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Home My WebLink AboutPermit D99-0333 - Kenworth Truck Company - Crane Runway and Bridge Cranesd99-0333 8801 east marginal way south expired Kenworth Truck Co. City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES. APPLICANT IS PROCEEDING AT THEIR OWN RISK. (206) 431 -3670 Parcel No: 542260 -0060 Permit No: D99 -0333 Address: 8801 EAST MARGINAL WY S Status: ISSUED Suite No: Issued: 11/09/1999 Location: Expires: 05/07/2000 Category: AWSE Type: DEVPERM Zoning: MIC /H Const Type: Occupancy: INDUSTRIAL PLANT Gas /Elec.: UBC: 1997 Units: 001 Fire Protection: SPRINKLERS Setbacks: North: .0 South: .0 East: .0 West: .0 Water: SEATTLE Sewer: SEATTLE Wetlands: Slopes: Y Streams: Contractor License No: SKYEIT *02000 TENANT KENWORTH TRUCK COMPANY 8801 EAST MARGINAL WY S, TUKWILA WA 98188 OWNER KENWORTH MOTOR CORP 8801 EAST MARGINAL WY S, TUKWILA WA 98188 CONTACT PRATEEB MONYAKULA Phone: 206- 494 -9532 1000 DENNY WY, STE 800, SEATTLE WA 98109 CONTRACTOR SKYE INDUSTRIAL INC. PO BOX 631, RAVENSDALE WA 98051 ***************************************************** * * * * * * ** * * * * * * * * * *k * * * * * * * * *k ** Permit Description: UPGRADE CRANE RUNWAY AND INSTALL NEW LIGHT BRIDGE CRANES. *************************************************** k** * * * ** * * ** * * * * ** * * * * * * * * * * * * * * * Construction Valuation: $ 27,120.00 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 ** k * * * * * * * * * * ** k ** TOTAL DEVELOPMENT PERMIT FEES: $ 700.06 **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Center Authorized Signature: I hereby certify that I have read and examined this permit and know the same to be true and correct. All provisions of law and ordinances governing this work will be complied with, whether specified herein or not. 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 permit. Signature:__ Print Name: ate: _ 11-9--(39 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. CITY OF TUKWILA Address 8801 EAST MARGINAL WY S ' Permit No: 099 -0333 Suite: Tenant: ►,ENWORTH TRUCK COMPANY Status: ISSUED Type: DEVPERM Applied: 09/14/1999 Parcel•it: 542260 -0060 Issued: 11/09/1999 * k** A• k k• k k***• k*** *•k * * *•k *•k * * * **:kk•kk•k**A**• Ak• k*• AA &kk**•k**k•k•k*** *•*****k *A** Permit Condi tions:. 1. No changes w i l l be made to the plans unless approved by the Engineer and the Tukwila Building•,Division. 2 Ala; permits, inspections records, and'approved plans shall be available at 'the job;site prior to the start of anv con - struction. These ;'documents are to be maintained; and avail- able ;unti.l final inspection approval is granted 3 • Electrical pert its`, be obtained : •through_ the Washington State Division of: L'a,bor and Industries and all electrical work will be inspected by that agency (248 -6630) 4 • Plumbinq permi,tsshall be obtained through ,the Seattle-King County pepartment of Public ' Plumbing will be inspected ; ':b_y that agency.' including all gas piping (296L4722). 5. Al l , mechani ca l work shall be under separate permit issued by the City of Tukwila. G. :Al1 construction to be done An conformance with approved plan's and requirements of the Uniform B u i l d i n g Code. (1997, .. ,Edition) as amended, ..Uniform Mechanical ` Code (1997 Edition) an_d,Washington` State Energy Code (1997 . Edition). 7` 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 5any of the provision s 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 sh a l l. be valid. Project Nyame/Tenant KRA , ( VUG wt Value of Construction: , 1527/ 1 20,00 Site Address: City State /Zi S5 ©I E.1 � t � Ci x Parcel Nu Tax �4226omber: — oO6G — t Property Owner: n , ^ ,/ l / , nn Ke)"WO Y Mo-V0 CDvr, Phone: / Q � L_00 6.2-6 r 4-VL 2 Street Address: City State /Zip: S e e A e Fax #: Contractor: S•ti - ^- tAuS±✓'1G l fit.. Phone:(4.2 ) 1 ' 2 ) -- S 4- Street Address: .k-P' City State /Zip: 2oi g35 sG 2 Cr h PL C e{�SDALCwl�q O5) Fax #: c_ 4- ) 4tf - © ©6 Architect: `�\/ k t A Phone: Street Address: City State /Zip: Fax #: Engineer: a O C , VVts G r u Phone: 0206) 4a4 - `x'40 Street Address: City State/Zip: tmt�O De nlit j W� - te $OOccc�fe IdiVi c Fax #: 2.06) z4-ci Li- - cp 5 00 i qut Contact Person: PvcA4 -e NA ak'G Phone: (2 © 4i4- -0 2. Street Addre : � it State /Zip: (ono t 8 O v Scr , M J i o1 Fax #: _ „� ( 6) cy Li- 5 Description of work to be done: 0r9 Nre , ,dke_ cva0 r1.)viwtiy g. in,t-d-e,,( New Li 5AA e Cl,rtt•e$ Existing use: El Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church 3 Manufacturing El Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: El Retail CI Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church Er - Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes IGY no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes rg no Existing fire protection features: asprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: _ H7, &c-50 existing Area of Construction: (sq. ft.) N/A Will there be storage of flammable /combustible hazardous material in the building? ❑ yes no Attach list of materials and storage location on separate 8 1/2 X 11 paper indicating quantities & Material Safety Data Sheets ommercial / Multi- Family Tenant Improvement / Alteration Permit Application CITY OF TUrfILA Permit Center 6300 Southcenter 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 mail or facsimile. CTPERMIT.DOC 1/29/97 APPLICANT REQUEST FOR PUBLIC WORKS SITE/CIVIL PLAN REVIEW OF THE FOLLOWING: (Additional reviews may be determined by the Public Works Department) ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault)#: 0 Cut ❑ Land Altering ❑ Sanitary Side Sewer #: ❑ Storm Drainage ❑ Street Use El Water Meter /Exempt it: Size(s): ❑ Water Meter /Permanent # Size(s): ❑ Water Meter Temp # Size(s): Est. quantity: ❑ Miscellaneous El Flood Control Zone ❑ Hauling Size(s): cubic yds. 0 Fill cubic yds. CI Landscape Irrigation ❑ Sewer Main Extension 0 Private 0 Public ❑ Water Main Extension 0 Private 0 Public 0 Deduct 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 lion a t : .1 Date Icatiolex es: Application n bls) PLEASE SIGN BACK OF APPLICATION FORM BUILDIN NFRR R AUTHORIZED IGENT: Signature: , L � { , �}- --""' � • Date: „ Print� . c c r w} w M o n o: 2 96c 4. 4- -`lh•7J2. Fax x•`4,;,.6 9 C Address c ( L' c�� ( � o/yo) LA.L v5 l €5,-co .s c L1 1* , W �' y /State /,Zip / Citc to f 1 c-% / 1N l c' 1 o Ct ALL COMMERCIAUMULTI -FFLY TENANT IMPROVEMENT /AL ATION PERMIT APPLICATIONS MU BE SUBMITTED WITH THE FOL WING: O OE ST iU IAVVIN IQENTGIN ER OR STAM C VI WASHINGTON STATE LICENSED ARCHITECT, ➢ 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 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. CTPCRMIT.DOC 1/29/97 3 nk'•h: 1* k7t. 1A *. 1 AFAA:t•F1.AkkAtt..A• *4•:t *A *-.t . AA qs*A! rAt: t•: k:t:kAis.,4•A.At *:F.1* *A:t:t * * ** C;•3:1Y OF 1UKW1t.A WA a.� lftiriO M1l. ,F: {+: {• *:l +l F:ek:tk.t� 4hk:1:F4:F: { *:1A k•. :{ *+e: {, h:,h: s A*A *A:Fk: AA)c•k *•ks1:F- k**:F:1**4 .:1Rl+P43MIT. Number:: P980014.9 Amctunt: Account Code 000/322.100 000/345..830 00038 "6.904 '100.06 09/14/99 1. `.1:34 PavmenL Method: CHICK i4ot tt:i.un: HARR.I''bi GROUP INC : mn•i t: iQial3 Permit No: 099• -0330 Tyne: DEt1PERt4 OEUI_I 0PMEN•f PERMIT Parcel No 542260...0060 :cite Addreee: [31301 EAt3T MARGINAL WV 3 'Iota] rues :. 700.0u rhifi Payment 700, 'fatal ALL Plater, 200,.0* Balance: .00 :4 :t•k:F:i•A•+k:tkk * *A*Ak , A***A Ah k* A *k *•hA•k:Fk.•*PkAA•w:1 *A *A * * *:k :1:k*IrAkA*AhA* Deli :r••it:tiari UUiLD:(NG NONRES PLAN. CHECK -• NONRES a'rMfE 13UXLOIUG SURCHARGE Amount 421 «5:i 274.01 4.30 .6953 094.6 9717 TOTAL 700.06. COMMENTS: n �'1 � /L. ` T1A7u T e of Inspection: k. t t .1- but 1 d tact `c's DM C(/ (0- J. -COQ 8.l SPC_ -r <(--• . ), ( PC-C- �► 6 i 1J 6 s ecklittictLX1 Dj4re..i) I-) - 2 z -'v 61 4 legjekti Ccmg Phone: 0- OLD ' ° 1 1 g - aL4s f) 494 itt 1 5 2.S An t' T) (7 • oject: Tom- ' "' ' r . ur - di % 4•1 T e of Inspection: k. t t .1- but 1 d tact d res E /14w-c ) 1 /14� tN S Date called: '-1 " 1 -'' Special instructions: t/ Date wanted: .._.(^ 1 ' a.m. p•m/ Reque t Phone: 0- OLD ' ° 1 1 g - aL4s f) ;� cra.,v.ntzr. v INSPECTION RECORD Retain a copy with permit INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Sou enter Blvd #10 Tu kwila, WA 98188 FM-033 PERMIT NO. (206)431 -3670 El Approved per applicable codes. /❑Corrections required prior to approval. Insp Date: El $47.00 REINSPECTION FEE REQUIRED, Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: COMMENTS: - F1-1 (t--) 9c.444A t T l e 1-4-74 se_t> Adckess . 6 o 1 - C .0e/t c-il --.' SC. cr) 0A/ tr- fr S PtIVE-ac6-c.) SP6-c-rtqc. (,usla6c77o-d &q P sr 1.._ , ii.,f Q , e x___ Phone: 23 -8 3'8- ?S' Po k col .C.A.1.-9t..... ■'7/ 7/ 7/ Pr're/Ala/AeiH" Type of.R5 ction: 6./ Adckess . 6 o 1 - C .0e/t c-il Date called: Special instructions: Date warld: a.m. ( — 3 g" p.m. Requester: ■,7 it Phone: 23 -8 3'8- ?S' Inspe INSPECTION RECORD Retain a copy with permit : INSPECTION NO. r ;i;;,,. • CITY OF TUKWILA BUILDING DIVISION . 6300 Southcenter Blvd, #100, Tukwila, WA 9818 • (206)431-3670 EV Approved per applicable codes. 11 Corrections required prior to approval. Date: /7.- '3 $47.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No: Date: LIEI Tjj ', AO S % /. `j, .✓ /,v,vo rAlTio'S PROJECT NO','% i DATE , L- 2 - 9 y ' e,; oX 4 4-7 0 PERMIT•NO ; .; P9 -o T 13 w.o. / / / / CITY ;i i Ty 4i � /� / /.� /// �f� O! ✓�// pp .:,. '//, ENGIN /, %/ , T%,,,,/,11,,z/,/,',/, CONTRi ECT CTQ PA OJ; DQRESS EQUIPMENT IDENTIFICATION AND S /N #: ---- COPIES TO: I MAILED: /44,i qt 1 l P/I(,if Ac7erL¢T /eN g8' o / 4",7,5)//e6 av"?Y 1 '- h4 i�x ,06 r /oti ,4 5 Pik / Am, 5PA /� m A• , rte Fog v, � 14 NQ 4P / RovEO PA1;lev/A s PER fo I ?E D v i slant ; ..--5 I €gy r o,'- 4 F e /Zi4 ivr r /,V rff# sallTre 11r/Li' sT/fr /er- ,41/9 g ,4s PER pwG- /o 5-$/z /E1/4 rEL 770 ,v44 4- PE / t 2- . EQUIPMENT IDENTIFICATION AND S /N #: ---- COPIES TO: I MAILED: I INSPECTOR. 1 DATE: E: � 4, '! %1 ./ % �-•:///./...4/./, % �!'-. I ! ; APPRO , V ,, - , ;;% <,;. / % - ; . ; ;: NG'. y , NONCONFQRMING f J , A z c_.— OWNER ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER FIELD CONT DATE: � This report Is provided for the Information of the client only. The reproduction of this report, by any method, and Its transmittal to a third party, by any means, except In full, without the lull permission of Professional Service Industries, Inc., Is prohibited' 'This certification attests to the accuracy of the results obtained from the actual lest and/or observations NAME ON OFF ST OT MILES `, .4 / '4E (2 9'00 I Z 0 3 l / performed made within the defined scope of the work. Certification shall not be construed to represent In Inspection, approval or TOTAL HOURS ir M i Information �� To Build On Engkv. dng • Conaulting • Testing SEATTLE DIVISION EASTSIDE DIVISION (206) 282.0666 FAX (206) 282 -0710 (425) 4854244 FAX (425) 485 -4611 acceptance of other associated work or a warranty of design or workability of Certified Report by Professional Service Industries TS-98-1 TACOMA DIVISION (253) 589-1804 FAX (253) 89.2136 FIELD REPORT ecificatlon requirements' PORTLAND DIVISION (5031254.8418 FAX (503) 252-5608 FR 6503 SPOKANE DIVISION (5091535.3571 FAX (5091535.1267 PENINSULA DIVISION (360) 297-8821 FAX (360) 297.8828 Data 'J . . A II r - w ti j '•N � AI / REV DATE 6 pwr i t s 'r - REVISIONS — 10559 -G1 ` • - , 91- ANO DRAWING INDEX 1 9/10/99 DATE - .STRUCTUR ArPO ABM/ 10559 -S1 GENERA: ?LIES 0 8/6/99 10559 -52 AREA 1 - PLAN & SECTIONS SHEET t CF 2 B 6/25/99 10559 -53 AREA 1 - SECTICNS & DETALS SHEET 2 OF 2 B 6/28/99 10559 -54 AREA 2 - PLAN, SECTIONS & DETALS SHEET 1 CF 2 0 9/14/99 10559 -S5 AREA 2 - SECTIONS & DETAILS SHEET 2 OF 2 0 9/14/99 10559 -S6 AREA 3 - TORQUE TOCUNC STATION 0 5/5/99 r 1 10559 -S7 111 AREA 11 - SLEEPER KURD CRANE - PLAN A 7/23/99 10559 -58 AREA 11 - CRANE TRACK SECTIONS & DETAILS A 7/23/99 10559 -59 AREA 12 - TRACK CONVEYOR PLAN. SE CTS & DETAILS A 7/23/99 10559 -510 AREA 12- TRACK CONVEYOR SECTIONS & DETALS A 7/23/99 10559 -511 AREA 13 - MELDING BOOTHS PLAN & DETAILS 1 OF 3 1 9 /99 10559 -S12 AREA 8 - SLEEPER BUILD STAR - CRANE TRACK PLAN EUREll _ 1 _ 10559 -S13 AREA 10 - AXLE VELD BAY RELOCATION 1 OF 2 8/5/99 10559 -514 AREA 10 - AXLE VELD BAY RELOCATION 1 CF 2 0 8/5/99 10559 -515 AREA 13 - MELDING BOOTHS PLAN & DETAILS 2 CF 3 1 9/2/99 10559 -516 AREA 13 - WELDING BOOTHS PLAN & DETAILS 3 OF 3 0 8/9/99 10559 -517 AREA 5 - FRAME TURNER STAND FON 1 CF 2 0 8/9/99 10559 -S18 AREA 5 - FRAME TURNER STAND FON 1 CF 2 0 8/9/99 10559 -S19 AREA 15/16 - AXLE/FRAAE CRANE PLANS SECS. OET• A 4/I./9- , 1 10559 -S20 AREA 15/16 - AXLE/FRAME CRANE SECTS & DETAILS A 9/10/99 I ). L1 t! RECEIVED S ' 1 1QQ 1 OFTU , i lk sag ! inumm .J A. REII MIDDLETON p_•pAtT(T .. 2 T ME I:eAI 6 - REVISIONS — - - REV DATE itY ArPO ABM/ DE>ICF 11ON REV DATE BY APPO DEscstrOON '"' T111 1 9/10/99 (m .