASTIC T1PS. PROVIDE CHAIRS AND SUPPORTS AT INTERVALS LESS THAN 4 FEET ON CE 13. THE PLACEMENT OF REINFORCEMENT AND CONCRETE AT THE MOI FRAMES (COLUMNS, BEAMS & JOINTS) SHALL BE INSPECTED BY SPECIALLY QUAUFIED INSPECTOR PER UBC 1921.9 W 928 BY MASTER BUILDERS. 2. GENERAL CONSTRUCTION GROUT: SET GROUT BY MASTER BUILDE UT TO BE USED FOR PUMP BASE DRAWING NUMBER RECEM CflYOFTU NOV - 9 PERMRCEN Ha KENVIORTH ,RUCK CO MANUFAClURING EN6INEEIRII VEST END CA/101 GENERAL NOT 10617 -S1 )N NOTES: UNIFORM BUILDING CODE (UBC). ADDITIONAL CODES RNING THIS WORK ARE INCLUDED IN THESE NOTES. WILL BE IN AN EXISTING BUILDING. COORDINATE 2A11ONS TO MINIMIZE DISRUPTIONS. D VERIFY EXISTING DIMENSIONS, ELEVATIONS, AND ARRON OR CONSTRUCTION. DIMENSIONS, ELEVATIONS, STRUCTURES DESIGNATED BY (REF) ARE INCLUDED ) MAY NOT REFLECT ACTUAL FIELD CONDITIONS. DANCES OR OMISSIONS BEFORE SHOP DRAWING TO APPROVAL BY OWNER): SUBMIT SUBSTITUTIONS PRIOR TO BID. INCLUDE DOCUMENTATION THAT SUBSTITUTION IS EQUAL OR BEI ILK THAN S: SUBMIT TWO PRINTS OF SHOP DRAWINGS FOR ON. 4: PROTECT EXISTING FACIUTIES AFFECTED BY THE RY BRACING AND SHORING TO PERFORM THE WORK. RE B (UBC) IAD ;CELLANEOUS STEEL WING ADDITIONAL CODES AND SPECIFICATIONS: 2UCTURAL STEEL BUILDINGS, AISC, 1989 RACTICE FOR STEEL BUILDINGS AND BRIDGES, AISC, 1986 CODE — STEEL, AWS D1.1 BARS: ASTM A 36 TYPICAL UNLESS NOTED AL NOTED AS GR. 50 SHALL CONFORM 50, OR ASTM A992. YPE E OR S, GRADE B GRADE B ,TENERS: N, USE 3/4' DIA UNLESS OTHERWISE NOTED. A36 : PERFORMED BY - WABO' CERTIFIED WLEDERS. HALL BE E70XX, LOW HYDROGEN, UNLESS INSPECTED BY VISUAL INSPECTION. WELDS SHALL BE INSPECTED BY ULTRASONIC MEANS. AWINGS TO THE OWNER FOR REVIEW. ) SHOP DRAWINGS. ION WELDS WILL REQUIRE SPECIAL INSPECTION. THREADED ROD, SET IN HIT HY -150 ADHESIVE AS 1K —BOLT II BY HILT)., TYPE 316 STAINLESS STEEL REVISIONS o - \t,nnt 3. UNLESS OTHERWISE NOTED ANCHOR BOLTS SHALL CONFORM TO ASTM A307 GRADE A OR SHALL BE FABRICATED FROM ASTM A36 STEEL AND PROVIDED WITH HEAVY HEX NUTS AND HEX HEADS. DO NOT WELD NUTS TO BOLTS. 4. NUTS: ASTM A 563, GRADE A 5. WASHERS: a. FLAT WASHERS: ANSI B18.2S1 A AS 6A 36 MATERIAL b. PLATE OR CUT WASHERS: A E. CONCRETE: 1. CONFORM WITH THE FOLLOWING ADDITIONAL CODES AND SPECIFICATIONS: a. SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 301 -89 b. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318 -89 c. MANUAL OF STANDARD PRACTICE, CRSI, 1990 EDITION 2. MIX DESIGN SUBMITTALS: SUBMIT A COPY OF MIX DESIGN RECORD TO OWNER FOR REVIEW. DO NOT MODIFY MIX AFTER REVIEW INCLUDING PUMPING. DO NOT USE CALCIUM CHORIDE OR ADMIXTURES CONTAINING CHLORIDE IONS. a. CEMENT: ASTM C 150, TYPE I —II OR II, MINIMUM 6 SACKS PER CUBIC YARD b. WATER: DRINKABLE c. AGGREGATE: ASTM C d. FLYASH: ASTM C 618 TYPE F MAX. 1% LOSS ON IGNITION MAXIMUM 15% CEMENT REPLACEMENT e. AIR ENTRAINMENT: NO ADDITIONAL AIR ENTRAINMENT f. WATER— REDUCER: ASTM C 494, TYPE A, D, F, OR G 3. MIX DESIGN REQUIREMENTS: INCLUDE FREE MOISTURE FROM SAND AND AGGREGATES IN WATER TO CEMENT (W /C) RATIOS. EXPECTED SLUMPS ARE FOR MIXES WITHOUT A HIGH —RANGE WATER REDUCER (HRWR). 0. FOUNDATIONS & EQUIPMENT PADS: MINIMUM 28 DAY COMPRESSIVE STRENGTH: 3000 PSI MAXIMUM W/C RATIO: 0.45 MAXIMUM AGGREGATE SIZE: AT FOUNDATIONS: 1-1/2 INCHES AT EQUIPMENT PADS: 3/4 INCH EXPECTED SLUMP AT PLACEMENT POINT: 3 TO 4 INCHES 4. NOTIFY OWNER AT LEAST 3 DAYS BEFORE EACH CONCRETE POUR. ASSIST OWNER IN OBTAINING CONCRETE FOR TESTING. FOUR TEST CYLINDERS SHALL BE MADE FOR EVERY 50 C.Y. OF CONCRETE POURED. THEY SHALL BE TESTED IN ACCORDANCE WITH ASTM C39 BY A TESTING LAB APPOINTED BY THE OWNER. 5. FORMWORK: TREAT WITH MINERAL OIL OR LEAVE UNTREATED WITH WATER — SOLUBLE FORM RELEASE AGENTS. DO NOT USE FORMWORK WITH PETROLEUM —BASED OILS. 6. CONCRETE FINISH: a. SLABS AND EXPOSED HORIZONTAL SURFACES: LIGHT BROOM FINISH, IN THE DIRECTION OF FLOOR SLOPE, AFTER TROWELING b. CONCRETE TO RECEIVE GROUT OR CONCRETE: ROUGH FINISH WITH 1/4 INCH AMPLITUDE c. ALL OTHERS: SMOOTH FORM FINISH (FILL AIR BUBBLES AND INDENTATIONS) OR TROWELLED FINISH 7. PROVIDE MOIST CURING FOR MINIMUM 7 DAYS. OBTAIN OWNER'S WRITTEN AUTHORIZATION TO USE CURING COMPOUNDS IN PLACE OF WATERING. 8. REINFORCING STEEL: a. LONGITUDINAL REINFORCEMENT FOR ALL NEW COLUMNS, BEAMS AND GIRDERS SHALL CONFORM TO ASTM A706 OR ASTM A615 GRADE 60 MEETING THE YIELD AND ULTIMATE STRENGTH REQUIREMENTS OF UBC 1921.2.5.1. ALL OTHER REINFORCEMENT SHALL CONFORM TO ASTM A615 GRADE 60, DEFORMED. DATE BY APP'D DESCRIPTION REV DATE BY JF APP'D REVISIONS DESCRIPTION EMED FOR Pearm /CONStRUC ow R EV DATE BY AP P'D PREL!NINARY ISSUE 8. REINFORCING STEEL (CONTINUED): b. PROVIDE MILL TESTS SHOWING CONFORMANCE TO UBC 1921.2.5.1 WHERE ASTM A615 REINFORCEMENT CITRECEIVED TUu NOV T PERMIT CENTER DRAWING INDEX DWG NO. DRAWING 'TITLE REV DATE GENERAL 10617 -G1 COVER SHEET AND DRAWING INDEX 0 11/09/99 STRUCTURAL 10617 -S1 GENERAL NOTES 0 11/09/99 10617 -S2 FOUNDATION PLAN & SECTIONS 0 11/09/99 Dcf gsp VICINITY MAP REV DATE BY KENWORTH TRUCK COMPANY 8801 EAST MARGINAL WAY SOUTH TUKWILA, WA 98108 Tel (206) 626-4862 Fax (206) 767-8577 s X REV n co DATE n bIan BY VD APPS w CJI 0 w LX REVISIONS ALIGNMENT BUILDING DESCRPDON 60' CLEAR nA 1n N N IV 1500' +/- MAINT'I MANUFACTURING PLANT NEW WEST END CANOPY i 75'x52' 1055' +/- I\ APO'7 SITE PLAN SCALE: 1' = 200' ( oRR'NMAPv ■SSI IS CAFETERIA CODE SUMMARY BUILDING CODE OCCUPANCY GROUP CONSTRUCTION TYPE - FLOOR AREA BUILDING HEIGHT STORIES - ACCESSIBILITY REQUIREMENTS -- FIRE PROTECTION INTERIOR WALLS - STRUCTURAL FRAME FLOORS 1997 UNIFORM BUILDING CODE F -1 