(m4 -ADD A(MI. AREAS 8 & 15/16 - _ 0 6/9/99 ISSUED FOR CONSTRUCTION pEy DATE BY APF'1] PRELJNI ARYISSUE SW PROJECT SITE Glendale Wy S VICINITY MAP Bangor S 143rd ESTIMATED CONSTRUCTION COST: AHE_1 x1200 k.2. $18.800 AREA 3: PERMT NOT REO'D. AREA ter. PERMIT NOT RECD. (MACHINE FOUNDATION ON GRADE AREA 11: $ 18.400 ARFA 12 $ 33.500 ARFA 15/15• $24.000 AREA $ RAGE 1000 LB 9tCCE CRANE. USE 0351990 ENO TRUCE A00 (6W 9LGE RAL SEC110N. 1 ARFA 15/16; l5: UPOUEE 3 TON DUAL MOM CRAVE SY51D. AREA 1E C94VERT 2 -194 10 D91BE 3-TON HOST 46th � N fl OV , g 1g9g DIN t iSlO'`: SCALE NONE KENWORTH TRUCK COMPANY 8801 EAST MARGINAL WAY SOUTH TUKWILA, WA 98108 Tel (206) 626-4862 Fax (206) 767-8577 KEY PLAN SCALE NONE CODE SUMMARY • BNLDIND CODE - OCCUPANCY CROUP CONSTRUCTION TYPE FLOOR AREA - BUILDING HEIGHT STORIES ACCESSBIUTY REQUIREMENTS FIRE PROTECTION INTERIOR WALLS STRUCTURAL FR,' - -. SCOPE OF WORK: MULL 900 ANOTHER T80 T94 CRAVE TO 0351NC RAL AID MO TEll CRAW MU AND EXTEND 001946 RAILS TO =MN LIE 5. INSTALL FRAME TUT6AIER STAN) FCI111DATIGL - 1997 UNIFORM BUILDING CODE F -1 B - 197650 SF 18 FEET ONE • - NOT AFFECTED SPRINKLERS -- - NONE • STEEL - A :La ON GRADE DBE . RELOCATE =080 T9RQ£ TOO. RACK ADO 3 NEW BEAMS FOR TOO. RAOL ON D2STN6 RIINAY. 96TAL1 FL00R 1OUNTm 1o11oRAR. SIWPONT -FRAME FCR A70E TACK ME1D BAY RIIOCA110N. 1 T • INDEPENDENT 2- STORY STRUCTURES (OFFICES AND REST ROOMS) ARE LOCATED WHIN BUILDING FOOT PRINT. THESE STRUCTURES ARE UNAFFECTED BY THIS WORK. ARFL MWFY THE .HOSING 1■0-104 MIDGE CRANE AND RATS TO ACCOMMODATE 180 *09911 91. CRANES. THE EXISTING 186 TON BRDCE SILL SPAN AMC 24' BAYS AND TRAVEL 40' EAST - 8EST. 1HE NEW 7140-TON Ate THREE TON BRDCE CRANES 8LL SPAN OLT TIE SOJI1ERNJOST 24' BAY, BUT MLL TRAM. 60' EAST - MIST. AREA 11: DUDE 0011146 2000 6 BRDGE CRANE 515101 HORN APPRO1t11A1ELY 40 FEEL USE 001NC MATERIALS OF SAME SCE NA TYPE CM HARD FOR RALS. FAERCAIE MEW HANGER ASSDEUES AS REARED FCR ATTACHMENT TO ROOF TRUSS BOTTOM CHERI ARFA 11- INSTALL SUPPORT FRAME NA U011/0Q{T COME= IRAQI SYSTEM. ATTACH SUFPCRT FRAME TO EXISTING ROOF TRUSSES. HANG CONVEYOR FROM SIFPORT FRAME ARFA 13- FABRICATE MA INSTALL 3 PEW FLOOt MOUNTED 80DNG BOOTHS. BOOTHS TO HAVE SlEE1 PLATE BAILS 101 6 JB CRANES, SlFPORT P794 FASTING 1ENIRAIDN EMINENT MI) SUPPORT FRAMES FOR VELD CURTAINS ;'St15/ 00 SCALE NTS DRAWN THY owo MAD Sy ENGIEER WY DM CHI CO BY APPROVED DHJ RML PM R/1L 06 7 06 DAY 01 23 01 23 YR 99 99 99 99 Harris Group Inc. KENWORTH TRUCK COMPANY MANUFACTURING ENGINEERING SUPPORT 06.01.99 I COVER SHEET AND DRAWING INDEX PROJECT 99 -10559 DRAINING ALTER 10559 -G1 I REVA DRNIMHDTWO. PROJECT SITE VICINITY MAP REV DATE BY AFRO SCALE: NONE KENWORTH TRUCK COMPANY 8801 EAST MARGINAL WAY SOUTH co" TUKWILA, WA 98108 Tel (206) 626 -4862 Fax (206) 767 -8577 KEY PLAN AREA 11• $ 18.400 ARFA 17. $ 33.500 ESTIMATED CONSTRUCTION COST: AREA 1. $1200 AMU:. 118.800 AMU:. PERMIT NOT REO D. ARFA 5: PERMIT NOT REOD. (MACHINE FOUNDATION ON GRADE) .3a. .11. • * -3 • . .. .. .. . ..•I REV 1 0 DATE 9/10/99 8/9/99 BY DHJ DNJ APPD •6 -AID AREAS 8 & 15/16 Ar ISSUED FOR CONSTRUCTION SCALE: NONE CODE SUMMARY 1 1 REV DATE BUILDING CODE - 000JPANCY CROUP CONSTRUCTION TYPE - FLOOR AREA - BUILDING HEIGHT STORIES ACCESSBRITY REQUIREMENTS FIRE PROTECTION INTERIOR WALLS STRUCTURAL FR' - -. FLOORS - - - - - - - - • INDEPENDENT 2- STORY STRUCTURES (JFFlCES ANC REST ROOMS) ARE LOCATED MOON BIREDING FOOT PRINT. THESE STRUCTURES ARE UNAFFECTED BY 1145 WGRtX. SCOPE OF WORK: 1997 UNIFORM BUILDING CODE F -I - It - 197650 SF 18 FEET ONE • - NOT AFFECTED SPRINKLERS NONE • STEEL - TO '.8 ON GRADE ADD ANOTHER OM TON OWE TO USING BAD. AND TEl TON ORATE SISTER AND E %1E110 FJa7LC RAILS TO MUM L5E 5. AA A UCDFY 11€ ETW NG TMD -TCII KEDGE CRANE MAO RALS TO *COMMUTE TWO ADOMCNAL CRATES THE DISTIC 110 TON BRIDGE MILL SPAN TEl 24' BAYS AND TRAVEL 40' EAST - TEST. TIE NEE TWO -TON AND THREE T04 BRDGE CRAZES YLL SPAN MY THE SOUTHDOIYOST 24' BAY. BUT KILL TRALEL TO EAST - WEST. �4 A RELOCATE DETING MOLE TOOL RACK ADO 3 !EE BEARS EON TOOL RADX OE USING RINNAT. INSTALL CRAW RAM ER STND FOUNDATION eeE�� RAISE ,000 LB BROKE CRANE USE E1ISFW0 DID TRLOCI ADD MEW MIKE RAL SECDO. 06TALL FLOOR IICUIIED NONORNI. SUPPORT -PRATE FOR ARE TADC YIELD BAY RELOCA RCN. ARFA 11: EXILE) DOSRNC 2000 E BRIDGE ORME SYSTEM TERM APP ROIOHAIELY 40 FEEL USE COMB MATERIALS CF SALE SIZE AND TYPE ON HMO FOR RATS. FABRICATE NEW HUNGER Aealn ES AS REOURED FOR ATTACHMENT TO ROOF TRUSS BOTTOM CHORD. ARFA 17- INSTALL SUPPORT ERODE ND UCCTYEIOIT CONVEYOR TRACK SYSTEM. ATTACH SUPPORT FRAFE TO MING ROOF TRUSSES. HNC COMM FEY SUPPORT RAW. ARFA 13 FALWICATE ND WISIALL 3 NEW FLOOR MOUNTED RIDING 80006. 800116 TO HAVE STEEL PLATE WALLS. 1D0 O .6 CRANES. SUPPORT EON DOSING ABNTUTIOI ECAWPNDIT PAO SPPORT FRAMES FIX WBD 0151.46. ARFA 15116• 15: UPGRADE 3 TKN DUAL E RDGE DINE 515181. AREA ID. CUIIERT 2 -TON TO DO1wl 3-TON HOST BY APPD PRRE AVEYOASUE B! OW 06 01 ©m =MEDD 01 ID DO OWED BY OWED BY FOAL RAW. 7 99 -10559 ed o 2 (M) MST .13x21/2: 1/4 6'-0' t L CRANE RUNWAY 1RLE FELD MEASURE aaT TOFIT S12 CRANE RAL REVISIONS REV DATE BY rel ELEA DETAIL SCALE: 1/16' -1' -0 5 SPA 0 6' -0 - 30' -D' ( APPT) REINFORCE EXIST JL4x4 1r/ WT5415 TYP (SEE NOTE 5) 24' -0' TYPICAL (6) PLACES SECTION SCALE: 3/16' -1' -O' POSTING 512x50 1 RAL SPUCE LQCATION (1W 4 PUS) EXISTING S12x50 I JJL21/2 x 2x 1/4 JE705� 1/2x 21/2x 1/4 TYP NANO _ • - DESCRIPTION `EXIST JL4x4 10' 111 so ARON VNEN LOADED1(NOTE 4) REV DATE DETAL BY APP'D a t I OWE RUNWAY EXIST TRUSS REVISIONS L 0 }9/14/99 DHJ AWL-- ISSUED FOR CONSTRUCTION DESCRIPTION TYP) RUNWAY (TYP) I s. RUNWAY RAL C1 0 R 1 uv ED �pP ISSUED FOR PERMIT PRELIMINARY B 5/26/95 DHJ A E/25/9S DHJ REV DATE BYDATE BY RML RML APP .°. PRELIMINARY ISSUE SPACER BAR TACK HELD TO UPPER PLATE AFTER ASSEMBLY. TIP EXPIRES 03.— pC(_0( j DETAIL SCALE: 3/4' =I' -0' TV. CONNECTION 0 TRUSS (15) PLACES EKST JL4x4 EXIST JL4x4 1 1' i \ pi! A ' CRANE RAIL EXIST CONN PLATE - (FIELD 1/2 VERIFY) um= DETAIL SCALE: 3/4' =1'-0' NO 6 6 DAY 07 28 FI D VERIFY HEIGHT. THICKNESS OF POSTING CONN. PLATE. MATCH HEIGHT. THICKNESS OF NEW PLATE TO EXIST CONN. PLATE: SCALE: AS NOTED ORAW4 BY DWG CHK0 BY RE RML ENGINEER BY • PM 6 07 99 ENG CII D BY RAL 6 28 99 APPROVED DATE 6.7.99 PROJECT 99 -10559 EXIST L4t4 TRUSS CHORD 1� R_SPACER (VERIFY) it5/8'x11x1 -Y i<SPACERS (VERIFY) 5 5/rx11xi -2' R.SPACER (NERVY) R_5/8'x11x1' -2 (4) 3/4'• THREADED RODS W/DOUBLE NUTS (NOTE 2) COST JWx2 1/2 512 MANE FOR NFORUATION NOT SHOWN SEE OETAL RAIL RECEIVED CRY OF TUKWILA SEp 1 It 1999 PERMIT CENTER NOTE 1. AFTER FY191 PAINT IS APPLIED. PAINT '3 TON CAPACITY N 2' HG1 BLOCK LLI . ON BOTH SIDES OF 515 BRIDGE BEAM. 2. NUTS FOR THESE CONNECTIONS (4 PLACFS) TO BE TIGHTENED TO 'SNUG TIGHT CONDITION PER RISC SPECS FOR A325 BOLTS. PARA 8(c). I FOR GENERAL CONSTRUCTION NOTES SEE DWC 10559 -ST. 4. ADD SPACERS (IF REaIRED) TO END TRUG(S. 5 OBTAN PERMISSION FROM PLANT SUPERNSCR PRIOR TO REMOVAL OF UTUTES THAT NTERFERE MI1N CONSTRUCTION OF TRUSS RENFCRCEMEHT. YR El 99 99 Harris Group Inc. KEN WORTH TRUCK COMPANY MANUFACTURING ENGINEERING SUPPORT AXLE SET BRIDGE CRANE — AREA 2 PLAN, SECTIONS do DETAILS SHEET 1 OF 2 DRAYMNC NUMBER 10559 —S4 . 1 REV, C f DRAWING NO. DEIST W12 COL EXIST 6. 3 x 21/2 x 1/4 TITLE CRANE RUNWAY FIELD MEASURE & CUT TO AT WT5, TYP 512 CRANE RAIL REV DATE BY 5 SPA • 6' - 0' - 30' - 0' APPD DETAIL SCALE 1/16 -0' EXIST REINFORCE EXIST 1L4x4 JL4x4 w/ WT5x15 TIP (SEE NOTE 5) 24' -0' TY A ((6)) PLACES SEC 1111 SCALE: 3/16'.1 -0' REVISIONS DUST .11. 2 1/2 x 2 x 1/4 TIP UNO DESCRIPTION 3 1/2x 2 REV /2 • /4 DATE DETAL BY O 9/14/19 ONJ H APPD CRANE 4. RUNWAY EXIST TRUSS REVISIONS DESCRIPTION Aft,. FOR CONSTRUCTION tl B A REV 3/29/99 3/25/9` DATE DNJ DNJ BY RML RML APPD ISSUED FOR PERMIT PRE DENARY PRELIMINARY ISSUE COST .114x4 ELEVATION DETAIL SCALE 3/4' »1'-O TYP. CONNECTI 0 TRUSS (15) PLACES EXIST CO PLATE 1/Y (FIELD YEW() C4jYdRQ�� ApP tIo\ 099 h vol t 1-1. a t t: r. 4 � EXPIRES 0'3 - Dcj_of j - .114x4 SCALE DRAIN 97 DWG Dutb BY ENGNEER BY DOG 0460 91 APPROMED ,e4 DATE PROJECT ELEVA11OIN DETAIL SCALE: 3/4• »1•-0• AS NOTED RE R11L PM Rut. 6.7.99 99 -10559 ll4.TE: FIELD MDR THICXNIM CONK. PL) NEIDHT, T1 NEW PLAT CONE. FL 110 6 6 6 6 DAY Y 07 9 211 9 07 9 26 9 :JP pos 2). plo TIP of tAT R 0E13. 1118.1EL NOV 2 (DPP) . SECTION SCALE: 3/4' =1'-0• (4) 3/4.4 THREADED RODS MTM DOU9.E NUTS (NOTE 1) t5/rz1 t STATER (VERIFY) t5/85A1x1' -Y L SPADERS ( Y) t 5/R"i11x1 -Y t SPAOER (NWT) t 5/r I,r -r S12 CRANE RAIL 7 SEE PLAN SECTION SCALE: 3/4• =1' -0• SEE PLAN S12 CRANE RAA 2- 3/4 "0 THRU -BOLTS L3x3x3/8 a0 " -6" LC NS & FS 1 5/8%11:6" tSPACER (VERIFY) 1 5/8"31114' -2" IL SPACERS (VERIFY) t5/8':llx1' -2" tSPACER ( VERFY) t5 /8 "01ar -r SECTION SCALE: NOT TO SCALE I EXPIRES 0 —O`i — / N 10•10101 Ir■90110 TRUSS CNORO EXIST J1.4x4 SECTION SCALE: NOT TO SCALE S AP ,g0\1 ED %'9 Nov 3/16 2-4 STAGGER TO IW WARPING OF E1IST TRUSS NOTES 1. AFTER F8BSH PANT IS APPLIED. PAINT "3 TCN 2. NUTS FOR THESE CC6* Cmam (4 PLACES) TO BE � q TIGHTENED TO • SNUG T1ar CONDITION PER NISC A �� 1 1 FOR GENERA` CCNSTRUC11Q�J OTE SEE DWG 10559 -51. f( ECEIVED CITY OF'F'IJKWILA SEP1 41999 PERMIT CENTER Tf1 E REVISIONS REV DATE BY APP T) DESCRIPTION REV DATE BY APP'D 0 9/14/99 DHJ REVISIONS DESCRIPTION A 6/26 DIIJ ISSUED FOR CONSTRUCTION R EV�BY RI& ISSUED FOR PERMIT PRELIMINARY ISSUE SCALE: AS NOTED U0 DAY YR DRAWN BY DWG CNxb BY ENGINEER BY . NE RML PM 6 07 99 6 28 07 99 99 ENG CRKb BY RYL 28 6 99 APPR� DAIS 6.07.99 PROJECT 99 -10559 FI Harris Group Inc. KENWORTH TRUCK COMPANY MANUFACTURING ENGINEERING SUPPORT AXLE SET BRIDGE CRANE — AREA 2 SECTIONS "et DETAILS SHEET 2 OF 2 DRAWING NUMBER 10559 —S5 . 1 REV/o\ DRAWING NO. CIP (NOTE 2). aD TOT OF EOT1a1 MANCE PLAT FON I EEL gum. NDE 2 (OPP) TITLE REVISIONS REV DATE BY APPD DESCRIPTION SEC11ON SCALE: 3/4- -1 . -0` (4) 3/4'6 THREADED RODS RITN DOUBLE NUTS (NOTE 1) t 5/6 t SPQR (Y) 1 0/n11W - 2 • tSPACERS (VERIFY) t s/6 :1• -Y tSPAt R (VERIFY) t 5/t'a1111• -2• S12 CRANE RAL REV DATE BY APPTI 0 3/11199 DNJ SECTION SCALE: 3/4- -1' -0- REVISIONS (OPP) SEE PLAN SEE PLAN DESCRIPTION ISSUED FOR CONSTRUCT10N CRANE RAL 2- 3/4 V U -BOLTS L3x3x3/6 x0-6 - lO Ns & FS ISSUED FOR PERMIT A S/25/9S MS ATE t5/6 - x11x6 - tSPACER (VERIFY) tS /rx11R1 -2 1LSPACERS (VERIFY) tS/r111i1 - 2 - tSPACER (VERIFY) t :1 1111 ' -2- OtU RI L BY APPP PREUYINARY ISSUE SECTION SCALE: NOT TO SCALE j EXPIRES o 3 -O.1 - , 1 SCALE: AS NOTED CRANN BY PRO.ECT NE 99 -10559 YD DAY 6 07 99 1 99 99 ONG CKK BY Rut 6 23 ENONEOt BY PIA 6 07 99 ENG ORM BY RI& 23 6 99 DATE 6.07.99 - I. TITLE REVISIONS REVISIONS REV DATE BY APP DESCRIPTION REV DATE BY APP') DESCRIPTION — I I :/f0 1141J BY Y �I ---' ISSUED FOR PERMIT DATE PRELIMINARY ISSUE EXPIRES O —O I' EXIST W8 ENGINEER BY PM ENG CHXD BY ,1 APPRO / ■' _ - DATE 07 -20-99 PROJECT 99 -10559 MOIL ATTACH WT2 TO EXIST. W6 PRIOR TO REMOVAL OF COST. (2) I. 3 1/2 x 3 1/2 SECTION SCALE: 1 /r -r -0' 1r 0 EXIST (2) L 3 1/2 x 3 1/2 `-EXIT. E BRIDG STO I BELOW ev z CAP; Or tuts' IILA ApPROVED NOV B 1999 � �4v i Lil g . l NG DIVISION RECENW CITY OP TUKWILA SEP 141999 PERMIT CENTER SCALE: AS NOTED DRAM By DWG CHKT) BY /m 9 l y Harris Group Inc. KENWORTH TRUCK COMPANY MANUFACTURING ENGINEERING SUPPORT SLEEPER BUILD STATION — AREA 8 CRANE TRACK PLAN ORMANG MIYBER 10559 —S12 IREVf E1ISt (2) 1. 31/2631/2 — — --) 6 EMT. (2) 1.31 631/2 EMT (2) L 3 1/2 x 3 1/2 REMOVE (2) EXIST. 131/26 CRANE TRACK PLAN 1/B' -r -o- EIOS . (2) 131/2x31/2 1r BRIDGE STOP EXISTING RUNWAY EXIST. (2) L ai /2x 0 0 CC TRUSS PANEL PT. A EXISTING i- RUNWAY HIGH POINT EXIST. TRUSS 16 -10' 3 /B' STIFF. It (TYP.) 3/16 S r -r SECTION SCALE: NONE t1/26 (2) PLACES TYP 3 SIDES EXIST. (2) L 3 1/2 x 3 1/2 3/16 " BRIDGE 3/161 STOP EXIST 58 DETAIL 19" SCALE: I/2 " =1' —O" 0 0 EXIST. END TRUCK FIELD VERIFY BOLTS CONN. 3/16 3/16 DIST. (2) 1. 31/2 :31/2 - -1 BRIDGE STOP EXIST. (2) 1. 31/2x31/2 11 EXIST. (2) l 3 1/2 s 3 1/2 7 REYOVE (2) EXIST. L 3 1/2 a 3 1/2 A S8 CRANE TRACK PLAN DATE REV BY APPD EXSL (2) L 3 1/2 z 3 1/2 _ BRIDGE STOP ;, EXISTING - RUNWAY 1 12' EXIST. • (2) 1. 3 1/2 : 3 1/2 A EXISTING - RUNWAY o ^ t � it 0 0 DESCRIPTION TRUSS PANEL PT. TRUSS PANEL PT. HIGH POINT EXIST. TRUSS 18' -1O' CE7aST am 3/8' STIFF. it (TYP.) TYP SECTION SrA1 F• NONE t9'- 9'(WRWY) DNA NM PANT '1000 LB. WUL- N 5' mom CONlRASTNG LEI1E11S - BON SDES TYP 3 SIDES • • EXIST. (2) L 3 1/2 ■ 3 1/2 ANA- 11/2 x 4 O 11/2x4 (2) PLACES 19' ct oast BY 0 0 DETAIL SCALE: 1/2 =1' -0 O 1 0 n O e 0 0 0 ISSUED FOR PERMIT EXIST. END TRUCK FIELD VERIFY BOLTS CCNK. 3/16 3/14 MST S8 J EXFIRESO 5 --O q —011 EXIST W8 a A! 84] ATT PRR (2) SE SC: DE TITLE REVISIONS REVISIONS REV DATE BY APPD` DESCRIPTION REV DATE BY APP DESCRIPTION A 9/I0/11i DNU /Dim ISSUED FOR PERMIT REV DATE BY APP PRELIMINARY ISSUE I EAST CRANE RA& EXIST CRANE RAIL BR STOP S O 5 in g Ra W 25 - o - (REF.) BRIDGE CRANE PLAN F I T 21 -0' ( ) IT EAST CRANE RAIL • a NIL 10-0• SEPARATION g 5 NEW 3 TON BACK -UP HOIST NEW 3 TON HOIST D(1 S 0 N W l 2' -1 ' (REF) F EXIST RACK I EXIST RACK EXIST S12 CRANE RAIL EXIST S12 CRANE RAIL W LO N. 10' -0' SEPARATION EXIST 512 CRANE RAIL EXIST RACK —T EXIST RACK UST RACK • n U, * DIMENSIONS PER WELLS EQUIPMENT CO. WT6x8 A EXIST. CRANE RAIL 4W EXPIRESO3 - Oct-0 I I TYPICAL (3) PLACES SECTION SCALE: 1/8 -1' -0' 12x2 (C) T_ 3 1a 0 I I f MADE FROM TRUCK FRAME CHANNEL (E) L i TI - WT6x8 DWG CNKD BY OHJ 6 28 99 SCALE: AS NOTED DRAVI BY Harris Group Inc. ENGINEER BY ' ENG CHKb BY APPROVED 28 99 KEN WORTH TRUCK COMPANY MANUFACTURING ENGINEERING SUPPORT AXLE/FRAME CRANES - AREAS 15/16 06 -28 -99 PROJECT 99 -10559 PLAN, SECTIONS & DETAILS DRAAING NUMBER 10559 -519 - IREVL 3 1/2 (E) FOR ADDITIONAL INFORMATION SEE 3/4b ROO (E) 21-0' Y -6' NQ 8 • 1. (E) DENOTES 0851910 2. FIELD VERIFY INTERFERANCE RCN. RE PORT TO PL C l I 1 TUKW} TES AN D OBSTRUCTIONS. SEP 1 4 1999 PERMIT CENTER CJT Cn LEI CYT N Cu CU CJ) m 4 DRAWING NO. 4 ! 25'-0 (REF.) TITLE f REV DATE BY APPD 25' -0 (REF.) EXIST CRANE RAL EXIST CRANE RAL EXIST CRANE RAIL BRIDGE STOP 2. -1- (REF) MW . 10' -0" 020 22_,a1 FXIST RACK Z W U O La n 3 m i EXIST S12 CRANE RAIL SEPARATION EXIST S12 CRANE RAIL EXIST RACK T E / I EXIST RACK I EXIST RACK I 25 -0 (REF.) EXIST 512 CRANE RAIL BRIDGE CRANE PLAN 1/8• =1' -0- REVISIONS DESCRIPTION REV DATE BY APPD Q i 2.T -0 (REF.) �3 Q -0' KREF. RENSIONS DESCRIPTION n r * DIMENSIONS PER WELLS EQUIPMENT CO. A 3/10/99 REV DATE OHJ BY APPD ISSUED FOR PEEWIT PRELIMINARY ISSUE EXIST. CRANE RAL EXPIRES03 — CPR - -o I I SCALE: AS NOTED ! ISO !DAY! R CRANN 9Y DNC CHKO BY ENGNEa BY O G C/1K0 APPROVED .Py4_ DATE PRO.ECT 5 123199 06-26 99 99 -10559 TYPICAL (3) PLACES SECTION SCALE: 1/8 1'-0• /4 "o ROD (E) 7 -5 3 1/2 NTS ilk / (E) 3 1/2 (E) FOR ADDITIONAL INFORMATION SEE E S2T NOTE_. 1. (5) 2. FTEL REP ANC MAP A CRAWNG Nl: L TITLE REVISIONS REVISIONS REV DATE BY APP DESMIPT1ON REV DATE BY APP DESCRIPTION • A 9/10/95 Mil BY 410/4. APP'D ISSUED FOR PERMIT PRELIMINARY ISSUE REV DATE 1 oua WALE 1 -, 26' -2 13/16' * s0 (REF.) N- EMST. CRANE RAIL (3 PLACES) * DAEMONS PER WELLS EQUIPMENT CO. DETAIL SCALE 1 1/2' -1'-0' MST BLDG FRAME 2e-2 7/e' TYPICAL (3) PLACES SECTION SCALE: 1 /8 -1' -D' 3 TON HOIST 3 TON RATED TROLLEY 2' -3 3 /t' SECTION SCALE 1 /e' -1' -0" C6 (E) 3 TON MOIST 29'-0' SECTION SCALE: 11/Y -E -D' BOST. CRANE RAIL (3 PLACES) MADE FROM TRUCK FRAME CHANNEL (E) MST. CRANE RAL 3 TON BACK -UP HOIST SCAIE: AS NOTED NO DRAM BY DWG GHKb BY ENGINEER BY ENG QIRD BY APPROVED ,Pjr1• GATE PROJECT OIJ a 08 =30-99 99 -10559 DAY 30 YR 99 9 30 99 DRAWNG NUMBER NOTE. (E) DENOTES E)QSONG REOEIVID crry or rukuvtiA SEP 1 L1 1999 PERMIT CENTER Harris Group Inc. KENWORTH TRUCK COMPANY MANUFACTURING ENGINEERING SUPPORT AXLE/FRAME CRANES - AREAS 15/16 SECTIONS & DETAILS 10559 -S20 - IREVO al CT 02 n rr CL C+7 -4 "Zr CL. En 03 H DRAWING NO. MASONS DESCRIPTION REVISIONS DESCRIPTION A 9/10/95 EH-1 ISSUED FOR PERMIT REV DATE BY APP'D PRELIMINARY ISSUE 08 -30-99 99 -10559 OWG Q Rb BY BY ENONE tril; ER END 0R D 9Y APPROVED 503/4'* 1 25 25' -2 15/16' * SLOPE 60 (REF.) E)OST. CRANE RAIL (3 PLACES) # DI EN90NS PER *ELLS EQUIPMENT CO. 3/16 2 SCALE: 11/2' -1' -0' TIP. ` S12x31.8 (E) DETAIL COST BLDG FRAME 26' -2 7/e* 3/16 WP 3/16 3 TON HOIST TYPICAL (3) PLACES SECTION SCALE: 1/8• -1' -0' FIELD VERIFY CONTINUOUS NEED 0 CB TO 512 IN 11115 AREA WT6xSx1' -Y 3 TON RAZED TROLLEY 2' -3 3/4 SECTION SCALE: 1/8' -1` -O' 3 TON HOIST COST. BUILDING FRAME 1B' - 10' (RE 29'- SECTION SCALE: 1 1/2 -1' -0' I `COST. CRANE RAIL (3 PLACES) MADE FROM TRUCK FRAME CHANNEL (E) NOTCH WT FLANGE AS NECESSARY TO CLEAR ROD 18 ( -) 3 TON BAC E -UP HOIST 1 tkON $ A ti 1 14 559CALC 99 -10559 MANUFACTURING ENGINEERING SUPPORT Bridge Crane Modifications APPENDIX - STAAD ANALYSES A. TRUSS T -1 9 pages fr B. TRUSS T -2 1 pages C. INFLUENCE LINE COEF. 4 pages 1141. cs,3 KENWORTH TRUCK COMPANY FI LE CIVIL / STRUCTURAL CALCULATIONS AREA PAGES 1 AXLE TACK BRIDGE CRANE 1 -16 2 AXLE SET BRIDGE CRANE 1 -15 NOV - 1 1999 REID MIDDLETON Tom A sovN2' G v e. v►alp 24 - G \ra Q T V () Mo�-ov of v►vev, Gvoty e. I, tr 5c OA V-- — 01 512 x31.5 ..) )(t1 s/2) . 12 1/4.6'5./ i U 2 0 - G\ ) v 14 e ,,,t o o 0 I � vI,+4a V \ �k . c.P/� I 1 K K e._VA r l l r G c� W t ► = Wi c 4 4 K = 10 0.2x7 / c , c evva∎A ve1 2 v 7 f \ / Mx _ 41/4 . WQ (px - .� 2 u� 15.33 TITLE: Avec\ 1- PROJECT: • !AFC, Ev1� � v� e 2 tr ' i KQ.v1' v SE:Q. 1 BY DATE tit/9 DATE 4./7.77 PROJECT NO. 4 14- 1•0 �s;� REV. PAGE OF • ENG.001.1.97 • 0 S 12 ) -. C(O I I 0 S 1 O r') Cl ` 1 2 R, 53g 5tb X ►o ( It Co S, .: 4-o • q- S - 7 I'`i r kr i Fa ) . 0 6 4 _ ILk2c.)/3,0C , 78. 4-3 L 1 "% . ... o. 4 — I); 2 I�3o X (on' 1 100.2) . t--5 I �Ic N e� . r 3 I5 o 3 4� = 1 S. q � k_s ; 1 % L eIiow . v9 w/F =Sb TITLE: 3 1 l9 N GvGtn.� ea PROJECT: • `. '''.:! BY ,eL DATE 611 fr DATE 6%/7. PROJECT NO. 9 REV. PAGE OF ENG.001.1.97 MONORAIL REF. AISC INPUT LOAD /RAIL INFORMATION BEAM STRESS CHECK ASD, 9th ED. CMAA #74 524MRcalc.xls INTERMEDIATE CALCULATIONS Design Cap + Hoist + Impact, P = F'41,71 1, kips Load Per Wheel, P = 2.50 kips Number of Trolley Wheels = it ,` i41 Max Strong -Axis Bending, Mx = ;�wj, -,,_ ftk X = 2a = 0.269 ,a = b = 0.625 Max Weak -Axis Bending, My =• n ; ;7:00 ftk b r - tw Rail Type /Size = :S 2 8 +C10x15.3 Cxo = -1.096 + 1.095X + 0.192e = - 0.7634 Cross Section Area, A = '' 3"C In2 Cv0 = -0.981 - 1.4791 + 1.12e' 322k = 0.21934 Member Depth = Ma in. C = 3.965 - 4.8351 - 3.965e- 2'675k = 0.73353 Max Unbraced Lngth = ifinapckft. Cv, = 1.810 - 1.150X + 1.060e 7.1X = 1.63463 Web Thickness, tw = maps in. Flange Width, bf = 5ar•, in. t = t - (b + (a/6) = 0.439833 Flange Thkness, tf = 0341 in. r = mai in Pw/ta = 12.92 d /Ar Sx -,_,;, = �`� 3 = �i w)• 3 C Pw /tf a xo = xo = -9.87 ksi Sy = 4 In ' avo = Cv0Pw /tf = 2.83 ksi Ix = w.: in axi = Cx,Pw /tf = 9.48 ksi Fy ksi avi = Cv1PW /tf2 = 21.12 ksi axe = - axo = 9.87 ksi Fbx = 23.28 ksi av2 = - avo = -2.83 ksi Fby = 37.50 ksi Fv = 20.00 ksi RESULTS STABILITY CHECK fbx = Mx/Sx = 8.82 ksi < Fbx OK fby = My /Sy = 5.45 ksi < Fbv OK fv = 0.5P /A = 1.17 ksi < Fv OK COMBINE STRESSES AISC (H1 -3) : 0.379 + 0.1455 = 0.5244 OK cont. Title: Project No. 1 3 TON RAIL BEAM 99 -10559 Project: , ' I Engr By / Date: PM 5/27/99 a ►M "c "rev' " VP "' Keww 1 Oy� -Sea �2 ChkdBy /Date: ,414- 4•/1•5's Page OF Rev No / Date: Combine stresses, cont. Pt. 0 Longit. Stress, fiong Lateral Stress, f lat Max Shear Stress, v Combined Stresses CHECK DEFLECTION Bottom Surface of Bottom Flange, Beneath Web a 43.83 43786 43.88 10.37 647. 644 644- 9:63 443422 48,0004 4,044 48.0553 = f + (0.5tw / 0.5bf) x f + 0.75a = 11.33 ksi = axo = -9.87 ksi = 0.5(f - flat) = 10.60 ksi = SQRT(f + fiong - fiat x f1on + 3fv = 18.48 ksi Pt. 1 Bottom Surface of Bottom Flange, Beneath Wheel Load Longit. Stress, f bng = f + (.375bf / 0.5bf) x f + 0.75a = 28.76 ksi Lateral Stress, f lat = axt = 9.48 ksi Max Shear Stress, v = 0. 5(fo ng - f i a t ) = 9.64 ksi Combined Stresses = SQRT(f + 6092 - fl x tong + 3fv = 25.46 ksi Pt. 2 Top Surface of Bottom Flange, at Web Long. Str., t ong = (0.5d tf /0.5d)fbx + (0.5tw /0.5bf) fby + 0 . 75 crY2 = Lateral Stress, f lat = 6x2 Max Shear Stress, v = 0.5(f g - f _ Combined Stresses = SQRT(f 2 + f o ng 2 - f x f ong + 3fv _ 0= [PxL /48EIx] + [5xwxL /384EIx] = 6.30 ksi 9.87 ksi -1.79 ksi 8.88 ksi 0.333 in. = L / 721 < L/660 OK r 7 I S12x31.8 +C10x15.3 I • I I a. J (Note: Used simple- simple single span) a b 740 43.00 40:4263 42.00 40,4420 < 0.6Fy < 0.6Fy < Fv < 0.6Fy < 0.6Fy < 0.6Fy < Fv < 0.6Fy < 0.6Fy < 0.6Fy < Fv < 0.6Fy 43-86 42.08 644 40:4687. 30,0607 OK OK OK OK OK OK OK OK OK OK OK OK Title: 3 TON RAIL BEAM Project: 0 0 0 Engr By I Date: Chkd By / Date: Rev No / Date: PM 5/27/99 /Prf*L e i 7 99 Project No. 99 -10559 Page OF ' MONORAIL REF. AISC INPUT LOAD /RAIL INFORMATION BEAM STRESS CHECK ASD, 9th ED. CMAA #74 524MRcalc.xls INTERMEDIATE CALCULATIONS Design Cap + Hoist + Impact, P = '1 kips Load Per Wheel, P = 2.50 kips X. = 2a = 0.277 ,a = b = 0.705 Number of Trolley Wheels = ■ 4 441 4; Max Strong -Axis Bending, Mx = ftk Max Weak -Axis Bending, My = r -;3,50 ftk b - 4r Cxo = -1.096 + 1.095x. + 0.192e s ' o �` = - 0.7562 C = -0.981 - 1.479x. + 1.12e = Yo = - 0.22463 C = 3.965 - 4.835X - 3.965e ' 675x = 0.73579 Cyi = 1.810 - 1.150X + 1.060e'" = 1.61702 t = t - (b + (a /6) = 0.5045 Pw/ta2 = 9.82 a = C PW /tf xo = -7.43 ksi a = C PW /tf Yo Yo 2 = 2.21 ksi 6 = C Pw /tf x� x� = 7.23 ksi 6vi = C /tf = 15.88 ksi ax2 = - axo = 7.43 ksi 0. Y2 = - ay() = -2.21 ksi Rail Type /Size = $S15X50 Cross Section Area, A = s..;; in Member Depth = }= x:15;00;: in. Max Unbraced Lngth = ` ft. Web Thickness, tw = : =;.■.55; in. Flange Width, bf = ; ;5 :641 in. Flange Thkness, tf = ;F x.9 62` in. rT = g in d /A = ' i'\4 28# 3 Sx = ;0. 1 80t in3 3 Sy = ?;��55�� 4 Ix = ;:4 '" Fy ';50110 ksi Fbx = 11.68 ksi Fby = 37.50 ksi Fv = 20.00 ksi RESULTS STABILITY CHECK fbx = Mx/Sx = 9.72 ksi < Fbx OK fbv = My /Sy = 7.54 ksi < FbY OK fv = 0.5P/A = 0.61 ksi < Fv OK COMBINE STRESSES AISC (H1 -3) : 0.8322 + 0.2011 = 1.0333 NG `-` 7 e 0 IA ✓�'/ `/``jC� I tfe �'t.�'C. tC{t/` J V, rC �/i %% 5 � �7 ,. SIV`c)\e. I ) cont. See n\V \Dace 1 ® Title: 3 TON RAIL BEAM Project No. 99 -10559 Project: ,, , . (l Engr By / Date: PM 6/8/99 Mt'G� Ch ileetrtvlg N'ov 1 l ev,wov \t - C •e4,:kk\e_ Chkd By/ Date: #4 6 , /7.59 Page OF Rev No /Date: Combine stresses, cont. Pt. 0 Bottom Surface of Bottom Flange, Beneath Web Longit. Stress, f ong Lateral Stress, f lat Max Shear Stress, V = 0.5(f - f Combined Stresses = SQRT(f + fong - fi x f ong + 3fv = Pt. 1 Bottom Surface of Bottom Flange, Beneath Wheel Load Longit. Stress, f,ong Lateral Stress, f iat Max Shear Stress, v = 0.5(f - fi = f + (0.5tw / 0.5bf) x f + 0.75a = 12.11 ksi < 0.6Fy OK = axo = -7.43 ksi < 0.6Fy OK Combined Stresses = SQRT(f, + f,ong - f iat x f,o + 3fv _ Long. Str., f, g = (0.5d- tf (0.5d)f + (0.5tw /0.5bf) f + 0.750 = 8.00 ksi < 0.6Fy OK Lateral Stress, f iat = 7 x2 = 7.43 ksi < 0.6Fy OK Max Shear Stress, v = 0.5(fo - fi = 0.28 ksi < Fv OK Combined Stresses = SQRT(fiat + f,ong - flat X f, + 3fv = 7.80 ksi < 0.6Fy OK = f + (.375bf / 0.5bf) x f + 0.75a = 27.29 ksi., < 0.6Fy OK = axi = 7.23 ksi < 0.6Fy OK Pt. 2 Top Surface of Bottom Flange, at Web CHECK DEFLECTION A= [PxL /48EIx] + [5xwxL /384EIxj = r 1 I S15X50 Gr 50 I I I I. .1 (Note: Used simple- simple single span) 9.77 ksi < Fv OK 17.12 ksi < 0.6Fy OK 10.03 ksi < Fv OK 24.51 ksi < 0.6Fy OK 0.217 in. = L / 1105 < L/660 OK a 43783 4546 4349 10.37 a 798 7704 7.02 43.86 b 647. 644 644 9763 b 43789 12.99 4244 644 PA} 45 -0422 441404 3 Km* 40.263 40,1420 40.1587 30.0687 Title: 3 TON RAIL BEAM Project: ' c 1.�Engr By / Date: t = : c 1 g11n 0-^ VIv9 7 Ntort+Chkd By /Date: K2.�'Nc�� - • e._ Rev No / Date: PM 6/8/99 ?'e - G /7.99 Project No. 99 -10559 Page OF ENG.001.1.97 3 Tcf 5 C % V C. boor; ► 14 • rc .. s re 14 - v s 2. 1 ,-(7 v v / vv‘o- v ,. v ; vz ..., 4 0 L 2 1 c 6.-"k" r .P"' 6 06 0 Its )�c . vr5 /V >CI1Mu1 -i W �-1 G„ 1`! l OTC Val n Pte 1-. ,k,A.S ao' 2or a a/ L zo L o f 3` K\ } wk 4 4 ��V vAN 1 6 C► v c.. -f+ 10 3 S + 2.5 7 = 4, 12 .2. 4-.q a. 2 E G 2, 2 ■,.c.2 0 2 x(6.-k-0, ) 5 L 1 1 -f A ` 5*.0-7 TITLE: �d b r A L PROJECT: . ® K i e v r COV BY F.ri DATE 6/F7q PROJECT NO. REV. 7e /a_.- DAT,40,2/./9 PAGE OF 7 ' MONORAIL BEAM STRESS CHECK REF. AISC ASD, 9th ED. CMAA #74 524MRcalc.xls INPUT LOAD /RAIL INFORMATION INTERMEDIATE CALCULATIONS + + �� `� ' ,"� 7� ki s Design Cap Hoist Impact, P = . kips oad Per Wheel, P 1.75 kips = p 1 = 2a = 0.277 ,a = bf/8 = 0.705 Number of Trolley Wheels = ;:fi?a ;4 ; Max Strong -Axis Bending, Mx = r,:;' ftk Max Weak -Axis Bending, My = 5.10 ftk b - tw sox _ Cxo = -1.09 + 1.095X + 0.192e' ' = - 0.7562 Cy0 = -0.981 - 1.4791 + 1.12e1'322x = 0.22463 C = 3.965 - 4.8351 - 3.965e -16751 = x� - 0.73579 C = 1.810 - 1.1501 + 1.060e-73x = 1.61702 t = t - (b + (a /6) = 0.5045 Pw/ta = 6.88 0. X0 = Cx0FW /tf = -5.20 ksi a = C /tf = 1.54 ksi axe = C = 5.06 ksi ay, = Cy,Pw /tf = 11.12 ksi axz = - axo = 5.20 ksi aye = - ayo = -1.54 ksi ,._:..,,.. - - -r Rail Type /Size = S.15X50 Cross Section Area, A = in Member Depth = �15�00< Max Unbraced Lngth = ` ft. Web Thickness, tw = Flange Width, bf = ; 5 ;64' in. Flange Thkness, tf = :=; 062 in. ry = g in d /A = M.28 3 Sx = x f 8Q in S = i n 3 Ix = p4 In° Fy =_A ksi Fbx = 11.68 ksi Fby = 37.50 ksi Fv = 20.00 ksi RESULTS STABILITY CHECK fbx = Mx/Sx = 6.57 ksi < Fbx OK fby = My /Sy = 10.99 ksi < F OK fv = 0.5P /A = 0.42 ksi < Fv OK COMBINE STRESSES AISC (H1 -3) : 0.5627 + 0.293 = 0.8557 OK cont. I ® Title: 3 TON RAIL BEAM Project No. 99 -10559 Project: , 61 �'U L Engr By / Date: PM 6/8/99 vt r `^1 e vt K2H WD I _ S 2a 1 F" F Chkd By / Date: "AG-- G.3/' 99 Page OF Rev No / Date: 7 �. v J. Combine stresses, cont. Pt. 0 Bottom Surface of Bottom Flange, Beneath Web Longit. Stress, fton9 Lateral Stress, fiat Max Shear Stress, v = 0 . 5 (f i o ng - f iat) Combined Stresses = SQRT(f + fton9 - fi x (t + 3fv = Pt. 1 Bottom Surface of Bottom Flange, Beneath Wheel Load Longit. Stress, f t ong Lateral Stress, flat Max Shear Stress, v Combined Stresses = f + (0.5tw / 0.5bf) x f + 0.75a = 8.80 ksi = axo = -5.20 ksi 7.00 ksi 12.28 ksi = f + (.375bf / 0.5bf) x fby + 0.75a = 23.15 ksi = axt = 5.06 ksi = 0 . 