IIN 3900 SF 18 FEET ONE NOT AFFECTED SPRINKLERS NONE STEEL SLAB ON GRADE SCALE MD CHILD BY ■G.IE:13 BY ERG CNKTI BY RIL 7 PM oe RIL 7 23 0, WYM BY DHJ 7ROJECT 0105 1 99 -10617 ENGINEERING & OFFICE BLDG. 543' +/- 110 DAY YR 06 01 99 KENWORTH TRUCK COMPANY MANUFACTURING ENGINEERING SUPPORT WEST END CANOPY DRAINING NUMBER X COVER SHEET AND DRAWING INDEX 10617 -G1 ENTRANCE RECEIVED CITY OF TUKWILA NOV - 9 1999 PERMIT CENTER ENTRANCE Harris Group Inc. REN DRAWING INDEX DWG NO. DRAWING TITLE REV DATE GENERAL 10617 -G1 COVER SHEET AND DRAWING INDEX 0 11/09/99 STRUCTURAL 10617 -S1 GENERAL NOTES 0 11/09/99 10617 -S2 _ FOUNDATION PLAN & SECTIONS 0 11/09/99 SW 108th SW SW 128 SW 1 PROJECT SITE th SW 152n U) Q VICINITY MAP Wy S . a 3 143rd ` Bangor 5 SCALE: NONE DRAWING NO. REVISIONS REV DATE DESCRIPTION BY APPD KENWORTH TRUCK COMPANY 8801 EAST MARGINAL WAY SOUTH TUKWILA, WA 98108 Tel (206) 626-4862 Fax (206) 767-8577 REVISIONS REV DATE BY APPD w O w ALIGNMENT BUILDING DESCRIPDON 60' CLEAR to N N 1500' +/— MAINT NEW WEST END CANOPY SITE PLAN SCALE: 1 = 200' CAFE ItRIA BUILDING CODE - -- OCCUPANCY GROUP CONSTRUCTION TYPE FLOOR AREA BUILDING HEIGHT STORIES - ACCESSIBILITY REQUI FIRE PROTECTION INTERIOR WALLS - STRUCTURAL FRAME FLOORS - SCALE NTS )1AWN SY NIGCN(DBY FO ENGMESR3Y P1 ENG cam tAi BY j( ( � , PRCLECT oru C d ASO ce 7 DATE 11/9/99 n 'Jr �CC1 ICT1 CM QUINT 00S nAT AV APP eq. • •NNAPV +CCI'C 99 -10617 C .1 • 24' -9 3/4" VERIFY NOTES: 1. LOCATION OF LINE 7W INCONSISTENT ON EXIST DWGS. ASSUMED 2' -1/2" EAST OF BUILDING EDGE. 24'–g 3/4" VERIFY ANCHORAGE ASSEMBLY PER METAL BUILDING MFR TYP. 4 PLCS. CANOPY FOUNDATION PLAN SCALE: 1/8"=1'--.0" 1' -6" ExP/A€.6 EXIST. COLUMN LINE SEE NOTE 1 4' - 1 /2" SHORE AS REQUIRED AT EXISTING BUILDING 1" GROUT MATCH EXIST. W/ NEW PAVING COMPACT BACKFILL TO 95% EXIST. PAVEMENT — c0 lV #6's ®9 "OCT &B EVERY OTHER BAR I 11' -6' 4' -0' 4' -6" SECTION SCALE: 3/8 " =1' -0" S2 AB BY BUILDING SUPPLIER SEE BLDG. DRAWINGS FOR COLUMN BASE PLATE & ANCHORAGE DETAILS EXIST. PAVEMENT (6) #8's T & B JED e , 311 OF TUKWILA NOV -y 1999 PERMIT CENTER REV DATE BY APP 'D REVISIONS DESCRIPTION REV DATE BY APP'D O AP REVISIONS DESCRIPTION ISSUE FOR PERYT/COIISIRICiION REV DATE BY APP'D PRELIMINARY ISSUE SCALE: AS NOTED DRAWN BY ONO CNKD BY ENGINEER BY NE DNJ ENG 0HC0 BY RI& 11 OS 9Y ; DA PROJECT 11/9/99 99 -10617 CRANING NUMBER 10617 —S2 Harris Group Inc. KENWORTH 1RUCIK COMPANY MANUFACTURING ENGINEERING SUPPORT WEST END CANOPY — AREA 18 FOUNDA11CN PLAN & SECTIONS IREV/\ DRANING NO. 1' -6" T TIE NOTES: 1. LOCATION OF LINE 7W INCONSISTENT ON EXIST DWGS. ASSUMED 2' -1/2" EAST OF BUILDING EDGE. REVISIONS • REV 24' -9 3/4" VERIFY DATE BY APP'D q q 4Lo5: EIP/AE4 41E_ CANOPY FOUNDATION PLAN SCALE: 1/8"=1'--0" DESCRIPTION REV 0 ANCHORAGE