5 (ftong - flat) = 9.05 ksi = SQRT(fiat + fiong - fiat x fo + 3fv = 21.10 ksi Pt. 2 Top Surface of Bottom Flange, at Web Long. Str., ton = (0.5d- tf /0.5d)fbx + (0.5tw /0.5bf) f + 0.75aY2 = Lateral Stress, flat = aX2 Max Shear Stress, v = 0.5(f - f iat) _ Combined Stresses = SQRT(f 2 + f ong - f x f t oo9 + 3 = CHECK DEFLECTION A = [P x L 48EIx] + [5 x w x L / 384EIx] = a b M 43-83 43786 4349 10.37 64 644 6744 9,62, 124286 4-240g6 42.5833 43,2687 (Note: 5.94 ksi 5.20 ksi 0.37 ksi 5.66 ksi 0.156 in. = L / 1540 S15X5 Use 5 1' x Used simple simpl si ng l e s buy 14- u 43:88 28:0877L 43-59 284084 < 0.6Fy < 0.6Fy < Fv < 0.6Fy < 0.6Fy <0.6Fy < Fv < 0.6Fy < 0.6Fy < 0.6Fy < Fv < 0.6Fy < L/660 OK 1 O Gr 50 I J o ra■T vutiw01-1 e.. w-\\ vt. 4 f , 436 42-58 644 28.1111 24:0488 OK OK OK OK OK OK OK OK OK OK OK OK Title: 3 TON RAIL BEAM Ptirojt ect: c.t• Engr By I Date: 1.12- n w0 4 t t- racA tit e Rev No / Date: Chkd By / Date: PM 6/8/99 ,CNti G.2./. 9 y Project No. 99 -10559 Page OF ENG.001.1.97 D• '' J 1 t • a fi � C Z ti ' } � - e - �— V r „ " . -k \\ €\” we-1A X70 x 0 r7G'1 X r r ( 2 7 Nc 7o - 2 .7$ /A. 16 II IK. ‘'" CvJ- ) • , A I l c •,► , r_ t _ e' , G 2. 1 • (L v TITLE: i ON 2ai�_ 6E-AM PROJECT: 14F14F6-1 .• Evil 'v' I f e e f . t Pc" t' 1 .<¢. BY p DATE 6,AA DATE 4.s/ . 7 4 1' PROJECT NO. REV. PAGE OF C �, C • t G1tn 'G.v in/u s — Tr Ave. A v p !! 514 7, 0 tit At T...c}lid` 4 A 7 e 3 C1 t-1 Us V\c & k 2'S 2a.:.. K � �.; s Ai m -e oe 1.71 23.61 a 5 1 25. 7 25 07 2 ") r /-'.�. v ND - -4 •, -,/ / I TITLE: To N 1. 13ecw. , PROJECT: • CAFGc yl „d-e'' v tom. `'CV BY D f DATE V7/0 DATE PROJECT NO. REV. PAGE OF ENG.001.1.97 STRUCTURE DATA TYPE = PLANE NJ = 39 NH = 74 NE = 0 NS,= 0 NRJ= 2 NL = 15 XMAX= 02.0 YIAX= 32.7 Zi1AX= .0 J= 39.11 =74 UNIT FEE .KIP S T A AD P O S T - P L O T (REV: 22.3 ) DATE: JUN 20. 1999 TITLE: TRUSS ANALYSIS -3TON CRANE- KENWORTH # 9 © 59 I f K -, MN /ELEM V< .. • i s : = It STRUCTURE DATA � 3�;) TYPE = PLANE Y" NJ = 39 ' C G NM = 74 NRJ= 2 NL = 15 "1S XMAX= 984.0 r 24 . YMAX= 392.6 ZMAX= .0 Fql .: g e vv a v STA A D Avna - ` s CxX) Gi ve ov10�1�/'G•l dteaj.�v` . J 30 • J 2 J= 39.M =74 UNIT INC KIP S T A A D P 0 S T - P L O T (REV : 22.3 ) DATE: JUN 7. 1999 TITLE: TRUSS ANALYSIS -3TON CRANE- KENWORTH # 9 © 59 T � € A2 .r0 r e.tkA P;--1 1'= 1 , ` . P =7 '` 1� U 3 40 wvVe O ^- . e m / PI ti G- G •� � /A-4 'rks, o L - ^S orZO& X / 2 0 2 _ter i '��oV � 1� o2 1 0 ,2. Q - . . = CA X o .072O74-(L-L -J 1O.D el t_zc,,16 U 0- 3 '7 2X = 6.1 14- 4\,t &,1 ILa xo.7 0`rl 41.1 5k' A s-s '.) ,..• o e_in 01 l ✓ U G,c W t'• -e .e- S c G G vs c` _ 6 . J 4 CP r Cif ( 2.0*- 1 C‘r0 ■•••1 ' - e f t v v I Q 5 -e. g. 24- y l dt e TITLE: 1 O ,� 1 c R N PROJECT: _ „ • c F v lveevl v�J�ci BY p • ,\ / ti DATE PROJECT NO. - (0 `i5 REV. PAGE OF ENG.001.1.97 • I WD 61,101v 4 s ? vc , • fit) 0 t 0 = (c ve o. 1 A 2 . o Cvavle, 0.4k c2V H 'y v 1- H = O. 20 6' as 5l e CGh ►--t # • - .-0,05 o\-cd 2 6 'P-P ©- 24■ciO> 20 • E u a1/4J 1-' \)2--Tp v V, Z e< • 6 .0 << TITLE: 2 T o Gvo PROJECT: • . ` FG� [v‘ 0}1v'Z €V1v■o1Sk..) f OV BY p rj //14L 4P- c /)S DTE • �g PROJECT NO. REV. PAGE OF ENG.001.1.97 15 User ID: Hams Group, Inc. PAGE NO. S T A A D- III Revision 22.3 Proprietary Progra of Research Engineers, Inc Date= JUN 7, 1999 Ti e= 13:30:29 USER ID: Harris Group, Inc. 1. STAAD PLANE TRUSS ANALYSIS -3TON CRANE- KENWORTH 2 .' • 3. • TRUSS_T2 4. • 5. INPUT WIDTH 79 6. • 7. • 8. PAGE LENGTH 70 9. • 10. UNIT FEET KIP 11. JOINT COORDINATES 12. 1 .000 .000 .000 13. 2 6.000.. .000 .000 14. 3 18.000 .000 .000 15. 4 30.000 .000 .000 16. 5 42.000 .000 .000 17. 6 54.000 .000 .000 18. 7 60.000 .000 .000 19. 8 .000 4.375 .000 20. 9 6.000 5.175 .000 21. 10 12.000 5.975 .000 22. 11 18.000 6.775 .000 23. 12 24.000 7.575 .000 24. 13 30.000 8.375 .000 25. 14 36.000 7.575 .000 26. 15 42.000 6.775 .000 27. 16 48.000 5.975 .000 28. 17 54.000 5.175 .000 29. 18 60.000 4.375 .000 30. 19 12.000 2.587 .000 31. 20 24.000 4.188 .000 32. 21 36.000 4.188 .000 33. 22 48.000 2.587 .000 34. 23 -6.000 1.455 .000 35. 24 - 12.000 2.909 .000 36. 25 - 18.000 4.364 .000 37. 26 - 22.000 5.330 .000 38. 27 -6.000 4.908 .000 39. 28 - 12.000 5.441 .000 40, 29 - 18.000 5.975 .000 41. 30 - 22.000 6.330 .000 42. 31 .000 14.000 .000 43. 32 60.000 14.000 .000 44. 33 18.000 17.119 .000 45. 34 24.000 17.919 .000 46. 35 30.000 18.719 .000 47. 36 36.000 17.919 .000 48. 37 42.000 17.119 .000 49. 38 24.000 12.747 .000 50. 39 36.000 12.747 .000 51. MEMBER INCIDENCES 52. 1 1 2 53. 2 2 3 ,•• • : . . . • 54. 55. 56. 57. 58. 59. 60. 61. 62 63. 64. 65. 66, 67. 68. 69. 70. 71. 72. 73. 74. 75. 76. 77, 78. 79. 80. 81. 82. 83. 84. 85. 86, 87. 88. 89. 90. 91. 92. 93. 94. 95. 96. 97. 98. 99. 100. 101. 102. 103. 104. 105. 106. 107. 108. 109. 110, 111. 112, 113. 114. 115. 116, 117. 118. 119. 120. 121. 4 5 6 7 8 .9 10 11 12 13 14 15 1.7 1 8' 19 20 21 22 23 24 25 26 27 ' 28 29 30 31 32 33 34 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 51 52 53 54 55 56 57 58 59 60 61 62 63 64 65 66 67 68 69 70 3 4 5 6 8 9 10 11 12 13 14 15 16 17 1 2 3 4 15 17 7 19 20 21 22 8 9 19 19 11 3 20 13 21 21 15 5 22 6 1 23 24 25 8 27 28 29 23 24 25 26 23 24 25 26 31 32 11 38 39 15 33 34 35 36 33 11 38 TRUSS ,ANA LYS I S 3TON CRANE- KENWORTH • 4 .5 6 . 7 9 10 11 12 13 14 15 16 17 18 8 9 11 13 5 6 18 10 12 14 . 16 2 19 3 1i 20 20 13 21 5 15 22 22 17 18 23 24 25 26 27 28 29 30 27 28 29 30 8 27 28 29 1 7 33 34 36 37 34 35 36 37 38 38 35 .• , User ID: Harris Group, Inc. -- PAGE NO. 2 • • 1 TRUSS ANALYSIS -3TON CRANE- KENWORTH User ID: Harris Group, Inc. - - PAGE NO. 122 71 35 39 123 72 39 15 124 73 39 37 125 74 38 39 126 • 127. • 128. MEMBER PROPERTY AMERICAN 129. 1 4 TO 6 28 TABLE LD L40405 SP .042 130. 2 3 TABLE ST W8X24 131. 8 9 TABLE ST W6X25 132. 7 10 11 TABLE SD L35254 SP .042 133. 12 TO 16 TABLE SD L40305 SP .042 134. 18 41 69 TO 72 TABLE LD L30254 SP .042' 135. 19 21 22 35 36 39 40 53 54 64 TO 67 TABLE LD L25204 SP .042 136. 20 24 TO 27 31 32 37 38 51 52 57 68 73 74 TABLE ST L25204 137. 29 30 TABLE LD L40305 SP .042 138. 33 34 TABLE SD L30254 SP .042 139. 42 TO 45 TABLE SD L50356 SP .042 140. 46 TO 49 TABLE LD L35255 SP .042 141. 50 56 61 62 TABLE ST L30254 142. 55 TABLE ST L35254 143. 17 23 58 59 PRI AX .067 IX .005 IY .002 YD .667 ZD .661 144. 60 63 TABLE LD L35254 SP .003 145. • 146. • 147. UNIT INCHES KIP 148. CONSTANT 149. E 29000. ALL 150. POISSON .3 ALL 151. DENSITY .000283 ALL 152. ALPHA .0000065 ALL 153. • 154. 'ADJUST THE ORIENTATION OF ANGLE MEMBERS TO MATCH THE STRUCTURE 155. BETA 180. MEMB 1 TO 6 21 22 29 30 33 TO 36 39 40 42 TO 45 63 156. BETA ANGLE MEMB 20 157. BETA 32.05 MEMB 24 TO 27 31 32 37 38 51 52 57 68 73 74 158. BETA 34.37 MEMB 50 56 61 62 159. BETA 26.84 MEMB 55 160. • 161. 162. SUPPORT 163. 31 32 PINNED 164. 165. MEMBER RELEASE 166. 1 7 12 29 33 35 39 42 46 64 66 69 71 START MX MY MZ 167. 6 11 16 30 34 36 40 65 67 70 72 END MX MY MZ 168. 169. MEMBER TRUSS 170. 18 TO 22 24 TO 28 31 32 37 38 41 50 TO 57 60 TO 63 68 73 74 171. 172. MEMB TENSION 173. 74 174. 175. • 176. UNIT FEET KIP 177. LOAD 1 DEAD LOAD - 5 PSF LOAD TO ACCOUNT FOR STEEL, LIGHTS, PIPING 178. SELFWEIGHT Y -1. 179. JOINT LOAD 180. 9 10 16 17 27 28 34 TO 36 FY -.6 181. 11 15 FY -.3 182. 29 30 FY -.5 183. 33 37 FY -.43 184. • 185. LOAD 2 ROOF LIVE LOAD - 25 PSF 186. JOINT LOAD 187. 9 10 16 17 27 28 34 TO 36 FY -3. 188. 11 15 FY -1.5 189. 29 FY -2.5 • 190. 30 FY -2. 191. 33 37 FY -2.15 192. User ID: Hams Group, Inc. TRUSS ANALYSIS -3TON CRANE- KENWORTH - PAGE NO. 4 • 193. LOAD 3 CRANE LOAD - DOUBLE ORIGINAL LOADS TO ACCOUNT FOR INCREASED CRANE 194. "NOTE THAT CRANE LOAD IS NOT CONSIDERED CONCURRENTLY WITH ROOF LIVE LOAD 195. JOINT LOAD 196. 2 3 4 5 6 FY -2.0 197. 198. LOAD 4 CRANE LOAD POINT LOAD 8.5 KIPS 199. JOINT LOAD 200. • 2 3 5 6 FY -1.0 201. 4 FY -8.5 202. 203. LOAD 5 CRANE LOAD POINT LOAD 8.5 KIPS 204. JOINT LOAD 205. 2 FY -8.5 206. • 3 TO 6 FY -1.0 207. • 208. LOAD 6 0.75 SNOW LOAD (0.75X25= 18.75) 209. JOINT LOAD 210. 9 10 16 17 27 28 34 TO 36 FY -2.25 211. 11 15 FY -1.13 212. 29 FY -1.88 213. 30 FY -1.5 214. 33 37 FY -1.61 215. ' 216. • 217. LOAD 7 CRANE LOAD 7.0 KIPS 218. JOINT LOAD 219. 2 FY -7.0 220. • 221. • 222. LOAD 8 CRANE LOAD 7.0 KIPS 223. JOINT LOAD 224. 4 FY -7.0 225 • 226. • 227. LOAD COMB 10 DL + ROOF LL 228. • 229. 1 1. 2 1. 230. LOAD COMB 11 DL + CRANE LL 231. 1 1. 3 1. 232. • 233. • LOAD COMB 12 DL + CRANE 234. • 1 1.0 4 1.0 235. • 236. LOAD COMB 13 DL + CRANE 237. 1 1.0 5 1.0 238 • 239. • LOAD COMB 14 DL + 0.75LL + CRANE 240. • 1 1.0 2 0.75 4 0.75 241. • 242. LOAD COMB 15 DL + 0.75LL + CRANE 243. 1 1.0 2 0.75 5 0.75 244. • 245. • LOAD COMB 16 DL + 0.75S + CRANE 4 246. • 1 1.0 6 1.0 4 1.0 247. • 248. LOAD COMB 17 DL + 0.75S + CRANE 5 249. 1 1.0 6 1.0 5 1.0 250. • 251. LOAD COMB 18 DL + 0.75S + CRANE 7 252. 1 1.0 6 1.0 7 1.0 253. • 254. • 255. LOAD COMB 19 DL + 0.75S + CRANE 8 256. 1 1.0 6 1.0 8 1.0 257. • DRAW MEMB SUPP • '„,-,-•.' • g • • .`• • • ; Process Process Process Calcula Process Process Process Calcula Calcula TRUSS ANALYSIS-3TON CRANE- KENWORTH 258. • DRAW LOAD 1 259. DRAW LOAD 2 260. " DRAW LOAD 3 261. " 'PRINT MEMBER INFORMATION LIST 262, PERFORM ANALYSIS PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 39/ 74/ 2 ORIGINAL/FINAL BAND-WIDTH = 30/ 7 TOTAL PRIMARY LOAD CASES = 8, TOTAL DEGREES OF FREEDOM = 113 SIZE OF STIFFNESS MATRIX = 2712 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.15/ 328.7 MB, EXMEM = 1960.0 MB ing Element Stiffness Matrix. ing Global Stiffness Matrix. ing Triangular Factorization. ting Joint Displacements. ing Element Stiffness Matrix. lng Global Stiffness Matrix. ing Triangular Factorization. ting Joint Displacements. ting Member Forces. 263. PRINT MEMB FORCES LIST 7 8 9 10 74 User ID: Harris Group, Inc. - - PAGE NO. 13:30:31 13:30:31 13:30:31 13:30:31 13:30:31 13:30:31 13:30:31 13:30:31 13:30:32 ' • •K User ID: Halls Group, Inc. TRUSS ANALYSIS -3TON CRANE- KENWORTH 7 PAGE NO. MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 7 1 8 -1.82 .01 .00 .00 .00 .00 9 .1.82 .04 .00 .00 .00 -.09 2 8 -9.20 -.03 .00 .00 .00 .00 9 9.20 .03 .00 .00 .00 -.16 3 8 . 4.90 .00 .00 .00 .00 .00 9 -4.90 .00 .00 .00 .00 .00 8 3.96 .00 .00 .00 .00 .00 9 -3.96 .00 .00 .00 .00 -.02 8 8.37 .01 .00 .00 .00 .00 9 -8.37 -.01 .00 .00 .00 .06 8 -6.92 -.02 .00 .00 .00 .00 9 6.92 .02 .00 .00 .00 -.12 7 8 6.89 .01 .00 .00 .00 .00 9 -6.89 -.01 .00 .00 .00 .05 8 8 3.26 .00 .00 .00 .00 .00 9 -3.26 .00 .00 .00 .00 -.02 10 8 -11.02 -.01 .00 .00 .00 .00 9 11.03 .07 .00 .00 .00 -.25 11 8 3.08 .01 .00 .00 .00 .00 9 -3.07 .04 .00 .00 .00 -.09 13 8 6.55 .02 .00 .00 .00 .00 9 -6.54 .03 .00 .00 .00 -.03 15 8 -2.44 .00 .00 .00 .00 .00 9 2.45 .06 .00 .00 .00 -.17 17 8 -.36 .00 .00 .00 .00 .00 9 .37 .05 .00 .00 .00 -.15 18 8 -1.84 .00 .00 .00 .00 .00 9 1.85 .06 .00 .00 .00 -.16 19 8 -5.47 -.01 .00 .00 .00 .00 9 5.48 .07 .00 .00 .00 -.23 8 1 9 6.17 .21 .00 .00 .00 .09 10 -6.15 -.06 .00 .00 .00 .75 2 9 15.93 .46 .00 .00 .00 .16 10 -15.93 -.46 .00 .00 .00 2.60 3 9 8.85 .09 .00 .00 .00 .00 10 -8.85 -.09 .00 .00 .00 .51 4 9 10.38 .12 .00 .00 .00 .02 10 -10.38 -.12 .00 .00 .00 .68 5 9 4.88 .00 .00 .00 .00 -.06 10 -4.88 .00 .00 .00 .00 .03 6 9 11.95 .34 .00 .00 .00 .12 10 -11.95 -.34 .00 .00 .00 1.95 7 9 4.02 .00 .00 .00 .00 -.05 10 -4.02 .00 .00 .00 .00 .03 8 9 8.55 .10 .00 .00 .00 .02 10 -8.55 -.10 .00 .00 .00 .56 10 9 22.11 .67 .00 .00 .00 .25 10 -22.09 -.52 .00 .00 .00 3.35 11 9 15.02 .30 .00 .00 .00 .09 10 -15.00 -.15 .00 .00 .00 1.27 13 9 11.05 .21 .00 .00 .00 .03 10 -11.03 -.06 .00 .00 .00 .78 15 9 21.78 .55 .00 .00 .00 .17 10 -21.76 -.40 .00 .00 .00 2.73 17 9 23.00 .55 .00 .00 .00 .15 10 -22.98 -.40 .00 .00 .00 2.73 1 J TRUSS ANALYSIS -3TON CRANE- KENWORTH MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR Z TORSION MOM -Y MOM -Z 18 9 22.14 .55 .00 .00 .00 10 -22.12 -.40 .00 .00 .00 19 9 26,67 .65 .00 .00 .00 10 -26.65 -.50 .00 .00 .00 10 6.14 11 -6.12 2 10 15.82 11 -15.82 3 10 8.83 11 -8.83 4 10 10.35 11 -10.35 5 10 4.88 11 -4.88 6 10 11.86 11 -11.86 7 10 4.02 11 -4.02 8 10 8.52 11 -8.52 10 10 21.95 11 -21.93 11 10 14.96 11 -14.94 13 10 11.02 11 -11.00 15 10 21.66 11 -21.64 17 10 22.88 11 -22.86 18 10 22.01 11 -21.99 19 10 26.52 11 -26.50 10 1 11 5.01 12 -5.00 2 11 11.03 12 -11.03 3 11 8.99 12 -8.99 4 11 10.58 12 -10.58 5 11 4.87 12 -4.87 6 11 8.27 12 -8.27 7 11 4.01 12 -4.01 8 11 8.71 12 -8.71 10 11 16.05 12 -16.04 11 11 14.00 12 -14.00 13 11 9.88 12 •9.87 15 11 16.94 12 -16.93 -.06 .20 -.43 .43 -.09 .09 -.12 .12 -.01 .01 -.32 .32 -.01 .01 -.10 .10 -.49 .64 -.14 .29 -.06 .21 -.38 .53 -.39 .54 -.39 .53 -.48 .62 .03 .03 .01 -.01 .01 -.01 .01 -.01 .01 -.01 .01 -.01 .00 .00 .01 -.01 .04 .02 .04 .02 .04 .02 .04 .02 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 User ID: Harris Group, Inc. PAGE NO. 7 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .16 2.73 .23 3.26 -.75 -.04 -2.60 -.02 -.51 -.01 -.68 -.02 -.03 -.01 -1.95 -.01 -.03 -.01 -.56 -.02 -3.35 -.05 -1.27 -.05 -.78 -.05 -2.73 -.06 -2.73 -.06 -2.73 -.06 -3.26 -.07 .04 .02 .02 .04 .01 .03 .02 .03 .01 ,03 .01 .03 .01 .02 .02 ,02 .05 .02 .05 .02 .05 .01 .06 .03 ' , 1 , TRUSS ANALYSIS -3TON CRANE- KENWORTH MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION 17 11 18.16 .04 .00 12 -18.15 .01 .00 18 11 17.30 .04 .00 12 -17.29 .02 .00 19 11 22.00 .05 .00 12 -21.99 .01 .00 18 1 2 5.42 .00 .00 9 -5.37 .00 .00 2 2 17.58 .00 .00 9 -17.58 .00 .00 3 2 2.30 .00 .00 9 -2.30 .00 .00 4 2 3.72 .00 .00 9 -3.72 .00 .00 5 2 -1.96 .00 .00 9 1.96 .00 .00 6 2 13.19 .00 .00 9 -13.19 .00 .00 7 2 -1.62 .00 .00 9 1.62 .00 .00 8 2 3.06 .00 .00 9 -3.06 .00 .00 10 .2 22.99 .00 .00 9 -22.95 .00 .00 11 2 7.72 .00 .00 9 -7.67 .00 .00 13 2 3.45 .00 .00 9 -3.41 .00 .00 15 2 17.13 .00 .00 9 -17.08 .00 .00 17 2 16.64 .00 .00 9 -16.59 .00 .00 18 2 16.99 .00 .00 9 -16.94 .00 .00 19 2 21.67 .00 .00 9 -21.62 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 User ID: Hams Group, Inc. -- PAGE NO. 8 MOM -Y MOM -Z .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 . 0 0 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .06 .03 .06 .03 .07 .03 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 24 1 19 .49 .00 .00 .00 .00 .00 10 -.48 .00 .00 .00 .00 .00 2 19 2.10 .00 .00 .00 .00 .00 10 -2.10 .00 .00 .00 .00 .00 3 19 -.17 .00 .00 .00 .00 .00 10 .17 .00 .00 .00 .00 .00 4 19 .23 .00 .00 .00 .00 .00 10 .23 .00 .00 .00 .00 .00 5 19 .00 .00 .00 .00 .00 .00 10 .00 .00 .00 .00 .00 .00 6 19 1.58 .00 .00 .00 .00 .00 10 -1.58 .00 .00 .00 .00 .00 7 19 .00 .00 .00 .00 .00 .00 10 .00 .00 .00 .00 .00 .00 8 19 .19 .00 .00 .00 .00 .00 10 .19 .00 .00 .00 .00 .00 10 19 2.60 .00 .00 .00 .00 .00 10 -2.58 .00 .00 .00 .00 .00 11 19 .32 .00 .00 .00 .00 .00 10 -.31 .00 .00 .00 .00 .00 13 19 .49 ,00 .00 .00 .00 .00 10 -.48 .00 .00 .00 .00 .00 User ID: Halls Group, Inc. • TRUSS ANALYSIS -3TON CRANE- KENWORTH -- PAGE NO. • zM MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 15 19 2.07 .00 .00 .00 .00 .00 10 -2.06 .00 .00 .00 .00 .00 17 19 2.07 .00 .00 .00 .00 .00 10 -2.05 .00 .00 .00 .00 .00 18. 19 2.07 .00 .00 .00 .00 .00 10 -2.05 .00 .00 .00 .00 .00 19 19 1.88 .00 .00 .00 .00 .00 10 -1.86 .00 .00 .00 .00 .00 9 -8.62 -.05 .00 .00 .00 .00 19 8.58 -.04 .00 .00 .00 -.04 9 -27.09 -.05 .00 .00 .00 .00 19 27.09 .05 .00 .00 .00 -.34 9 -4.26 -.01 .00 .00 .00 .00 19 4.26 .01 .00 .00 .00 -.06 9 -6.92 -.01 .00 .00 .00 .00 19 6.92 .01 .00 .00 .00 -.08 9 3.76 .00 .00 .00 .00 .00 19 -3.76 .00 .00 .00 .00 -.01 6 9 -20.33 -.04 .00 .00 .00 .00 19 20.33 .04 .00 .00 .00 -.25 7 9 3.10 .00 .00 .00 .00 .00 19 -3.10 .00 .00 .00 .00 .00 8 9 -5.70 -.01 .00 .00 .00 .00 19 5.70 .01 .00 .00 .00 -.07 10 9 -35.71 -.10 .00 .00 .00 .00 19 35.67 .02 .00 .00 .00 -.38 11 9 -12.87 -.06 .00 .00 .00 .00 19 12.83 -.03 .00 .00 .00 -.10 13 9 -4.85 -.05 .00 .00 .00 .00 19 4.82 -.04 .00 .00 .00 -.05 15 9 -26.11 -.09 .00 .00 .00 .00 19 26.08 .00 .00 .00 .00 -.30 17 9 -25.18 -.09 .00 .00 .00 .00 19 25.14 .00 .00 .00 .00 -.30 18 9 -25.85 -.09 .00 .00 .00 .00 19 25.81 .00 .00 .00 .00 -.30 19 9 -34.64 -.10 .00 .00 .00 .00 19 34.61 .01 .00 .00 .00 -.36 . END OF LATEST ANALYSIS RESULT 264. PRINT JOINT DISPLACEMENTS LIST 4 2 I 1 l { .. TRUSS ANALYSIS -3TON CRANE- KENWORTH JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN • JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE User ID: Harris Group, Inc. PAGE NO. 10 4 1 .03132 - .09579 00000 .00000 .00000 - .00001 2 .11686 - .25847 00000 .00000 .00000 - .00010 3 .00443 - .12803 00000 .00000 .00000 .00005 4 .00740 - .19773 00000 .00000 .00000 - .00039 5 .02577 - .04441 00000 .00000 .00000 .00011 .08773 - .19387 00000 .00000 .00000 - .00008 7 .02122 - .03657 00000 .00000 .00000 .00009 8 .00609 - .16284 00000 .00000 .00000 - .00032 10 - .14819 - .35427 00000 .00000 .00000 - .00011 11 - .02689 - .22383 00000 .00000 .00000 -.00007 13 - .00555 - .14020 00000 .00000 .00000 .00009 15 - .09964 - .32295 00000 .00000 .00000 - .00001 17 - .09328 - .33408 00000 •00000 .00000 .00002 18 -.09783 - .32624 00000 .00000 .00000 .00000 19 - .11296 - .45251 00000 .00000 .00000 - .00040 1 - .03406 - .02478 00000 .00000 .00000 - .00049 2 - .12097 - .05913 00000 •00000 .00000 - .00123 3 - .00461 - .04363 00000 .00000 .00000 - .00053 4 - .00504 - .04441 00000 .00000 .00000 - .00059 5 .01830 - .04417 00000 .00000 .00000 - .00018 6 .09080 - .04433 00000 .00000 .00000 - .00092 7 .01507 - .03638 00000 .00000 .00000 - .00015 8 - .00415 - .03657 00000 .00000 .00000 - .00049 10 - .15503 - .08390 00000 .00000 .00000 - .00171 11 - .03867 - .06840 00000 .00000 .00000 - .00102 13 - .01576 - .06895 00000 .00000 .00000 - .00067 15 - .11106 - .10225 00000 .00000 .00000 - .00154 17 - .10655 - .11328 00000 .00000 .00000 - .00159 18 - .10978 - .10548 00000 .00000 .00000 - .00155 19 - .12900 - .10568 00000 .00000 .00000 - .00190 265. • 266. PRINT SUPPORT REACTIONS END OF LATEST ANALYSIS RESULT I I I t • ' TRUSS ANALYSIS-3TON CRANE -. KENWORTH SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE 31 1 .14 9.3 .00 2 .29 27.03 .00 3 .35 5.00 .00 4 .37 4.25 .00 5 .19 7.65 .00 6 .22 20.28 .00 .7 .16 6.30 .00 8 .31 3.50 .00 10 .43 36.33 .00 1 ..49 14.30 .00 13 .33 16.95 .00 15 .50 35.31 00 17 .54 37.23 00 18 .51 35.88 00 19 .66 33.08 00 32' 1 -.14 4.62 00 2 -.29 11.77 00 3. -.35 5.00 00 .4 -.37 4.25 00 5 -.19 .85 00 6 -.22 8.83 00 7 -.16 70 00 8 -.31 3.50 00 10 -.43 16.39 00 11 -.49 9.62 00 13 -.33 5.47 00 15 -.50 14.08 00 17 -.54 14.30 00 18 -.51 14.15 00 19 -.66 16.95 .00 267. • 268. • 269. PARAMETER 270. CODE AISC 271. UNIT INCHES KIP 272. FYLD 32. MEMB 1 TO 74 273. WSTR 12.8 MEMB 1 TO 74 274. CHECK CODE MEMB 1 TO 74 END OF LATEST ANALYSIS RESULT 00 .00 .0 0 .00 . 0. .00 .0 0 .0 0 .0 0 .0 0 0 0 .0 0 .00 .00 .00 .00 .00 .0 0 .0 0 .00 .0 0 .0 0 .0 0 .00 .0 0 .00 .0 0 .00 .00 .00 User ID: Harris Group, Inc. -- PAGE NO. JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 11 i II x .., User ID: Harris Group, Inc. TRUSS ANALYSIS -3TON CRANE- KENWORTH -- PAGE NO. 12 • STAAD -III CODE CHECKING - (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 1 LD L40 405 PASS AISC- H1 -1• .791 10 43.73 C .00 -8.47 72.00 2 ST W8X 24 PASS AISC- H1 -3 .189 10 11.35 C .00 26.99 144.00 3 ST W8X 24 PASS AISC- H2 -1 .269. 19 28.97 T .00 22.44 .00 4 LD L40 405 PASS AISC- H2 -1 .351 19 28.97 T .00 -1.85 .00 5 LD L40 405 PASS AISC- H2 -1 .245 10 16.68 T .00 3.21 .00 6 LD L40 405 PASS AISC- H1 -3 .099 19 2.78 C .00 -3.00 .00 7 SD L35 254 PASS AISC- H2 -1 .390 10 11.03 T 00 3.01 72.64 8 ST W6X 25 PASS AISC- H1 -1 .313. 19 26.65 C 00 -39.16 72.64 9 ST W6X 25 PASS AISC- H1 -1 .312• 19 26.52 C 00 -39.16 .00 10 SD L35 254 PASS AISC- H1 -1 .715 19 22.00 C 00 .80 .00 11 SD L35 254 PASS AISC- H1 -1 .668 19 22.00 C 00 .37 .00 12 SD L40 305 PASS AISC- H1 -1 .610 19 30.76 C 00 -1.83 72.64 13 SD L40 305 PASS AISC- H1 -1 .610 19 30.76 C 00 -1.83 .00 14 SD L40 305 PASS AISC- H1 -1 .852 19 36.20 C 00 -4.69 72.64 15 SD L40 305 PASS AISC- H1 -1 .852 19 36.21 C 00 -4.69 .00 16 SD L40 305 PASS AISC- H1 -1 .427 19 17.26 C .00 3.55 .00 17 PRI SMAT PASS AISC- H1 -1 .211 17 28.57 C .00 91.35 .00 18 LD L30 254 PASS COMPRESSION .580 10 22.99 C .00 .00 .00 19 LD L25 204 PASS COMPRESSION .471 10 11.80 C .00 .00 .00 20 ST L25 204 PASS TENSION .414 4 8.45 T .00 .00 .00 21 LD L25 204 PASS COMPRESSION .468 10 11.74 C .00 .00 .00 22 LD L25 204 PASS COMPRESSION .456 19 13.74 C .00 .00 .00 23 PRI SMAT PASS AISC- H1 -3 .163 19 16.48 C .00 - 111.35 .00 24 ST L25 204 PASS COMPRESSION .196 10 2.60 C .00 .00 .00 25 ST L25 204 PASS COMPRESSION .005 1 .07 C .00 .00 .00 26 ST L25 204 PASS COMPRESSION .006 1 .09 C .00 .00 .00 27 ST L25 204 PASS COMPRESSION .264 10 3.51 C .00 .00 .00 TRUSS ANALYSIS -3TON CRANE- KENWORTH MEMBER TABLE RESULT/ FX 28 LD L40 405 PASS 43.56 T 29 LD L40 305 PASS 35.67 T 30 LD L40 305 PASS 33.18 T • 31 ST L25 204 FAIL 32 ST L25 204 PASS .16 T 33 SD L30 254 PASS 5.99 C 34 SD L30 254 PASS 5.89 C 35 LD L25 204 PASS 10.91 T 36 LD L25 204 PASS 10.85 T 37 ST L25 204 PASS .08 C • 38 ST L25 204 FAIL 39 LD L25 204 PASS 17.77 T 40 LD L25 204 PASS 20.44 T 41 LD L30 254 PASS 23.79 T 42 SD L50 356 PASS 43.12 C 43 SD L50 356 PASS 30.45 C 44 SD L50 356 PASS 18.17 C 45 SD L50 356 PASS 6.71 C 46 LD L35 255 PASS 29.69 T 47 LD L35 255 PASS 17.70 T 48 LD L35 255 PASS 6.54 T 49 LD L35 255 PASS 00 T 50 ST L30 254 PASS 8.79 C 51 ST L25 204 PASS 6.70 C 52 ST L25 204 PASS 4.65 C 53 LD L25 204 PASS 2.55 C 54 LD L25 204 PASS 13.74 T 55 ST L35 254 PASS 12.58 T 56 ST L30 254 PASS 11.29 T 57 ST L25 204 PASS 6.60 T r k, • ALL UNITS ARE KIP INCH (UNLESS OTHERWISE NOTED) CRITICAL CONDI MY RATIO/ MZ User ID: Harris Group, Inc. -- PAGE NO. 13 LOADING/ LOCATION TENSION .471 17 .00 .00 .00 AISC- H2 -1 .539 10 .00 4.53 78..41 AISC- H2 -1' .508 10 .00 4.53 .00 L /R- EXCEEDS 1.037 TENSION .008 1 .00 .00 .00 AISC- H1 -1 .227 19 .00 .10 87.80 AISC- H1 -1 .223 19 .00 .10 .00 AISC- H2 -1 .300 10 00 .49 87.80 AISC H2 -1 .299 10 .00 .49 .00 COMPRESSION .018 2 .00 .00 .00 L /R- EXCEEDS 1.037 AISC- H2 -1 .514 19 .00 1.16 78.41 AISC- H2 -1 .580 19 .00 1.16 .00 TENSION .472 19 .00 .00 .00 AISC- H1 -1 .581 10 .00 -4.16 74.09 AISC- H1 -1 .431 10 .00 -4.16 .00 AISC- H1 -1 .251 10 .00 -2.41 .00 AISC- H1 -3 .096 10 .00 1.14 .00 AISC- H2 -1 .503 10 .00 2.46 72.28 AISC- H2 -1 .328 10 .00 2.46 .00 AISC- H2 -1 .141 10 .00 1.61 .00 AISC- H2 -1 .029 2 .00 -1.04 .00 COMPRESSION .476 10 .00 .00 .00 COMPRESSION .429 10 .00 .00 .00 COMPRESSION .266 10 .00 .00 .00 COMPRESSION .073 10 .00 .00 .00 TENSION .337 10 .00 .00 .00 TENSION .456 10 .00 .00 .00 TENSION .448 10 .00 .00 .00 TENSION .323 10 .00 .00 .00 k • MEMBER TABLE RESULT/ FX 58 PRI SMAT PASS 36.77 C 59 PRI SMAT PASS 16.49 C 60 LD L35 254 PASS 4.61 C 61 ST L30 254 PASS 3.67 C 62 ST L30 254 PASS 3.67 C 63 LD L35 254 PASS 4.61 C 64 LD L25 204 PASS 2.22 C 65 LD L25 204 PASS 2.22 C 66 LD L25 204 PASS 2.22 C 67 LD L25 204 PASS 2.22 C 68 ST L25 204 PASS 2.73 T 69 LD L30 254 PASS 5.28 C 70 LD L30 254 PASS 2.24 C 71 LD L30 254 PASS 2.24 C 72 LD L30 254 PASS 5.28 C 73 ST L25 204 PASS 2.71 T 275. FINISH CRITICAL COND/ MY AISC- H1 -1 .00 AISC- H1 -3 .00 COMPRESSION • .00 COMPRESS I ON .00 COMPRESSION .00 COMPRESSION .00 AISC- H1 -3 .00 AISC -. H1 -3 .00' AISC- H1 -3 .00 AISC- H1 -3 .00 TENSION .00 AISC- H1 -1 .00 AISC- H1 -3 .00 AISC- H1 -3 .00 AISC- H1 -1 .00 TENSION .00 END OF STAAD -III User ID: Harris Group, Inc. TRUSS ANALYSIS - 3TON CRANE KENWORTH -- PAGE NO. 14 ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) RATIO/ MZ .321 91.35 .191 - 111.35 .191 .00 .274 .00 .274 .00 .191 .00 .089 .13 .090 .13 .090 .13 .089 .13 .134 .00 .198 .45 .096 .45 .096 .45 .198 .45 .133 .00 •••• DATE= JUN 7,1999 TIME= 13:30:33 •••• • For questions on STAAD -III, contact: • • Research Engineers, Inc at • • West Coast: Ph- (714) 974 -2500 Fax- (714) 921 -2543 • East Coast: Ph- (508) 688 -3626 Fax- (508) 685 -7230 • LOADING/ LOCATION 17 168.00 19 168.00 10 .00 10 .00 10 .00 10 .00 10 72.64 10 .00 10 72.64 10 .00 10 .00 10 101.59 10 .00 10 101.59 10 .00 10 .00 STRUCTURE DATA TYPE = PLANE NJ = 39 NH = 74 NE = 0 NS = 0 NRJ= 2 NI = 16 XHAX= 984.0 YHAX= 392.6 ZHAX= .0 J= 39.H =74 35 HN /ELEH UNIT INC KIP 5 T A A D P05 T- P L 0 T. (REV: 22.3.') TITLE: TRUSS ANALYSIS -3TON CRANE- KENWORTH DATE: JUN 7, 1999 STRUCTURE DATA TYPE = PLANE NJ = 39 NH = 74 NE = 0 NS = 0 NRJ= 2 NL = 16 XHAX= 82.0 YMAX= 32.7 ZHAX= .0 66 a9 Ef�lsw� - a7 a6 J= 39.H =74 59 r I P 60 72 63 HN /ELEM re t 14 .UNIT FEE KIP S T A AD P O S T - P L O T (REV: 22.3 TITLE: TRUSS ANALYSIS -3TON CRANE -. KENWORTH DATE: JUN 7, 1999 KENWORTH TRUCK COMPANY 99 -10559 MANUFACTURING ENGINEERING SUPPORT Bridge Crane Modifications D 559_I1T2 E TRUST2 3T1 W5WR CIVIL / STRUCTURAL CALCULATIONS AREA 1 AXLE TACK BRIDGE C r - .. 1\-'r 1 -16 2 AXLE SET BRIDGE CRANE 1 -15 11 SLEEPER BUILD CRANE 1 -3 ,12 TRACK CONVEYOR 1 -11 RAISE 1000 LB BRIDGE CRANE 1-6 15/16 AXLE/FRAME CRANE 1 -12 2 AXLE SET BRIDGE CRANE REVISION RAIL 1-4 Ttt15 SU13M1TT1-AL Q/lLi1go3 t°t .o' APPENDIX - STAAD ANALYSES A. TRUSS T -1 9 pages B. TRUSS T -2 14 pages C INFLUENCE LINE COEF. 4 pages 25 pages 17 pages 9 pages G 559Add'I3TC 11 pages TI-fIS 5U3MITTAI. « /I PAGES RECEIVED CITY OF TUKWILA SEP 1 4 199 PERMIT CENTER r ` EXPIRES O - 01--0 / 559CALC • A ve-a 2 2vL\/∎51 k I N , e _ , . . , ) • . oho v * T v +mac 4 c o AA 2, \Ace 'D w5 q z-1 + S & w i.. 141i1 UJf2 �� n j 20Q 9 1 6,\ fot vx G L I14v9 �ti� ‘0 10 I v o * of v'v e-te `n S2 1 W • o D o c )c lo I o0 C L .}ov ►�. z l— t 2 — _ 2 '�- 2.:,41-0.1 10.1 El -- 4^ f..tc 'Z-XtU it 1 2q'1 _ ( op-- 1) -- 63 0 _ 1 • TITLE: Ave at 2. 2 - r Cva vn e PROJECT: 1-(FC -c L-...10 v t h 9>U'9 rS V{- K twovtkl — ea fe DATE fa PROJECT NO. q5.- log51 REV. PAGE OF ENG.001.1.97 6 • ENG.001.1.97 t s't 2v.i e C.Leci4_ Lo Se- a v te■ Ve,t/k , Itq6 CvokiAe 9 t oral ) C Vav`e- P s 4-2• c 0 12- _ 2 ( 5 t k. e_ c1 L. e i) ct • . • . . so :2. (c4 Cz-5`‘ CUL. 11 • TITLE: Ave -2 )7 C. VA tet PROJECT: BY 1..1 • 5. " oi■Aeevi.A5 fat t 1 ca DAT 4A3Aei DATE 99 PROJECT NO. — 5 REV. PAGE OF MONORAIL BEAM STRESS CHECK REF. AISC ASD, 9th ED. CMAA #74 524MRcalc.xls INPUT LOAD /RAIL INFORMATION INTERMEDIATE CALCULATIONS Design Cap + Hoist + Impact, P = kips Load Per Wheel, P = 1.99 kips - , Number of Trolley Wheels = ' ___ T Max Strong-Axis Bending, Mx = ' ' - "'` ".. ftk X = 2a = 0.286 ,a = bf/8 = 0.625 Max Weak -Axis Bending, My = ----7 ftk b - tw Rail Type /Size = C = -1.096 + 1.095X + 0.192e = - 0.7483 '� • ; :/ 5 Cross Section Area, A = ; : in C = -0.981 - 1.479X + 1.12e = 0.23065 Member Depth = r '. % :`, ' in. C = 3.965 - 4.835X - 3.965e 2.675'` = 0.73723 Max Unbraced Lngth = 7 / , b „ ft. Cv, = 1.810 - 1.1507+. + 1.060e 77 ' = 1.59827 Web Thickness, tw = 7,11sT; _ � in. Flange Width, bf = - ' - r in. t = t - (b ,124) + (a/6) = 0.544833 Flange Thkness, tf = "�' ; : in. Pr = d /A = _ =i';, in in Pw/t 2 = 6.70 Sx = Teo _` =;" in 3 axo = CxOPw /tf = -5.02 ksi Sy = r'_ in3 avo = Cv0Pw /tf2 = 1.55 ksi Ix = }r� : r ' . 