ASSEMBLY PER METAL BUILDING MFR TYP. 4 PLCS. DATE BY JUP 24'-g 3/4" APP'D VERIFY REVISIONS DESCR ON 1' -6" ISSUE FOR PERMIT /CONSTRucm. REV DATE BY EXIST. COLUMN LINE SEE NOTE 1 .,4' - 2 1/2" SHORE AS REQUIRED AT EXISTING BUILDING APP'D 1" GROUT MATCH EXIST. W/ NEW PAVING COMPACT BACKFILL TO 95% EXIST. PAVEMENT EVERY OTHER BAR 1V-6" 4' -0" PRELIMINARY ISSUE SECTION SCALE: 3/8 " =1' -0" SCALE AS NOTED YO TAY DRAMs BY DWG Of/CD BY ENQNEER BY ENG 04(0 aY DHJ NJC NJC RI& APPRD�fD DAIS PRO.ECT 11/9/99 99 -10617 11 at 09 DO 00 00 CONSTRUCTION NOTES: REVISIONS DESCRIPTION DRAWING NO. TITLE REV DATE BY APP REV DATE BY 0 n/BM APP REVISIONS DESCRIPTION ISSUED FOR PERIIT/CONS1RUCTION REV DATE RY APP PRELIMINARY ISSUE SCALE Ins DRAWN BY DUG CRCO BY MIL ENGINEER BY R/ ENG Deco BY aNr PIA ND as as as as A. GENERAL 1. GOVERNING CODE: 1997 UNIFORM BUILDING CODE (UBC). ADDITIONAL CODES AND SPECIFICATIONS GOVERNING THIS WORK ARE INCLUDED IN THESE NOTES. 2. SITE DESCRIPTION: WORK WILL BE IN AN EXISTING BUILDING. COORDINATE WORK WITH ONGOING OPERATIONS TO MINIMIZE DISRUPTIONS. 3. FIELD VERIFICATION: FIELD VERIFY EXISTING DIMENSIONS, ELEVATIONS, AND DETAILS PRIOR TO FABRICATION OR CONSTRUCTION. DIMENSIONS, ELEVATIONS, AND DETAILS OF EXISTING STRUCTURES DESIGNATED BY (REF) ARE INCLUDED FOR REFERENCE ONLY AND MAY NOT REFLECT ACTUAL FIELD CONDITIONS. NOTIFY OWNER OF DISCREPANCIES OR OMISSIONS BEFORE SHOP DRAWING SUBMITTALS. 4. SUBSTITUTIONS (SUBJECT TO APPROVAL BY OWNER): SUBMIT SUBSTITUTIONS FOR SPECIFIED PRODUCTS PRIOR TO BID. INCLUDE DOCUMENTATION SATISFACTORY TO OWNER THAT SUBSTITUTION IS EQUAL OR BETTER THAN SPECIFIED PRODUCT. 5. SHOP DRAWING SUBMITTALS: SUBMIT TWO PRINTS OF SHOP DRAWINGS FOR REVIEW BEFORE FABRICATION. 6. TEMPORARY CONSTRUCTION: PROTECT EXISTING FACILITIES AFFECTED BY THE WORK. PROVIDE TEMPORARY BRACING AND SHORING TO PERFORM THE WORK. B. DESIGN LOADS: 1. WIND: 80 MPH, EXPOSURE B (UBC) 2. SEISMIC: ZONE 3 (UBC) 3. SNOW: 25 PSF ROOF LOAD C. STRUCTURAL AND MISCELLANEOUS STEEL 1. CONFORM WITH THE FOLLOWING ADDITIONAL CODES AND SPECIFICATIONS: a. SPECIFICATION FOR STRUCTURAL STEEL BUILDINGS, AISC, 1989 b. CODE OF STANDARD PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AISC, 1986 c. STRUCTURAL WELDING CODE - STEEL AWS D1.1 2. MATERIALS: a. SHAPES, PLATES, AND BARS: ASTM A 36 TYPICAL UNLESS NOTED OTHERWISE. MATERIAL NOTED AS GR. 50 SHALL CONFORM TO ASTM A572 GR. 50, OR ASTM A992. b. PIPES: ASTM A 53, TYPE E OR S, GRADE B c. TUBES: ASTM A 500, GRADE B 3. BOLTING & THREADED FASTENERS: a• BOLTS: ASTM A 325 -N, USE 3/4" DIA UNLESS OTHERWISE NOTED. b. THREADED RODS, ASTM A36 4. WELDING: a. ALL WELDING SHALL BE PERFORMED BY "WABO" CERTIFIED WEEDERS. b. WELDING ELECTRODES SHALL BE E70XX, LOW HYDROGEN, UNLESS NOTED OTHERWISE. c. FILLET WELDS SHALL BE INSPECTED BY VISUAL INSPECTION. d. ALL FULL PENETRATION WELDS SHALL BE INSPECTED BY ULTRASONIC MEANS. 5. SUBMIT DETAILED SHOP DRAWINGS TO THE OWNER FOR REVIEW. FABRICATE USING REVIEWED SHOP DRAWINGS. 6. COMPLETE JOINT PENETRATION WELDS WILL REQUIRE SPECIAL INSPECTION. D. ANCHOR BOLTS:: 1. ADHESIVE ANCHORS: HAS THREADED ROD, SET IN HIT HY -150 ADHESIVE AS MANUFACTURED BY HILTI. 2. EXPANSION ANCHORS: KWIK -BOLT II BY HILT1, TYPE 316 STAINLESS STEEL Ras O 3. UNLESS OTHERWISE NOTED ANCHOR BOLTS SHALL CONFORM TO ASTM A307 GRADE "A" OR SHALL BE FABRICATED FROM ASTM A36 STEEL AND PROVIDED WITH HEAVY HEX NUTS AND HEX HEADS. DO NOT WELD NUTS TO BOLTS. 4. NUTS: ASTM A 563, GRADE A 5. WASHERS: a. FLAT WASHERS: ANSI B18.22.1, ASTM A 36 MATERIAL b. PLATE OR CUT WASHERS: ASTM A 36 CONCRETE: CONFORM WITH THE FOLLOWING ADDITIONAL CODES AND SPECIFICATIONS: a. SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 301 -89 b. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318 -89 c. MANUAL OF STANDARD PRACTICE, CRSI, 1990 EDITION 2. MIX DESIGN SUBMITTALS: SUBMIT A COPY OF MIX DESIGN RECORD TO OWNER FOR REVIEW. DO NOT MODIFY MIX AFTER REVIEW INCLUDING PUMPING. DO NOT USE CALCIUM CHORIDE OR ADMIXTURES CONTAINING CHLORIDE IONS. a. CEMENT: ASTM C 150, TYPE I -II OR II, MINIMUM 6 SACKS PER CUBIC YARD b. WATER: DRINKABLE c. AGGREGATE: ASTM C 33 d. FLYASH: ASTM C 618 TYPE F, MAX. 1% LOSS ON IGNITION MAXIMUM 15% CEMENT REPLACEMENT e. AIR ENTRAINMENT: NO ADDITIONAL AIR ENTRAINMENT f. WATER- REDUCER: ASTM C 494, TYPE A, D, F, OR G 3. MIX DESIGN REQUIREMENTS: INCLUDE FREE MOISTURE FROM SAND AND AGGREGATES IN WATER TO CEMENT (W /C) RATIOS. EXPECTED SLUMPS ARE FOR MIXES WITHOUT A HIGH -RANGE WATER REDUCER (HRWR). a. FOUNDATIONS & EQUIPMENT PADS: MINIMUM 28 DAY COMPRESSIVE STRENGTH: 3000 PSI MAXIMUM W/C RATIO: 0.45 MAXIMUM AGGREGATE SIZE: AT FOUNDATIONS: 1-1/2 INCHES AT EQUIPMENT PADS: 3/4 INCH EXPECTED SLUMP AT PLACEMENT POINT: 3 TO 4 INCHES 4. NOTIFY OWNER AT LEAST 3 DAYS BEFORE EACH CONCRETE POUR. ASSIST OWNER IN OBTAINING CONCRETE FOR TESTING. FOUR TEST CYLINDERS SHALL BE MADE FOR EVERY 50 C.Y. OF CONCRETE POURED. THEY SHALL BE TESTED IN ACCORDANCE WITH ASTM C39 BY A TESTING LAB APPOINTED BY THE OWNER. 5. FORMWORK: TREAT WITH MINERAL OIL OR LEAVE UNTREATED WITH WATER- SOLUBLE FORM RELEASE AGENTS. DO NOT USE FORMWORK WITH PETROLEUM -BASED OILS. E. 1. 6. CONCRETE FINISH: a. SLABS AND EXPOSED HORIZONTAL SURFACES: LIGHT BROOM FINISH, IN THE DIRECTION OF FLOOR SLOPE, AFTER TROWELING b. CONCRETE TO RECEIVE GROUT OR CONCRETE: ROUGH FINISH WITH 1/4 INCH AMPLITUDE c. ALL OTHERS: SMOOTH FORM FINISH (FILL AIR BUBBLES AND INDENTATIONS) OR TROWELLED FINISH 7. PROVIDE MOIST CURING FOR MINIMUM 7 DAYS. OBTAIN OWNER'S WRITTEN AUTHORIZATION TO USE CURING COMPOUNDS IN PLACE OF WATERING. 