7 '� in a = Cx1Pw /tf = 4.94 ksi Fy - Fbx = 15.06 ksi Fby = 27.00 ksi Fv = 14.40 ksi , = ksi aY1 CviPW /tf = 10.71 ksi axe = - axo = 5.02 ksi aY2 = - avo = -1.55 ksi RESULTS STABILITY CHECK fbx = Mx/Sx = 9.99 ksi < Fbx OK fbv = My /Sy = 5.23 ksi < Fbv' OK fv = 0.5P /A = 0.48 ksi < Fv OK COMBINE STRESSES AISC (H1 -3) : 0.6635 + 0.1936 = 0.8571 OK cont. Title: Project No. I AREA 2 3T CRANE 99 -10559 Project: MFG ENGINEERING SUPPOR Engr By / Date: PM 13/9/99 KENWORTH- SEATTLE Chkd By / Date: L f. /' 97 Page Rev No / Date: OF Combine stresses, cont. Pt. 0 Bottom Surface of Bottom Flange, Beneath Web Longit. Stress, f ong = fbx + (0.5tw / 0.5bf) x by + 0.75ayo = 11.81 ksi Lateral Stress, t = axo = -5.02 ksi Max Shear Stress, v = 0.5(f - fiat) = 8.41 ksi Combined Stresses = SQRT(f, + fbng2 - fiat x t ong + 3fv = 14.99 ksi Pt. 1 Bottom Surface of Bottom Flange, Beneath Wheel Load t ir G /t DVev 5tve_95 CK Longit. Stress, f = f + (.375bf / 0.5bf) x f + 0.75a = Lateral Stress, f lat = axt Max Shear Stress, v = 0.5(f - fiat) _ Combined Stresses = SQRT(fat + flong - fl x to + 3fv = Pt. 2 Top Surface of Bottom Flange, at Web Long. Str., f g = (0.5d tf /0.5d)fbx + (0.5tw /0.5bf) fby + 0.75aY2 = Lateral Stress, f lat = 0. x2 Max Shear Stress, v = 0 . 5 (fong - flat) Combined Stresses = SQRT(f + f iono 2 - f iat x t ong + 3fv = CHECK DEFLECTION 0= [PxL /48EIx] + [5 x w x L / 384EIx] = a b Aa 43.83 43.86 43.89 10.37 647 644 6:44 9:63 44.3645 44.3386 444996 46.0884 r a b 21.95 ksi 4.94 ksi 8.50 ksi 19.96 ksi 8.39 ksi 5.02 ksi 1.69 ksi 7.36 ksi (Note: Used simple- simple single span) 0.280 in. = L / 859 < U660 OK P89 43.00 34:8387 S12X50 43:89 34.0834 < 0.6Fy < 0.6Fy < Fv < 0.6Fy > 0.6Fy < 0.6Fy < Fv < 0.6Fy < 0.6Fy < 0.6Fy < Fv < 0.6Fy 43-86 43,88 644 344663 239366 OK OK OK OK NG OK OK OK OK OK OK OK Title: AREA 3T CRANE Project: MFG ENGINEERING SUPPOR KENWORTH- SEATTLE Engr By / Date: Chkd By / Date: Rev No / Date: PM 13/9/99 /40- q.i y.9/ Project No. 99 -10559 Page OF L KeN tn4 1ThAcx 5 %NIA 5ova • HoarMJ DrLou.e y WE14 fiT /97 J4,004 TrzAto Tv nap*. It 1,(L iktiokoki $12 X 50 Ev.Tex 905340 tot Twat SET 1-toweu_ svities T -r : . '‘' I rt31.1 it. 0.41)4E e...i2N4E ...-•■•••■••••■••••ala .••■■■•••■••••—••.a.,•••••••■••■ eAsN ti744.5 4 VJ 14 ett...Ase 6 105..30 er4 ly.J.L.c.te., w esT 4,n4 MODEL til.1 sr !ifs 1 in EAsT o V g tit E I V.' eveNceD AtutAfeR 1030 sob TWA 01 1P 0 0 3 0 z DizAtAc gitetm 51502.1 iol tix1 13 51 1V thmr A-No To.ot.t.V 594* Soo* Ul TWO 4 1053 69 14.0 rvy-K5 et, 100 * 11.. AMA E, co. run_ co 5 i-k lute €.0t-JOActot- 156e LII Di Y 5 C511. 0 31%130: N CO TOTAL, 6 t. i MA E. to etc.in- A til WELLS Equipment Company, inc. 34665 1091 Place SW Pisderal Way, WA 98023 1� DAL I sek c l c' Lc H a ( Z a \ S x z . . � to cP o ._ ( v i 0 o) e US e .2_7c A sA-; AAA %/1 ---w ' See1k kov'tok e %ot Ce_a1-; to l vavtgh ev Tv t) by tko el" o v \,o vo,e t 1 1 1 • TITLE: Stee pevS�1�r1 e $ tat - Rai Se 100og5v \d9e A PROJECT: r..�, VieeV1‘A.9)VPFavi Ket^ 5eakk\e BY r \ 2 DATE DATE 4•s/. PROJECT NO. 9q- laS 5c1 REV. PAGE OF ENG.001.1.97 51 tIvIrcr\- Fi1e. 5C-:.‘01 Al 10(90 1\5 vi oko■ € vckvNe 1 `./ rwto4c.t 6 tk9 P 1— n; 4- t • $2-a, AAA Cvv toAA 0,r.0 T"E: Ste_e YN) I et nVlit - (ZCk e 1 ott yZokle_ PROJECT: k -I vjiveeviv (4 BY F.r DATE 1..17. 75 PROJECT NO. 0 T4 —10 REV. PAGE OF ENG.001.1.97 STRUCTURE DATA TYPE = SPACE NJ = 10 NM = 9 NE = 0 NS = 0 NRJ= 4 NL = 6 XMAX= 20.0 YMAX= 3.0 ZMAx= 3.2 J= 10.M =9 UNIT FEE KIP S T A AD P 0 S T - P L O T (REV: 22.3 ) TITLE: FRAME CRANE BRIDGE FRAME SE101A1 99 -10S DATE: AUG 30.'1999 ENG.001.1.97 kt, • , • G9v o qtze 1)..e_si , r(- WAYeel Sl ;341,0\ Cr)cr, / • To1/46 le- 5 PyopevA-le 5 b 4 1A ) ? T a - -4 \ — , \ I - , 2 ytt. 3 514 loak A , 1 I recy, 2 V 0 • st Fel/ e t" .._.... , P!‘1 Fovce 6 • 'f; ("- k F )( 1(0 ,L4 tA H-To 'Rokt rt. 5 3 . l/- TITLE: sT 1-t- fct■se toodt DY isA5 Are_ PROJECT: 1 F6( elA)WleelitIA9 Ci f t 7(:).‘4 KeV OVIAA Se"±H BY P H ,444- DATE / 2-7 7 E PROJECT NO. ql• REV. DATE PAGE OF • z. • lott. $VAG . 5 PVC' c. SttreS A -1 ^4 I 5) 9 t • (.:Dv.A ess. cr.) voevvit.,ev 01.feAC.:tvl j 1 Iv - 1 G_ KI • It 02-C () Fo to + D.ottS >06 ,?2v vl +0 kewl‘l • F ■izo Ili, V41 2 . & se s k. ■ LO/ . . 2-C I V.V rz.ct ovi TITLE: $1.ee?evrt7u c?-0\ e az* f)A ' f PROJECT: e1F61 e e ;mei 5urro $± 1<etAw vrt, S'eck IQ BY p DATE PROJECT NO. eig—losc59 REV. DATE. ors/. fl PAGE OF ENG.001 .1.97 0 M E EM STRUCTURE DATA .' TYPE = PLANE -\„„ ` \ ■ NJ =� 39 NM = 74 , j f ,. f NE _ NS = 0 NRJ= 2 NL = 10 _ _ �, = �� / _ .. 1 1I ik. XMAX= 82.0 YMAX= 32.7 s ` �f ZMAX= .0 J= 39.M =74 UNIT FEE KIP 5 T A A D P 0 5 T - P L O T (REV : 22.3 ) DATE: AUG 30. 1999 TITLE: TRUSS ANALYSIS- KENWORTH 0 • S T A A D Revision 22.3 Proprietary Progra of Research Engineers, Inc. Date= AUG 30, 1999 Ti e= 9:12:25 USER ID: Harris Group, Inc. User ID: Harris Group, Inc. PAGE NO. * • * • • a • • 1. STAAD SPACE FRAME CRANE BRIDGE FRAME SE101A1 99 -10559 2. .• 3. • 4 PAGE LENGTH 75 5. • 6. UNIT KIP FEET 7. JOINT COORD 8. 1 0 0 0; 2 1.5 0 0; 3 1.5 3 0 0; 4 18.5 3.0 0; 5 1 8. 5 0 0 9. 6 20.0 0 0 10. 7'0.0 1.58 ; 8 0 0 -1.58 ; 9 20 0 1.58 ; 10 20 0 -1.58 1 1 . MEMB INCI 1 2 . 1 1 2 ; 2 2 3 ' ; 3 3 4 ; 4 4 5 5 5 6 ; 6 1 7 ; 7 1 8 ; 8. 6 9; 9 6 10 13. • 14. MEMB PROP 15. 1 2 3 4 5 TA ST S8X18 16. 6 7 8 9• TA D C6X8 17. • UNIT INCH 18. • MEMB PROP 19. • 3 PRIS AX 6.66 IZ 74.92 IY 6.33 IX 0.34 20. UNIT INCH 21. CONSTANTS 22. E 29000. ALL 23. DEN .000283 ALL 24. UNIT FEET 25. SUPPORT 26. 7 8 PINNED 27. 9 10 FIXED BUT FX MZ 28. • 29. LOAD 1 DL LOAD 30. SELFWEIGHT Y -1.0 31. JOINT LOAD 32. 3 4 FY -1.0 33. • 34. LOAD 2 LIVE LOAD (CRANE LOAD ) 35. • 36. MEMB LOAD 37. 3 CON Y -1.3 38. • 39. LOAD 3 CRANE LOAD 20 DEGREE LIFTING OFF CENTER 40. • 41. • JOINT LOAD 42. • 43. MEMB LOAD 44. • 45. 3 CON Y -1.3 46. 3 CON Z 0.5 47. • 48. . LOAD 5 CRANE LOAD 2.5 KIPS 49. . 50. • MEMB LOAD 51. • 3 CON Y -2.5 52. . 53. LOAD COMB 6 D +L 54. 1 1.0 2 1.0 55. 56. LOAD COMB 7 D+ CRANE 3 57. 1 0.75 3 0.75 58. 59 LOAD. COMB 8 D+ 0.75 CRANE 3' 60. 1 1.0 3 0.75 61. .•. 62. PERFORM ANALYSIS P R O B L E M S TA T I S T I.0 S Processing Element Stiffness Matrix. Processing Global Stiffness Matrix. Processing Triangular Factorization. Calculating Joint Displacements. Calculating Member Forces. 63.. • 64. PARAMETER 65. CODE AISC 66. UNIT INCH KIP' 67. FYLD 36 MEMB 1 TO . 8 68: CHECK CODE ALL NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS a 10/ 9/ 4 . ORIGINAL /FINAL BAND -WIDTH a 7/ 2 TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM' ■. '.46 SIZE .OF STIFFNESS MATRIX ■ 690 DOUBLE PREC. WORDS REQRD /AVAIL. DISK SPACE ■ 12.02/ 282.9 MB, EXMEM is 1960.0 MB 9:12:26• 9:12:26. 9 :12:26 9:12.:26 FRAME CRANE BRIDGE FRAME BE101A1 .9B-10559 ALL UNITS ARE MEMBER TABLE KIP •: . 1 ;ST S8X- 18 PASS .00 T 2 ST S8X 18 PASS ,.,. 1.70 C 3 ST S8X 18 PASS .00 C 4 ST S8X 18 PASS 1.70 C - • H' 5 ST S8X 18 PASS It, .00 • .' 6 D C6X 8 PASS '.= .09 C t., s 7 D C6X 8 PASS 47 .09 T C6X 8 PASS ;'- .12 C 9 D C6X 8 PASS .09 T , . 69. PRINT MEMB FORCES ';. : ,..:.4. ...,. STAAD-III CODE CHECKING - (AISC) INCH (UNLESS OTHERWISE NOTED) RESULT/ FX CRITICAL COND/ MY AISC- H2-1 5.88 AISC- H1-3 6.76 AISC- H1-3 1.03 AISC- H1-3 6.74 AISC- H2-1 5.80 AISC- H1-3 -2.20 AISC- H2-1 -2.20 AISC- H1-3 2.90 AISC- H2-1 2.17 User ID: Harris Group, Inc. - PAGE NO. RATIO/ MZ .118 .00 .242 -30.83 .191 -30.83 .242 -30.83 .116 .00 .172 -19.99 .139 -13.23 .136 -7.58 .110 • 7.44 LOADING/ LOCATION 3 .00 8 .00 8 .00 8 36.00 3 18.00 8 .00 8 .00 3 .00 8 18.96 3 • •• User ID: Harris Group, Inc. •FRAME CRANE BRIDGE FRAME SE101A1 99 -10559 -- PAGE NO. 4 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 1 1 .00 1.24 .00 .00 .00 .00 2 .00 -1.21 .00 .00 .00 22.05 2 1 .00 .65 .00 .00 .00 .00 2 .00 .65 .00 .00 .00 11.70 3 1 .00 .65 -.25 9.01 5.88 .00 2 .00 -.65 .25 9.01 -1.37 11.70 6 1 .00 1.89 .00 .00 .00 .00 2 .00 -1.86 .00 .00 .00 33.75 7 1 .00 1.42 -.19 -6.76 4.41 .00 2 .00 -1.40 .19 6.76 -1.03 25.31 8 1 .00 1.73 -.19 -6.76 4.41 .00 2 .00 -1.70 .19 6.76 -1.03 30.83 2 1 2 1.21 .00 .00 .00 .00 -22.05 3 -1.16 .00 .00 .00 .00 22.05 2 2 .65 .00 .00 .00 .00 -11.70 3 -.65 .00 .00 .00 .00 11.70 3 2 .65 .00 -.25 1.37 9.01 -11.70 3 -.65 .00 .25 -1.37 .00 11.70 6 2 1.86 .00 .00 .00 .00 -33.75 3 -1.81 .00 .00 .00 .00 33.75 7 2 1.40 .00 -.19 1.03 6.76 -25.31 3 -1.35 .00 .19 -1.03 .00 25.31 8 2 1.70 .00 -.19 1.03 6.76 -30.83 3 -1.64 .00 .19 -1.03 .00 30.83 3 1 3 .00 .16 .00 .00 .00 -22.05 4 .00 .16 .00 .00 .00 22.05 2 3 .00 .65 .00 .00 .00 -11.70 4 .00 .65 .00 .00 .00 11.70 3 3 .00 .65 -.25 .00 1.37 -11.70 4 .00 .65 -.25 .00 -1.30 11.70 6 3 .00 .81 .00 .00 .00 -33.75 4 .00 .81 .00 .00 .00 33.75 7 3 .00 .60 -.19 .00 1.03 -25.31 4 .00 .60 -.19 .00 -.98 25.31 8 3 .00 .64 -.19 .00 1.03 -30.83 4 .00 .64 -.19 .00 -.98 30.83 4 1 4 1.16 .00 .00 .00 .00 -22.05 5 -1.21 .00 .00 .00 .00 22.05 2 4 .65 .00 .00 .00 .00 -11.70 5 .65 .00 .00 .00 .00 11.70 3 4 .65 .00 .25 -1.30 .00 -11.70 5 -.65 .00 -.25 1.30 8.99 11.70 6 4 1.81 .00 .00 .00 .00 -33.75 5 -1.86 .00 .00 .00 .00 33.75 7 4 1.35 .00 .19 -.98 .00 -25.31 5 -1.40 .00 -.19 .98 -6.74 25.31 8 4 1.64 .00 .19 -.98 .00 -30.83 5 -1.70 .00 -.19 .98 -6.74 30.83 5 1 5 .00 -1.21 .00 .00 .00 -22.05 6 .00 1.24 .00 .00 .00 .00 2 5 .00 -.65 .00 .00 .00 -11.70 6 .00 .65 .00 .00 .00 .00 3 5 .00 -.65 .25 8.99 1.30 -11.70 6 .00 .65 .25 -8.99 -5.80 .00 6 5 .00 -1.86 .00 .00 .00 -33.75 6 .00 1.89 .00 .00 .00 .00 7 5 .00 -1.40 .19 6.74 .98 -25.31 6 .00 1.42 -.19 -6.74 -4.35 .00 •FRAME CRANE BRIDGE FRAME SE101A1 99 -10559 -- PAGE NO. 5 . • MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH User ID: Harris Group, Inc. MEMBER LOAD JT AXIAL SHEAR - Y SHEAR - Z TORSION MOM - Y MOM - Z 8 5 .00 -1.70 .19 6.74 .98 -30.83 6 .00 1.73 -.19 -6.74 -4.35 .00 6 1 1 .00 -.62 .00 .00 .00 11.99 7 .00 .65 .00 .00 .00 .00 2 1 .00 -.33 .00 .00 .00 -6.16 7 .00 .33 .00 .00 .00 .00 3 1 .13 -.56 .15 .00 -2.94 -10.67 7 -.13 .56 -.15 .00 .00 .00 6 1 .00 -.94 .00 .00 .00 - 18.15 7 .00 .97 .00 .00 .00 .00 7 1 .09 -.89 .12 .00 -2.20 16.99 7 -.09 .91 -.12 .00 .00 .00 8 1 .09 -1.04 .12 .00 -2.20 -19.99 7 -.09 1.07 -.12 .00 .00 .00 7 1 1 .00 .62 .00 .00 .00 11.99 8 .00 .65 .00 .00 .00 .00 2 1 .00 .33 .00 .00 .00 -6.16 8 .00 .33 .00 .00 .00 .00 3 1 -.13 -.09 .15 .00 -2.94 -1.66 8 .13 .09 -.15 .00 .00 .00 6 1 .00 -.94 .00 .00 .00 -18.15 8 .00 .97 .00 .00 .00 .00 7 1 -.09 -.53 .12 .00 -2.20 -10.23 8 .09 .55 -.12 .00 .00 .00 8 1 -.09 -.68 .12 .00 -2.20 -13.23 8 .09 .71 -.12 .00 .00 .00 8 1 6 .00 .62 .00 .00 .00 -5.95 9 .00 .65 .00 .00 .00 -6.03 2 6 .00 .32 .00 .00 .00 -3.08 9 .00 .32 .00 .00 .00 -3.08 3 6 .12 .63 .00 .00 2.90 -7.58 9 -.12 .63 .00 .00 -2.90 -4.29 6 6 .00 .94 .00 .00 .00 -9.03 9 .00 .97 .00 .00 .00 -9.12 7 6 .09 .93 .00 .00 2.17 -10.15 9 -.09 .95 .00 .00 -2.17 -7.74 8 6 .09 -1.09 .00 .00 2.17 -11.64 9 -.09 1.11 .00 .00 -2.17 -9.25 9 1 6 .00 -.62 .00 .00 .00 -5.95 10 .00 .65 .00 .00 .00 -6.03 2 6 .00 -.32 .00 .00 .00 -3.08 10 .00 .32 .00 .00 .00 -3.08 3 6 -.12 -.02 .00 .00 2.90 1.41 10 .12 .02 .00 .00 -2.90 -1.87 6 6 .00 -.94 .00 .00 .00 -9.03 10 .00 .97 .00 .00 .00 -9.12 7 6 -.09 -.48 .00 .00 2.17 -3.40 10 .09 .50 .00 .00 -2.17 -5.93 8 6 -.09 -.64 .00 .00 2.17 -4.89 10 .09 .66 .00 .00 -2.17 -7.44 70. PLOT BENDING FILE 71. • PRINT ANALYSIS RESULTS 72. FINISH END OF LATEST ANALYSIS RESULT END OF STAAD -III •" "" DATE= AUG 30,1999 TIME= 9:12:27 ENG.001.1.97 J\1<_ ()le- l‘n ve — A) LA 4t)A 10) Of") vaioke. vt)i4-40,k) -Coy Fv0 ev\dov 1 < • 5Y■015 ?Ay t 1 ,1 tl • 'E"ck cAc Wee Rvv\wal / — amok fve)cicS e Tv01 \et C/ okle P., ea, vy, • 17 14. 2 Tval le 6. 2 8 3 , G , "al Tvocks V2- . _ v'icA e_ C 1 D I 0 A-4 WA" 4000 , = 4 I /, 11 • TAE : ve vev$ 0 tA 2:7 Aso3T PROJECT: t 61 ( v‘twevi vilui9120%A Kemo.4 ov tt) —e0:11"le BY DA c T : ti cic.‘ DATE PROJECT NO. 1 ••-• k 0 SSCA REV. PAGE OF guvliaip,t Loa) 1 A . 5 , vJA v, 12- Eclui vo\eA 6 Loa d FrAckov K 000.1 a V 60■6( Fac 40v K L= F.C-, L = orc RovvIew\ t4aviovv \c2 a II Cvoloe 1 ake . v ale t t I •:-.._ • 15 V 7 2 q S le-04 Va 10 AA_ -:-• Of i ( '4 3_1 _1' r.i & . - 1 1., :. TITLE: Asfelk A>c(e /F-voit4AeCvAoe GatA vevsiotA PROJECT: Fdt 1:-.1,1 biRevivtiSLA\op0A- Kev\worrtiN SeAttle. " • ••• ••• • • it- = 6.2- V e . • Vevi- zo.ra-')C-%; 47& 4" HUV1Z • %T... 52 .7( q... c 2, \- 'I L t "::. )C° q1 55(15 BY DATE REV. 1 9/ 4 / DATE tt-ov't z , PROJECT NO. 0 G PAGE OF ENG.001.1.97 2/ ENG.001.1.97 . . . ao.AL I Stzic $1-7- IA) caml.s 1(44. 9 2 eL.. 12— E f ve, s CS nc (10; c)4(9,5!tu j &VAT . 37-e 15.v. 2._ 6 .c ( To v5 MAALA 1')( CJ) . • , . . . . . . , • - : , . . . 4 I a. 3 9' • • - TITLE: kve.C & Axt e/ Fteav CvoivN e Cov.vevetov, 7.■\2.2;tv,6\ vNee vAv\_c) St.) pro v Kto"vvo v S'e4 H- BY pm /e1: '474/16 DATE PROJECT NO. REV. PAGE OF L . 0 5TPA 1) -r ew •h e r■, -t File. -3-271k) 51/41K • 12)2.2- 5 2 66 D 1200 0 20� o / td 9e,e'3Tlv■5w rb ry � = Vca ✓t C 9 \ro4CX J H o+V loo<� G� c vA v`e \ AA r. g ► 9 s.‘"pok ; Low ; v1e Se A-∎ v \s ( sL 3) as st,aA-k M e„ I I • TITLE: A-veti , (7 A)cl e /r- vev..