8. REINFORCING STEEL: a. LONGITUDINAL REINFORCEMENT FOR ALL NEW COLUMNS, BEAMS AND GIRDERS SHALL CONFORM TO ASTM A706 OR ASTM A615 GRADE 60 MEETING THE YIELD AND ULTIMATE STRENGTH REQUIREMENTS OF UBC 1921.2.5.1. ALL OTHER REINFORCEMENT SHALL CONFORM TO ASTM A615 GRADE 60, DEFORMED. REINFORCING STEEL (CONTINUED): b. PROVIDE MILL TESTS SHOWING CONFORMANCE TO UBC 1921.2° ASTM A615 REINFORCEMENT IS USED IN LIEU OF ASTM A706 SUBMIT MILL TESTS FOR OTHER REINFORCEMENT SHOWING CON IF REQUESTED BY OWNER. • SUBMIT SHOP DRAWINGS CONFORMING TO ACI 315 FOR REVIEW c. DETAIL CLOSED HOOPS AND TIES CONFORMING TO ACI318 CHAPTER 21 UNLESS SPECIFICALLY SHOWN OTHERWISE INSTALL REINFORCING STEEL PER REVIEWED DRAWINGS. 9. PROVIDE THE FOLLOWING CONCRETE COVER AT REINFORCING STEEL UNLESS OTHERWISE SHOWN: a. FORMED SURFACES: 2 INCHES b. ELEVATED SLABS (TOP AND BOTTOM): 2 INCHES c. CONCRETE CAST AGAINST EARTH: 3 INCHES 10. DO NOT WELD REINFORCING STEEL REPLACE REINFORCING STEEL WHEN AN ARC IS CREATED BETWEEN IT AND A WELDING ELECTROI 11. LAP SPLICES: SPUCE 50% MAXIMUM OF REINFORCING STEEL AT ANY LOCATION UNLESS OTHERWISE SHOWN. STAGGER ALTERN BAR SPLICES BY ONE SPUCE LENGTH MINIMUM. USE CLASS B LI SPUCES OR THE FOLLOWING LAP SPUCES UNLESS OTHERWISE SW BAR SIZE 4 5 6 7 8 9 10 11 LAP LENGTH (INCHES) 24 30 40 54 72 90 114 140 12. REINFORCING CHAIRS, SUPPORTS, AND SPACERS: ALL- PLASTIC OR EPDXY - COATED WITH PRE - MOLDED PLASTIC TIPS. PROVIDE CHAIRS AND SUPPORTS AT INTERVALS LESS THAN 4 FEET ON CE 13. THE PLACEMENT OF REINFORCEMENT AND CONCRETE AT THE MON FRAMES (COLUMNS, BEAMS & JOINTS) SHALL BE INSPECTED BY SPECIALLY QUALIFIED INSPECTOR PER UBC 1921.9 F. GROUT: 1. PRECISION GROUT: MASTERFLOW 928 BY MASTER BUILDERS. 2. GENERAL CONSTRUCTION GROUT: SET GROUT BY MASTER BUILDE A GENERAL CONSTRUCTION GROUT TO BE USED FOR PUMP BASE` KENMORIH MCC a MANIFACTUR61P DOWER VEST DO CAM DRARNG MINBER GENERAL NOTE 10617 -S1 RECEIv CITY OF TU NOV - PERMITCE Hi ON NOTES: 7 UNIFORM BUILDING CODE (UBC). ADDITIONAL CODES VERNING THIS WORK ARE INCLUDED IN THESE NOTES. ZK WILL BE IN AN EXISTING BUILDING. COORDINATE ERATIONS TO MINIMIZE DISRUPTIONS. ID VERIFY EXISTING DIMENSIONS, ELEVATIONS, AND ICATION OR CONSTRUCTION. DIMENSIONS, ELEVATIONS, IG STRUCTURES DESIGNATED BY (REF) ARE INCLUDED ND MAY NOT REFLECT ACTUAL FIELD CONDITIONS. IEPANCIES OR OMISSIONS BEFORE SHOP DRAWING T TO APPROVAL BY OWNER): SUBMIT SUBSTITUTIONS S PRIOR TO BID. INCLUDE DOCUMENTATION R THAT SUBSTITUTION IS EQUAL OR BETTER THAN ALS: SUBMIT TWO PRINTS OF SHOP DRAWINGS FOR TION. ON: PROTECT EXISTING FACILITIES AFFECTED BY NE 2ARY BRACING AND SHORING TO PERFORM THE WORK. URE B (UBC) LOAD ISCELLANEOUS STEEL: LOWING ADDITIONAL CODES AND SPECIFICATIONS: ■TRUCTURAL STEEL BUILDINGS, AISC, 1989 PRACTICE FOR STEEL BUILDINGS AND BRIDGES, AISC, 1986 3 CODE — STEEL, AWS D1.1 D BARS: AS1M A 36 TYPICAL UNLESS NOTED RIAL NOTED AS GR. 50 SHALL CONFORM . 50, OR ASTM A992. TYPE E OR S, GRADE B D, GRADE B 4STENERS: 5 —N, USE 3/4" DIA UNLESS OTHERWISE NOTED. FM A36 BE PERFORMED BY "WABO' CERTIFIED WLEDERS. SHALL BE E70XX, LOW HYDROGEN, UNLESS BE INSPECTED BY VISUAL INSPECTION. )N WELDS SHALL BE INSPECTED BY ULTRASONIC MEANS. DRAWINGS TO THE OWNER FOR REVIEW. VIED SHOP DRAWINGS. ATTON WELDS WILL REQUIRE SPECIAL INSPECTION. S THREADED ROD, SET IN HIT HY -150 ADHESIVE AS KWIK —BOLT II BY HILTI, TYPE 316 STAINLESS STEEL gi Rai ocf*o 3. UNLESS OTHERWISE NOTED ANCHOR BOLTS SHALL CONFORM TO ASTM A307 GRADE "A" OR SHALL BE FABRICATED FROM ASTM A36 STEEL AND PROVIDED WITH HEAVY HEX NUTS AND HEX HEADS. DO NOT WELD NUTS TO BOLTS. 4. NUTS: ASTM A 563, GRADE A 5. WASHERS: a. FLAT WASHERS: ANSI B18.22.1, ASTM A 36 MATERIAL b. PLATE OR CUT WASHERS: ASTM A 36 CONCRETE: CONFORM WITH THE FOLLOWING ADDITIONAL CODES AND SPECIFICATIONS: a. SPECIFICATIONS FOR STRUCTURAL CONCRETE FOR BUILDINGS, ACI 301 -89 b. BUILDING CODE REQUIREMENTS FOR REINFORCED CONCRETE, ACI 318 -89 c. MANUAL OF STANDARD PRACTICE, CRSI, 1990 EDITION 2. MIX DESIGN SUBMITTALS: SUBMIT A COPY OF MIX DESIGN RECORD TO OWNER FOR REVIEW. DO NOT MODIFY MIX AFTER REVIEW INCLUDING PUMPING. DO NOT USE CALCIUM CHORIDE OR ADMIXTURES CONTAINING CHLORIDE IONS. a. CEMENT: ASTM C 150, TYPE I —II OR II, MINIMUM 6 SACKS PER CUBIC YARD b. WATER: DRINKABLE c. AGGREGATE: ASTM C 33 d. FLYASH: ASTM C 618 TYPE F, MAX. 1% LOSS ON IGNITION MAXIMUM 15% CEMENT REPLACEMENT e. AIR ENTRAINMENT: NO ADDITIONAL AIR ENTRAINMENT f. WATER— REDUCER: ASTM C 494, TYPE A, D, F, OR G 3. MIX DESIGN REQUIREMENTS: INCLUDE FREE MOISTURE FROM SAND AND AGGREGATES IN WATER TO CEMENT (W /C) RATIOS. EXPECTED SLUMPS ARE FOR MIXES WITHOUT A HIGH —RANGE WATER REDUCER (HRWR). a. FOUNDATIONS & EQUIPMENT PADS: MINIMUM 28 DAY COMPRESSIVE STRENGTH: 3000 PSI MAXIMUM W/C RATIO: 0.45 MAXIMUM AGGREGATE SIZE: AT FOUNDATIONS: 1-1/2 INCHES AT EQUIPMENT PADS: 3/4 INCH EXPECTED SLUMP AT PLACEMENT POINT: 3 TO 4 INCHES 4. NOTIFY OWNER AT LEAST 3 DAYS BEFORE EACH CONCRETE POUR. ASSIST OWNER IN OBTAINING CONCRETE FOR TESTING. FOUR TEST CYLINDERS SHALL BE MADE FOR EVERY 50 C.Y. OF CONCRETE POURED. THEY SHALL BE TESTED IN ACCORDANCE WIN ASTM C39 BY A TESTING LAB APPOINTED BY NE OWNER. 5. FORMWORK: TREAT WITH MINERAL OIL OR LEAVE UNTREATED WITH WATER — SOLUBLE FORM RELEASE AGENTS. DO NOT USE FORMWORK WITH PETROLEUM —BASED OILS. E. 1. 6. CONCRETE FINISH: a. SLABS AND EXPOSED HORIZONTAL SURFACES: LIGHT BROOM FINISH, IN THE DIRECTION OF FLOOR SLOPE, AFTER TROWELING b. CONCRETE TO RECEIVE GROUT OR CONCRETE: ROUGH FINISH WITH 1/4 INCH AMPLITUDE c. ALL OTHERS: SMOOTH FORM FINISH (FILL AIR BUBBLES AND INDENTATIONS) OR TROWELLED FINISH 7. PROVIDE MOIST CURING FOR MINIMUM 7 DAYS. OBTAIN OWNER'S WRITTEN AUTHORIZATION TO USE CURING COMPOUNDS IN PLACE OF WATERING. 