-e Gvot v, .e Co%,,vevg t vim Pr(JF i eev iV1 StAr t►C•QAA wov C — Sew e BY P DATE6/G /_c DATE PROJECT NO. eiq ns59 REV. PAGE OF ENG.001.1.97 4/ C cm vi QG?' 1 0 1n.. . TS x3 .4 / M l4 la � I,P.uglo M \ y t � &6 )74- 4 / a o 0- . Fes. ►god = 7.5C/+ (ud e/c.. 4 Mlow , Tom„ c -- 2 k-s ;... H vca a r , a Z ( ,r7 a-� s! t2 . o7 r 7 -1 5\ k F.C* 6 1" - 5 /4 Cf A<" k k'A 7 _ (het—ko__ Za a . • ki S. 3/110 F 0,161 o 2 . sr V "^ N W2.I4 � ev` g � 1 13,.0/q, X2,1? z 1 TITLE: Av 1 AK1 / 7 'Fvav e Cva,ne Co P C�� vI�1�CPV in95 prOV1 � 1 Kev,wovt S t11 BY p ° *Em4 DATE PROJECT NO. 1 01 - - REV. PAGE OF ENG.001.1.97 ENG.001.1.97 , &A 4„11 at RAI e \ te■ C_.vekt"e_. bo, 4 5 s vkve-ve3 I v■ ;a t dot. et1 (1) . ) • ? ir ellk t v-ac vt 6 , t "! . _ 1 — F4- AA t.‘ tri.:', •/( I o Ai .... I r `5 1 /-- 44- . - -'--- - _ Kor. e/•.%.„;75 Ote.•__G\ .. . 42, %!r e...rfq_...4.7;_er. Skveiv5 C.-1,..e.c.-k ? ev CMAA TITLE: Ay-ea 16, A`c Q./ Fvtavv‘e CA/AVIe vvevc lot." PROJECT: " r1 11 F6 koN vleevtvIru K eAA 1.000A" .-- c2-4A 9ov+ p Dti,q/qg DATE 29 PROJECT NO. 9c1 0'1 0S51' REV. PAGE OF 6 1 ENG.001.1.97 BLO6 FRAME i GD11N. DET WP 12 X3I.SdCSx1I. 3 A6 W V • �= 6 TITLE: AveA ((* Ax(e /Fv wle CvAvte Got►ve ee✓tt&sC prow+ 1'(2Vtwd % - -eattte BY e ,„, D A4 / c1 DATE / PROJECT NO. —1 55G REV. PAGE OF MONORAIL BEAM STRESS CHECK REF. AISC ASD, 9th ED. CMAA #74 524MRcalc.xls INPUT LOAD /RAIL INFORMATION INTERMEDIATE CALCULATIONS Design Cap + Hoist + Impact, Number of Trolley Wheels Max Strong -Axis Bending, Mx Max Weak -Axis Bending, My . Rail Type /Size = Cross Section Area, A = Member Depth = Max Unbraced Lngth = Web Thickness, tw = Flange Width, bf = Flange Thkness, tf = rT = d /Ar = Sx = = Ix = Fy = Fbx = 23.76 ksi Fby = 27.00 ksi Fv = 14.40 ksi P = = = = kips ftk ftk--Er-c— Load Per Wheel, P = 1.91 kips X = 2a = 0.269 ,a = br/8 = 0.625 Cx0 = -1.096 + 1.095X + 0.192e"" = - 0.7634 C = -0.981 - 1.479. + 1.12e1.322X = 0.21934 C 3.965 - 4.8357 - 3.965e-2•675x = 0.73353 C 1.81 - 1.150. + 1.060e — Y1= = 1.63463 t = t - (b + (a/6) = 0.439833 PJta2 = 9.86 a = C PW /tf xo xo = -7.53 ksi a Cy0PW/tf YO = C Yo 2 = 2.16 ksi a = C /tf = 7.23 ksi avi = CY1PW /tf = 16.12 ksi a = — am = 7.53 ksi aY2 = — avo = -2.16 ksi '' `;'?:c. - ."' -- `""- 1 -5 in in ft in. in. in. in in In 3 3 in in ksi .` 1 " °:'. , .8C8X11.5 i ''. ' ' ''' ' "- ° `° �� - � " ; , , 7ti, `' ... RESULTS STABILITY CHECK fbx = Mx/Sx = 3.63 ksi < Fbx fbv = My /Sy = 1.50 ksi < FbY fv = 0.5P /A, = 0.89 ksi < Fv COMBINE STRESSES AISC (H1 -3) : 0.1526 + 0.0554 = 0.2081 OK cont. OK OK OK I I Title: AREA 16 AXLE/ FRAME CRANE CONVERSION Project No. 99 -10559 Project: MFG ENGINEERING SUPPOR KENWORTH SEATTLE Engr By / Date: PM 9/9/99 Chkd By / Date: , 4j (.. 91 49, Page OF Rev No / Date: C: 1/ Combine stresses, cont. Pt. 0 Bottom Surface of Bottom Flange, Beneath Web Longit. Stress, f i o „ a =fbx + (0.5tw / 0.5bf) x f + 0.750'vo Lateral Stress, fiat = axo Max Shear Stress, v = 0.5(f - fiat) _ Combined Stresses = SQRT + f 0 2 - f x t ong + 3fv = Pt. 1 Bottom Surface of Bottom Flange, Beneath Wheel Load Longit. Stress, f , on9 Lateral Stress, fi = axt Max Shear Stress, v = 0.5(f 9 - fat) CHECK DEFLECTION = f + (.375bf / 0.5bf) x fby + 0.75a = Pt. 2 Top Surface of Bottom Flange, at Web = [P x L / 48EIx] + [5 x w x L / 384EIx] = 4343 43.86 43.88 10.37 -343 -3:86 -3:89 4:37 24.0774 ,24.1422 24.6226 4.4008 a b filataa Combined Stresses = SQRT(f + %% 7 2 - - f iat x f + 3fv = 5.35 ksi -7.53 ksi 6.44 ksi 11.31 ksi 16.84 ksi 7.23 ksi 4.80 ksi 14.71 ksi Long. Str., f fono = (0.5d tf /0.5d)fbx + (0.5tw /0.5bf) fby + 0.75aY2 = 1.79 ksi Lateral Stress, flat = 2x2 = 7.53 ksi Max Shear Stress, v = 0.5(f - fa _ -2.87 ksi Combined Stresses = SQRT(f + f i o � g 2 - f x f i o ng + 3fv = 6.98 ksi S1 2X31.8+C8X11 .5 (Note: Used simple - simple single span) 748 744 3:89 2-89 11 -2662 44.2264 < 0.6Fy < 0.6Fy < Fv < 0.6Fy < 0.6Fy < 0.6Fy < Fv < 0.6Fy < 0.6Fy <0.6Fy < Fv < 0.6Fy 0.033 in. = L / 3658 < L/660 OK r 1 1 7:83 43:86 3:-98 -346 44.1038 7.0721 OK OK OK OK OK OK OK OK OK OK OK OK Title: AREA AXLE / RAME CRANE CONVERSION Project: MFG ENGINEERING SUPPOR KENWORTH - SEATTLE Engr By / Date: Chkd By / Date: Rev No / Date: PM 9/9/99 1./ sr. 91 Project No. 99 -10559 Page OF WO V'k vA ( uoQe_ 't S ow Ave a 15 ‘"Qw 3T Gvave C>. Tofl 4. fvo vin V e A4kev v's . c ? c Af,TA4 eA 55 Gva H e 1J -h . S I Do H wk , 3c-k-0 4-41* Cvo w+ co-0 L0 Q1e1 V�'wOIN 1 i 'FvlokAA2 2750 "J UoaA 6 000 15 `/ MISC. z 1 1 D mo04 - 6kj _ 0;to o T l- G,.�,ot C ko A Gl o. t (G000) • I G vIdt Tv. L,ck wL.2-et , II • TITLE: /v y � axle , vte NR.w 3T Cvav, PRO r� ray 11 vNee ip Co vk - Kevx wovt -CeAtfle. BY 9 DATE 0 / /AC1 DATE 7` 'A PROJECT NO. REV. PAGE OF ENG.001.1.97 g/ ENG.001.1.97 , . . • k_ C--- C L 1-\-Avt5p, toAA . I s.ci 2- R o Mot-,ov-c‘'11 D_€,90,, %A CLe.c. )*7 • ee 5kve6's I I • TITLE: t\ vi / Fva fr e Nevi 9 7 'T vA".. PROJECT: )/1 F6.1 lte% ov —eatt1e. BYp 4914e.— D f DATE g• / PROJECT NO. ql I C59 REV. PAGE OF MONORAIL REF. AISC INPUT LOAD /RAIL INFORMATION BEAM STRESS CHECK ASD, 9th ED. CMAA #74 524MRcalc.xls INTERMEDIATE CALCULATIONS Design Cap + Hoist Number of Trolley Max Strong -Axis Bending, Max Weak -Axis Bending, Rail Type /Size Cross Section Area, Member Depth Max Unbraced Lngth Web Thickness, tw Flange Width, bf Flange Thkness, tf rT d /A Sx Sy Ix Fy Fbx = 14.94 FbY = 27.00 Fv = 14.40 + Impact, P = '•k =1, kips Load Per Wheel, P X. = 2a = = 2.03 kips 0.269 , a = bI = 0.625 0.192e ` = - 0.7634 1.12e1.322x = 0.21934 = 0.73353 = 1.63463 + (a/6) = 0.439833 Pw/ta2 = 10.48 -8.00 ksi 2.30 ksi 7.69 ksi 17.13 ksi 8.00 ksi -2.30 ksi Wheels = 17 Mx = 7 'i ftk My = T71,,, p ftk br - tw C = -1.096 + 1.095X + C = -0.981 - 1.479?. + C = 3.965 - 4.835X. - 3.965e-2•675k C = 1.810 - 1.150X + 1.060e t = t - (b,/24) a = C PW /tf xo xo = Yo Yo 2 = a = C PW /tf a = Cx1PW /tf = av = C Pw /tf = axe = — axo = aY2 = — avo = = : I: _ g, .8 A = — ` in = .;,, in. = _ ?, ` ft. = - ' ' :T in. = = :: in = in. — : {.: in = in � = " � 3 3 = , • = in s.* , i ; �: ksi ksi ksi ksi RESULTS STABILITY CHECK fbx = Mx/Sx = 5.57 ksi < Fbx fby = My /Sy = 3.53 ksi < F. fv = 0.5P /A = 0.97 ksi < Fv COMBINE STRESSES AISC (H1 -3) : 0.373 + 0.1307 = 0.5038 OK cont. OK OK OK I ® Title: AREA 15 NEW 3T CRANE Project No. 99 -10559 Project: MFG ENGINEERING SUPPOR KENWORTH- SEATTLE ' Engr By / Date: PM 13/9/99 Chkd By / Date: / end._ 49,, 4411 Page OF Rev No / Date: Combine stresses, cont. Pt. 0 Longit. Stress, f ang Lateral Stress, t Max Shear Stress, v Combined Stresses Bottom Surface of Bottom Flange, Beneath Web = f + (0.5tw / 0.5bf) x fbY + 0.75a = = axo = 0.5(f ong - fiat) = SQRT(fi + t ong z - fiat X tong Pt. 2 Top Surface of Bottom Range, at Web + 3fv = 7.54 ksi -8.00 ksi 7.77 ksi 13.57 ksi Pt. 1 Bottom Surface of Bottom Flange, Beneath Wheel Load Longit. Stress, fang = fbx + (.375bf / 0.5bf) x fby + 0.75a = 21.07 ksi Lateral Stress, fiat = axt = 7.69 ksi Max Shear Stress, v = 0 . 5 (fbng - flat) = 6.69 ksi Combined Stresses = SQRT(f + f ong z - fiat X f iong + 3fv = 18.54 ksi Long. Str.; f ang = (0.5d- tf /0.5d)f + (0.5tw /0.5bf) fby + 0.75a = 3.59 ksi Lateral Stress, f iat = axz = 8.00 ksi Max Shear Stress, v = 0.5(fb - f _ -2.21 ksi Combined Stresses = SQRT(f at + fiong - fiat x flan + 3fv = 7.14 ksi CHECK DEFLECTION a 4,3783 43.6 43789 10.37 -3783 -3786 -389 -6:3; K - 26.6924- -269810 26.1716 -1-4846 r (Note: Used simple- simple single span) a KIM b 7789 378 4#-9643 S12X31.8 7784 2-98 44,9313 2:-98 4. 1-8984 < 0.6Fy < 0.6Fy < Fv < 0.6Fy < 0.6Fy < 0.6Fy < Fv < 0.6Fy < 0.6Fy < 0.6Fy < Fv < 0.6Fy A = [P x L / 48EIx] + [5 x w x L / 384EIx] = 0.047 in. = L / 2536 < L/660 43-86 -3786 -46170 OK OK OK OK OK OK OK OK OK OK OK OK OK Title: AREA NEW 3T CRANE Project: MFG ENGINEERING SUPPOR KENWORTH - SEATTLE Engr By / Date: Chkd By / Date: Rev No / Date: PM 13/9/99 � iMtr Q .1 kpC 91 Project No. 99 -10559 Page OF 2� • KgeoPTI gePtirt.e thi A — '10530 Et3D TIJACX moDtL KKT SLt Criti vipfl .1 Ito 1.ST I I t te to" h0151" P441_71aotiel WVOT Kvowivi Ti-E*D TV Ptzkott giAtitovi DeAm . Cy- 314 LoS. 4 WItzta-CASE 3°530 ttsla Trace)4 1 17) 3 ToKi CeAsJe wesT 10.•■•■• 4o s-od io531,5 D BMA Ho in- 1 14404e- grram 15t4z9 x 41) TWO lT Ps/Jb T 4z° L -1 - 6 Y TIMS 4 10530 emilliutuics 194*e owriloi, atoke cow um* iftg MIS4z1..L.Noova - ttrnAt. imetettirr INA IXAC •bittot..5 •••■•■••••■••• • 9053 6.14brolici< WELLS Equipment Company, Inc. 34665 10th Place SW Federal Way, WA 98023 nib* tag * 12A0 100 240* 40o0* Oki AN,E CQMPCO ,VENT UNDERHUr jG; CF ANE BRIDGE KITS t' 0'd F rsrEtl DIA 8 YIN, 12' MAX M10Q OICAHANC Clearance dimensions (in.) Runway beam sizes** 1B' S.,7x15a S,. 6.4,:•.S'1025,4 20 9 6x18.4 S 8x18.4 S 1005.4 . 06Z0 S£6 £GZ S 12231.8 A �•' MAW oROCR NOT FURNISHED GEAR REDUCER TRO.tEY stars REOu,REO NOT FURNISHED WELLS Equipment Company, Inc. 34665 10th Place SW Federal Way. WA 98023 1 - H -�'••• G � _ 1 77' MAX Max. Rated Max. Min. Min. Max. F who'll load shl Product capacity span beam flange flange wh eel G per palr weight 9 coda (tons) (ft.) width width width A S C 0 E die min. H It K (Ibs.) (los.) 905389• '4_ • -,'t8• •S ex.1A 4 5•' 3% r• ''btit� "tt'A 7 '✓Se .4 >he ,9 f,4;' ' - 7'r. ,4.40 + , 40(r^.�•i;'. 4, 905525 5 38 S 8x18.4 4 6 sA 8 13 /1s 1 e a 61/2 9% 14% 5 2' -8W 7520 400 "Runway beam sizes ahown Indicate range of beams mat trucks will fit. For proper runway size. consult quashed engineer or architoct. End trucke for wider flange beams or 3 patented track are available. Dimensions A, B. C. D and E are based on minimum beam. I Dimension with rubber bumpers: 3 ton catalogs 905369 = 7 and 5 ton Catalogs 805525 = 8 Bridge girder beam sizes for various spans -- motor driven crane*'* For Rated capacity (tons) to (ft.) 1 /4 1 /2 1 1 2 3 4 f; • 10 4,.7415.i. .0 '7X0¢ 3 ‘}...8 ,7x16,3' ' `' , • • S itb¢5.4 • ' • • S 10*25A .s *4413.8 .• • s i b 40.8 ` • • S 12x4ti.a • `,• • 12 S 745,3 9 7415.3 3 7x153 S10)25.4 S1241.6 S 12x40.8 S 12x40,8 S 1804.7 f4 • S '7x15.3.`'6' 7o6.1...: 8 7■182. • . • , 510x25. }t(• ( "'312x31.8 r ;•12x40.6 ' ` 312i40.3 #lnx5i.7: 16 9 7x15,3 S 7x15.3 S 8x111,4 S10225.4 S 12x71.6 912440.8 $ 16x54.7 9 18x54,7 . `.S iad3i.8 .'t • • $182E64 ' ' ; • " S18)134. i • , .320x60 912440.5 818x54.7 S 18x54,7 S 2049 "Roam sizes listed are Ameriottn standard 8-beam and channel sections. Use ASTM A36 grade steel, first quality, free of rust and excosslvt Mill scale. i ANtidW00 1 1AWd I11o3 S1'13M 02:60 NOW 66 -£ I -d3S ■•2 $ 8x18;4 • S 10225.4 812416 . . ' (3121140 6 S 12K46.6.• s 1&454 7 5201488_' 9200186' 24 S10125.4 9 10125.4 31241.8 S 12:440.8 S 18x54,7 S 20x66 S 20x68 S?Ax60 26 : 8 101¢6 4 .S 105.4 9 '12x10 8:. • t• +. i lfsts4.7 1 ` 615t5s,7 r; 8 200466 ;'. , ' 318454.7 w%C 8x134' 5 244( 28 S10225.4 S 1201,8 8 12x40.8 9 1864.7 S 12x40.8 w/C 8x11,5 S 18x54.7 w/C 9x13.4 S18254.7 w/C 943.4 S 20x68 wIC 9x13.4 30 S1 $12x31$ . S 12041.6 • ' •\; . S18i54,1' • ' 612x40,8 w/C'8x11,5 S 1.2zS4 w/C 9it13,4 S tEe34.7 vdC 9x13.4 $ 20$C W/0 8x13,4 32 91241.8 S 12x40.8 91844.7 S 12x40,8 wIC 6x11.5 S 15x42. WIC Batt 1 S S1844.7 wIC 9x13.4 818x54.7 w/C 10x15,3 S 2046 wIC 9x13.4 34 8 12(40 8 ' 812140.8,: ,5 tax54.> •••• 's° , 0:, $1615420 w/C extf.s $ 15x429 w/C tb411'.4: 916x 1 ] 4 •' S tC:i68 W/C 9x13.4 :•. , 0 201.138 w/C 9x13.4 36 S 12(40.8 S 12x40,8 S 1241.8 w/C 9x13,4 815x429 w/C 8x115 3151442.D w/C 6x11.5 S18254.7 w/C 121¢0,7 S 20x66 w/C 9)03.4 S 2046 w/C 12220,7 Rated capacity is based on maximum combined hoist and trolley Weights of 500 pounds for 1 /4, / and 1 ton hoists; 1100 pounds for 1 Ve and 2 ton hoists; 1800 pounds for 3 and 4 ton hoists; 2000 pounds for S ton hoists, Bridge designed In accordance with CMAA Specification No. 74, assuming CM trolleys. • CAPAC )-7119.1 SPAN: SS -a. pa : 27(-1. [peters HOIST: COL • 1.0414'h■ - LIFT: %5'4o /MIA ,,_are w r LIFT SPD.: S.5 Ffat TROLLEY SPD.: 3S f# BRIDGE SPD.: 5a FO M HOIST WEIGHT: 3'(o4' BRIDGE WT.: D v A. POWER SUPPLY: &Il u. MAX. WHEEL LOAD: Jeep*. RUNWAY BEAM: Irdvite A , 49 "' E 3o'Ip'' B ' 5+" F . 9" Are G6 • G , 4 msn ,C D /G" H 7DD WASHINGTON CRANE HOIST .. i CRA & O 1102 132nd AVENUE EAST • SUMNER, WA, 98390 • (206) 863.6661 • FAX (206) 863 -6667 IF COO/Z00 c/(crail - SEW :parallel ( helical) gearrnotor c/w disc brake runway bourn SINGLE GIRDER UNDERRUNNING CRANE 27' L " solid track for power a control arable C- capped S- beam power pick- up • • ` MP . • . . a • D IME NS IONS c pendant push button Station r_ jir Cranes • Hoists • Monorails • Jib Cranes • Hook Attachments • Accessories • Crane Kits MOH V 3NVU3 VII 4999 C90 CSZ IVA OZ :60 66 /TO /LO • • • • • • • S T A A D- III Revision 22.3 Proprietary Progra of Research Engineers, Inc. Date= SEP 9, 1999 Ti e= 9:57:13 USER ID: Harris Group, Inc. User ID: Harris Group, Inc. PAGE NO. 1 • • • • • • • • 1. STAAD SPACE HUB ASSY CRANE RAIL 3T1W5WR 2. • 3. • 4. " START JOB INFORMATION 5. • JOB NAME MANUFACTURING ENGINEERING SUPPORT 6. " JOB CLIENT PACCAR - KENWORTH 7. • JOB NO 99 -10559 8. • JOB PART HUB ASSY HOIST 3T CRANES 9. • JOB COMMENT CHECK EXIST. RAILS FOR ADDITIONAL 3T CRANE 10. • ENGINEER NAME 11. • ENGINEER DATE 12. • END JOB INFORMATION 13. • 14. • 15. PAGE LENGTH 75 16. • 17. INPUT WIDTH 79 18. • 19. UNIT INCHES KIP 20. JOINT COORDINATES 21. 1 0 0 0; 2 90 0 0; 3 210 0 0; 4 300 0 0; 5 390 0 0; 6 510 0 0; 7'600 0 0 22. 8 6 9 0 0 0 ; 9 810 0 0 ; 10 900 0 0 ; 11 9 9 0 0 0 ; 12 1 1 1 0 0 0; 13 1200 0 0 23. 