8. REINFORCING STEEL: a. LONGITUDINAL REINFORCEMENT FOR ALL NEW COLUMNS, BEAMS AND GIRDERS SHALL CONFORM TO ASTM A706 OR ASTM A615 GRADE 60 MEETING THE YIELD AND ULTIMATE STRENGTH REQUIREMENTS OF UBC 1921.2.5.1. ALL OTHER REINFORCEMENT SHALL CONFORM TO ASTM A615 GRADE 60, DEFORMED. REINFORCING STEEL (CONTINUED): b. PROVIDE MILL TESTS GENERAL NOTES Harris Group Inc. KENINORTH TRUCK COMPANY MANUFACTURING ENGINEERING SUPPORT rev END CANOPY REV/ DRAWING INDEX DWG NO. DRAWING 11TLE REV DATE GENERAL 10617 -G1 COVER SHEET AND DRAWING INDEX 0 11/09/99 STRUCTURAL 10617 -S1 GENERAL NOTES 0 11/09/99 11/09Z99 10617 -S2 FOUNDATION PLAN & SECTIONS 0 =XP/PED b. KENWORTH TRUCK COMPANY 8801 EAST MARGINAL WAY SOUTH TUKWILA, WA 98108 Tel (206) 626-4862 Fax (206) 767-8577 n +.bMa VD w 0 w ALIGNMENT BUILDING 60' CLEAR it) N •MKT Cnq 7CDd MT , n.•■IC.p•n. InV qn� naTC qv aP.Pn 1500' +/- MAINT i 75'x52' MANUFACTURING PLANT NEW WEST END CANOPY 1055' +/- �\ SCALE: l • = 200' SITE PLAN N pqn nli4Gpv IG V IF TDqq 1 CAFETERIA ENGINEERING & OFFICE BLDG. 543' +/- CODE SUMMARY 1997 UNIFORM BUILDING CODE OCCUPANCY GROUP F -1 CONSTRUCTION TYPE IIN FLOOR AREA 3900 SF BUILDING HEIGHT 18 FEET STORIES BUILDING CODE ONE ACCESSIBILITY REQUIREMENTS -- NOT AFFECTED FIRE PROTECTION SPRINKLERS INTERIOR WALLS - NONE STRUCTURAL FRAME - - STEEL FLOORS SLAB ON GRADE REV DATE BY APPD DESCRIPTION REV DATE BY APPS DESORPTION 11/9/99 99 -10617 7 23 C6 01 06 7 23 KENWORTH TRUCK COMPANY MANUFACTURING ENGINEERING SUPPORT WEST END CANOPY COVER SHEET AND DRAWING INDEX DRAWING NURSER 10617 -G1 RECEIVED CRY OF TUKWILA N V - 9 iggs PERMIT CENTER c i TUVALA Harris Group Inc. REV DRAWING INDEX DWG NO. DRAWING TITLE REV DATE GENERAL 10617 —C1 COVER SHEET AND DRAWING INDEX 0 11/09/99 STRUCTURAL 0 0 10617 —S1 GENERAL NOTES 11/09/99 10617 —S2 FOUNDATION PLAN & SECTIONS 11/09/99 i ,Xf7PED SW 108th SW 116th SW 128 PROJECT SITE 4 SW SW 146th SW 152n Wy S Q t VICINITY MAP yon qa Bangor S 143rd SCALE: NONE DRAWMG NO. REV DATE BY REVISIONS DESCRIPTION KENWORTH TRUCK COMPANY 8801 EAST MARGINAL WAY SOUTH TUKWILA, WA 98108 Tel (206) 626 -4862 Fax (206) 767 -8577 T �1J REV DATE BY APPO w 0 1055' +/— �\ REVISIONS ALIGNMENT BUILDING DESCRIPTION 60' CLEAR 7r) N N MAINTI 75'x52' MANUFACTURING PLANT NEW WEST END CANOPY SITE PLAN SCALE 1 • = 200' N CAFETERIA ENGII & Of 543' COD BUILDING CODE OCCUPANCY GROUP - - -- CONSTRUCTION TYPE — FLOOR AREA BUILDING HEIGHT STORIES - ACCESSIBILITY REQUIREME FIRE PROTECTION INTERIOR WALLS - STRUCTURAL FRAME FLOORS -ATE SCJY :: ] RAAN BY DHJ TYGONK0 BY R. 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