101 0 36 0; 104 300 36 0; 107 600 36 0; 110 900 36 0; 113 1200 36 0 24. 25. MEMBER INCIDENCES 26. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11 27. 11 11 12; 12 12 13 28. 101 101 2; 102 3 104; 103 104 5; 104 6 107; 105 107 8; 106 9 110; 107 11 29. 108 12 113 ; 201 1 101 30. 202 4 104; 203 7 107; 204 10 110; 205 13 113 31. 32. • 33. MEMBER PROPERTY AMERICAN 34. 101 TO 108 TABLE ST TUB30304 35. 201 TO 205 TABLE ST L20204 36. UNIT INCH 37. MEMB PROP 38. 1 TO 12 PRIS AX 12.73 IZ 299 IY 42 IX 1.32 39. • 40. MEMBER TRUSS 41. 101 TO 108 42. 43. CONSTANTS 44. E 29000 ALL 45. POISSON 0.3 ALL 46. DENSITY 0.000283 ALL 47. ALPHA 6.5E -006 ALL 48. • 49. • 50. SUPPORTS 51. 101 104 107 110 113 PINNED 52. • 53. • 54. LOAD 1 DEAD LOAD 55. SELFWEIGHT Y -1 56. 57. • 58. LOAD 2 ++ ++ ++ User ID: Harris Group, Inc. 'HUB ASSY CRANE RAIL 3T1W5WR -- PAGE NO. • 59. MEMBER LOAD 60. 1 CON GY -8.4 45 61. 62. • 63. LOAD 3 64. MEMBER LOAD 65. 2 CON GY -8.4 60 66. • 67. • 68. LOAD 4 69. MEMBER LOAD 70. 3 CON GY -8.4 45 71. 7 2 . 73. LOAD 5 74. MEMBER LOAD 75. 4 CON GY -8.4 45 76. • 77. • 78. LOAD 6 79. MEMBER LOAD 80. 6 CON GY -8.4 60 81. • 82. • 83. LOAD 7 84. MEMBER LOAD ' 85. 7 CON GY -8.4 45 86. • 87. • 88. LOAD 8 89. MEMB LOAD 90. 2 CON GY -1.0 91. 92. 93. LOAD COMB 12 94. 1 1 2 1 95. LOAD COMB 13 96. 1 1 3 1 97. LOAD COMB 14 98. 1 1 4 1 99. LOAD COMB 15 100. 1 1 5 1 101. LOAD COMB 16 102. 1 1 6 1 103. LOAD COMB 17 104. 1 1 7 1 105. 106. 107. PERFORM ANALYSIS NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 18/ 25/ 5 ORIGINAL /FINAL BAND -WIDTH = 131 2 TOTAL PRIMARY LOAD CASES = 8, TOTAL DEGREES OF FREEDOM = 93 SIZE OF STIFFNESS MATRIX = 1395 DOUBLE PREC. WORDS REQRD /AVAIL. DISK SPACE = 12.06/ 283.1 MB, EXMEM = 1960.0 MB P R O B L E M S T A T I S T I C S Processing Element Stiffness Matrix. Processing Global Stiffness Matrix. Processing Triangular Factorization. 108. 109, PARAMETER 110. CODE AISC 111. • 9:57:13 9:57:13 9:57:13 ***WARNING - IMPROPER LOAD WILL CAUSE INSTABILITY AT JOINT 113 DIRECTION = MX PROBABLE CAUSE MODELING PROBLEM - .273E -11 ++ Calculating Joint Displacements. 9 :57:14 ++ Calculating Member Forces. 9:57:14 User ID: Harris Group, Inc. 'HUB ASSY CRANE RAIL 3T1W5WR -- PAGE NO. STAAD-IIU CODE CHECKING - (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ FX MY MZ ========== s=== ss aas Man==========s a===== _______ = = = = =aa= ==aa= = == = =a= = =as 101 •ST TUB 30304 PASS 12.61 T 102 ST TUB.30304 PASS 12.49 T 103 ST TUB 30304 PASS 7.05 T 104 ST TUB 30304 PASS 5.17 T 105 ST TUB 30304 PASS 7.19 T 106 ST TUB 30304 PASS 3.36 T 107 ST TUB 30304 PASS 1.45 T 108 ST TUB•30304 PASS 1.70 T 201 ST L20 PASS 4.93 T 202 ST L20 204 PASS 6.69 T 203 ST L20 204 PASS 7.48 T 204 ST L20 204 PASS .61 T 205 ST L20 204 PASS .25 T TENSION .00 TENSION .00 TENSION .00 TENSION .00 TENSION .00 TENSION .00 TENSION .00 TENSION .00 AISC- H2 -1 .00 AISC- H2 1 .00 AISC- H2 -1 .00 AISC- H2 -1 .00 AISC- H2 -1 .00 .176 .00 .175 .00 .099 .00 .072 .00 .101 .00 .047 .00 .020 .00 :024 .00 .315 -.29 .366 .15 .400 .13 .031 -.01 .016 .01 116. " 117. LOAD LIST 12 TO 16 27 TO 31 118. PRINT MEMBER FORCES LIST 101 102 103 104 201 202 203 1 TO 6 LOADING/ LOCATION 13 .00 13 .00 15 .00 16 .00 17 .00 17 .00 16 .00 17 .00 12 . .00 14 .00 16 .00 16 .00 16 .00 'HUB ASSY CRANE RAIL 3T1W5WR User ID: Harris Group, Inc. -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 101 12 101 -8.50 .03 .00 .00 .00 .00 2 8.47 .03 .00 .00 .00 .00 13 101 -12.61 .03 .00 .00 .00 .00 2 12.58 .03 .00 .00 .00 .00 14 101 -3.98 .03 .00 .00 .00 .00 2 3.96 .03 .00 .00 .00 .00 15 101 .89 .03 .00 .00 .00 .00 2 -.91 .03 .00 .00 .00 .00 16 101 -1.52 .03 .00 .00 .00 .00 2 1.49 .03 .00 .00 .00 .00 102 12 3 -4.81 .03 .00 .00 .00 .00 104 4.84 .03 .00 .00 .00 .00 13 3 12.49 .03 .00 .00 .00 .00 104 12.52 .03 .00 .00 .00 .00 14 3 -6.92 .03 .00 .00 .00 .00 104 6.95 .03 .00 .00 .00. .00 15 3 -.51 .03 .00 .00 .00 .00 104 .54 .03 .00 .00 .00 .00 16 3 -.35 .03 .00 .00 .00 .00 104 .38 .03 .00 .00 .00 .00 103 . 12 104 .32 .03 .00 .00 .00 .00 5 .34 .03 .00 .00 .00 .00 13 104 .17 .03 .00 .00 .00 .00 5 .20 .03 .00 .00 .00 .00 14 104 .15 .03 .00 .00 .00 .00 5 .13 .03 .00 .00 .00 .00 15 104 -7.05 .03 .00 .00 .00 .00 5 7.03 .03 .00 .00 .00 .00 16 104 -2.41 .03 .00 .00 .00 .00 5 2.38 .03 .00 .00 .00 .00 104 12 6 -1.83 .03 .00 .00 .00 .00 107 1.86 .03 .00 .00 .00 .00 13 6 -.38 .03 .00 .00 .00 .0.0 107 .41 .03 .00 .00 .00 .00 14 6 .84 .03 .00 .00 .00 .00 107 -.81 .03 .00 .00 .00 .00 15 6 -3.50 .03 .00 .00 .00 .00 107 3.53 .03 .00 .00 .00 .00 16 6 -5.17 .03 .00 .00 .00 .00 107 5.20 .03 .00 .00 .00 .00 201 12 1 -4.93 .01 .00 .00 .00 -.29 101 4.94 .01 .00 .00 .00 .00 13 1 .08 .00 .00 .00 .00 -.16 101 -.07 .00 .00 .00 .00 .00 14 1 .28 .00 .00 .00 .00 -.03 101 -.27 .00 .00 .00 .00 .00 15 1 -.44 .00 .00 .00 .00 -.01 101 .45 .00 .00 .00 .00 .00 16 1 -.11 .00 .00 .00 .00 -.02 101 .12 .00 .00 .00 .00 .00 202 12 4 -.14 .00 .00 .00 .00 .01 104 .14 .00 .00 .00 .00 .00 13 4 1.04 .00 .00 .00 .00 .07 104 1.05 .00 .00 .00 .00 .00 14 4 6.69 .00 .00 .00 .00 .15 104 6.70 .00 .00 .00 .00 .00 User ID: Harris Group, Inc. HUB ASSY CRANE RAIL 3T1W5WR -- PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 101 12 101 -8.50 .03 .00 .00 .00 .00 2 8.47 .03 .00 .00 .00 .00 13 101 -12.61 .03 .00 .00 .00 .00 2 12.58 .03 .00 .00 .00 .00 14 101 -3.98 .03 .00 .00 .00 .00 2 3.96 .03 .00 .00 .00 .00 15 101 .89 .03 .00 .00 .00 .00 2 -.91 .03 .00 .00 .00 .00 16 . 101 -1.52 .03 .00 .00 .00 .00 2 1.49 .03 .00 .00 .00 .00 102 12 3 -4.81 .03 .00 00 .00 .00 104 4.84 .03 .00 00 .00 .00 13 3 12.49 .03 .00 00 .00 .00 104 12.52 .03 .00 00 .00 .00 14 3 -6.92 .03 .00 00 .00 .00 104 6.95 .03 .00 00 .00 .00 15 3 -.51 .03 .00 00 .00 .00 104 .54 .03 .00 00 .00 .00 16 3 -.35 .03 .00 00 .00 .00 104 .38 .03 .00 00 .00 .00 103 12 104 .32 5 -.34 13 104 .17 5 -.20 14 104 -.15 5 .13 15 104 -7.05 5 7.03 16 104 -2.41 5 2.38 104 12 6 107 13 6 107 14 6 107 15 6 107 16 6 107 .03 .00 .00 .00 .00 .03 .00 .00 .00 .00 .03 .00 .00 .00 .00 .03 .00 .00 .00 .00 .03 .00 .00 .00 .00 .03 .00 .00 .00 .00 .03 .00 .00 .00 .00 .03 .00 .00 .00 .00 .03 .00 .00 .00 .00 .03 .00 .00 .00 .00 1.83 .03 .00 .00 .00 .00 1.86 .03 .00 .00 .00 .00 -.38 .03 .00 .00 .00 .00 .41 .03 .00 .00 .00 .00 .84 .03 .00 .00 .00 .00 -.81 .03 .00 .00 .00 .00 -3.50 .03 .00 .00 .00 .00 3.53 .03 .00 .00 .00 .00 -5.17 .03 .00 .00 .00 .00 5.20 .03 .00 .00 .00 .00 201 12 1 4.93 -.01 .00 .00 .00 -.29 101 4.94 .01 .00 .00 .00 .00 13 1 .08 .00 .00 .00 .00 -.16 101 -.07 .00 .00 .00 .00 .00 14 1 .28 .00 .00 .00 .00 -.03 101 -.27 .00 .00 ,00 .00 .00 15 1 -.44 .00 .00 .00 .00 -.01 101 .45 .00 .00 .00 .00 .00 16 1 -.11 .00 .00 .00 .00 -.02 101 .12 .00 .00 .00 .00 .00 202 12 4 -.14 .00 .00 .00 .00 01 104 .14 .00 .00 .00 .00 00 13 4 -1.04 .00 .00 .00 .00 07 104 1.05 .00 .00 .00 .00 00 14 4 -6,69 .00 .00 .00 .00 15 104 6.70 .00 .00 .00 .00 00 HUB ASSY CRANE RAIL 3T1W5WR User ID: Harris Group, Inc. -- PAGE NO. 6 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 15 4 -6.61 .00 .00 .00 .00 -.15 104 6.62 .00 .00 .00 .00 .00 16 4 -.35 .00 .00 .00 .00 .00 104 .36 .00 .00 .00 .00 .00 203 12 7 .47 .00 .00 .00 .00 .00 107 .48 .00 .00 .00 .00 .00 13 7 .60 .00 .00 .00 .00 .00 107 .61 .00 .00 .00 .00 .00 14 7 .68 .00 .00 .00 .00 .01 107 .69 .00 .00 .00 .00 .00 15 7 .27 .00 .00 .00 .00 .01 107 .28 .00 .00 .00 .00 .00 16 7 -7.48 .00 .00 .00 .00 .13 107 7.49 .00 .00 .00 .00 .00 1 12 1 .01 4.93 .00 .00 .00 .29 2 .01 3.79 .00 .00 .00 51.25 13 1 .00 -.08 .00 .00 .00 .16 2 .00 .40 .00 .00 .00 -21.79 14 1 .00 -.28 .00 .00 .00 .03 2 .00 .60 .00 .00 .00 -39.78 15 1 .00 .44 .00 .00 .00 .01 2 .00 -.12 .00 .00 .00 25.42 16 1 .00 .11 .00 .00 .00 .02 2 .00 .22 .00 .00 .00 -4.91 2 12 2 -7.89 -.67 .00 .00 .00 -51.25 3 7.89 1.11 .00 .00 .00 -55.54 13 2 -11.70 4.24 .00 .00 .00 21.79 3 11.70 4.59 .00 .00 .00 -42.87 14 2 -3.69 .84 .00 .00 .00 39.78 3 3.69 -.40 .00 .00 .00 34.55 15 2 .83 -.25 .00 .00 .00 -25.42 3 -.83 .68 .00 .00 .00 -30.41 16 2 -1.40 .31 .00 .00 .00 4.91 3 1.40 .13 .00 .00 .00 6.02 3 12 3 -3.40 .65 .00 .00 .00 55.54 4 3.40 -.33 .00 .00 .00 -11.50 13 3 -.09 .02 .00 .00 .00 42.87 4 .09 .31 .00 .00 .00 -55.94 14 3 2.75 2.94 .00 .00 .00 -34.55 4 -2.75 5.78 .00 .00 .00 -93.15 15 3 1.32 -.52 .00 .00 .00 30.41 4 -1.32 .85 .00 .00 .00 -92.00 16 3 -1.06 -.02 .00 .00 .00 -6.02 4 1.06 .35 .00 .00 .00 -10.76 4 12 4 -3.40 .46 .00 .00 .00 11.49 5 3.40 -.14 .00 .00 .00 15.54 13 4 -.09 .73 .00 .00 .00 55.87 5 .09 -.41 .00 .00 .00 -4.57 14 4 2.75 .91 .00 .00 .00 93.00 5 -2.75 -.58 .00 .00 .00 -26.05 15 4 1.32 5.76 .00 .00 .00 92.15 5 -1.32 2.96 .00 .00 .00 33.88 16 4 -1.06 .00 .00 .00 .00 10.76 5 1.06 .32 .00 .00 .00 -24.91 5 12 5 -3.10 -.02 .00 .00 .00 -15.54 6 3.10 .45 .00 .00 .00 -12.76 13 5 .09 .30 .00 .00 .00 4.57 6 -.09 .13 .00 .00 .00 5.79 HUB ASSY CRANE R A I L 3'T1W5WR MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE - - K I P I NCH MEMBER LOAD J T AXIAL SHEAR -Y SHEAR - Z TORSION 14 5 2.62 6 -2.62 15 5 '-5.22 6 5.22 16 5 -3.28 6 3.28 6 12 6 -1.39 7 1.39 13 6 .45 •7 -.45 14. 6 1.86 7 -1.86 15 6 -1.96 7 1.96 16 1 6 1.53 7 -1,53 • • • ir • . • • .." .60 -.17 -.38 .81 .54 -.10 .20 .13. -.02 :34 -.18 _50 : ,45 7.13 1.99 6.73 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 END OF LATEST ANALYSIS RESULT : .1.19 . .PRINT SUPPORT REACTION L I ST ' 101 104 107 .00 • .00 _00 . .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .06 .00 .00 .00 .00 .00 .00 .00 .00 :oo .00 .00 .00 .00 .00 .00 MOM - Z 26.05 19.83 -33.88 -37.98 24.91 13.42 • 12.76 -9.61 -5.79 -10.45 -19.83 -10.54 37,98 -11.68 -13.42 -73.75 HUB ASSY CRANE SUPPORT REACTIONS.-UNIT KIP JOINT 101 104 107 LOAD 12 13 14 15 16 12 13 14 15 16 12 13 14 15 16 FORCE-X -7.89 -11.70 .83 •:1.40 '4.79 6.31 -1,89 1:40 -•.52 • •-2. END OF LATEST 120.. " 121. ". 122. PLOT BENDING FILE 123. PLOT SECTION FILE 124. • 125. STEEL TAKEOFF 8.13 4.65 1.24 .16 .71. 1.89 5.69 9.40 9.50 1.46 1.36 1.18 .99 1:69 9.60 RAIL 3T1W5WR INCH STRUCTURE TYPE = SPACE FORCE-Y FORCE-Z .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ANALYSIS RESULT MOM-X .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 MOM-Y .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 ••••• * *** ** ** •• 'MOM , .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 LENGTH( INCH) 775.46 180.00 TOTAL = AIEl GNI( K I P ) TOTAL OF PRISMATIC SECTIONS END OF DATA FROM INTERNAL STORAGE 126. *- 127.. FINISH .568 .048' .62 7 15276.00 CUBIC INCH END OF STAAD-ill ****.DATE SEP 9,1999 TIME= 9:57:15 **** For questions on STAAD-III, contact: Research Engineers, Inc at West Coast: Ph- (714) 974-2500 Fax- (714) 921-2543 East 'Coast: Ph- (508) 688-3626 Fax- (508) 685-7230 User ID: Harris Group, Inc. , - - PAGE NO. 9 :^ • STRUCTURE DATA TYPE = SPACE NJ = 18 NM = 25 NE = 0 N5 = 0 NRJ= 5 NL = 14 XMAX= 1200.0 YMAX= 36.0 ZMAX= .0 S T A A D P 0 S T P L O T " ( R E V : 22.3. 2 2 . 3 ) TITLE: HUB ASSY CRANE RAIL 3TIW5WR SEP 1999 Length Bending-Z: Shear-Y: .000L -34.553 2.943 .083L -56.526 2.916 .167L -78.296 2.889 .250L -99.864 2.862 .333L -121.229 2.835 .417L -142.391 2.808 .500L -163.350 2.781 .583L -121.107 -5.646 .667L -78.662 -5.673 .750L -36.013 -5.700 .833L 6.838 -5.727 .917L 49.891 -5.754 1.00L 93.147 -5.781 'STAAD POST-QUERY(REV: 22.3) QuerIrSENDING MOMENT & SHEAR VALUES, MEMBER # 3 Title:HUB ASSY CRANE RAIL 3T1W5WR Date: SEP 9, 1999 93.15 2.94 5.78 3 Member # 9 9 L= 90.00 IN Shear -Y 4 3 Load #14 :Units (INC,KIP) (Max. at .50L) STRUCTURE DATA TYPE = SPACE NJ = 18 NM = 25 NE = 0 NS = 0 NRJ= 5 NL = 14 XMAX= 1200.0 YMAX= 36.0 ZMAX= .0 01 MN/ELM . - J =10.M =25 UNIT'INC KIP: GATE: SEP S T A AD P O S T - P L O T : :,(REV: TITLE: HUB ASSY CRANE RAIL 3TIW5WR 1999: . " S T A A D - I I I Revision 22.3 Proprietary Progra of Research Engineers, Inc. Date= SEP 13, 1999 • Ti e= 8:13:17 • USER ID: Harris Group, Inc. User ID: Harris Group, Inc. PAGE NO. 1 a " 1 STAAD SPACE AXLE HOIST CRANE RAIL CHECK C j t '51 AQUI 3TC 2 3 " 4. • START JOB INFORMATION 5. • JOB NAME MANUFACTURING ENGINEERING SUPPORT 6. * JOB CLIENT PACCAR - KENWORTH 7. • JOB NO 99 -10559 8. • JOB PART NEW AXLE HOIST 3T CRANES 9. * JOB COMMENT CHECK EXIST. RAILS FOR ADDITIONAL 3T CRANE 10. • ENGINEER NAME RML 11. • ENGINEER DATE 19- JUL -99 REV. BY PM 13/9/99 12. • END JOB INFORMATION 13. 14. • 15. PAGE LENGTH 75 16. 17. INPUT WIDTH 79 18. • 19. UNIT INCHES KIP 20. JOINT COORDINATES 21. 1 0 0 0; 2 100 0 0; 3 200 0 0; 4 300 0 0; 5 400 0 0; 6 500 0 0; 7 600 0 22. 8 700 0 0; 9 800 0 0; 10 900 0 0; 11 1000 0 0; 12 1100 0 0; 13 1200 0 0 23. 14 1300 0 0; 15 1400 0 0; 16 1500 0 0; 17 1600 0 0; 18 1700 0 0 24. 19 1800 0 0 25. 101 0 36 0; 104 300 36 0; 107 600 36 0; 110 900 36 0; 113 1200 36 0 26. 116 1500 36 0; 119 1800 36 0 27. MEMBER INCIDENCES 28. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11 29. 11 11 12; 12 12 13; 13 13 14; 14 14 15; 15 15 16; 16 16 17; 17 17 18 30. 18 18 19 31. 101 101 2; 102 3 104; 103 104 5; 104 6 107; 105 107 8; 106 9 110 32. 107 110 11 33. 108 12 113; 109 113 14; 110 15 116; 111 116 17; 112 18 119; 201 1 101 34. 202 4 104; 203 7 107; 204 10 110; 205 13 113; 206 16 116; 207 19 119 35. 36. 37. MEMBER PROPERTY AMERICAN 38. 1 TO 18 TABLE ST S12X31 39. 101 TO 112 TABLE ST TUB30304 40. 201 TO 207 TABLE ST L20204 41. 42. MEMBER TRUSS 43. 101 TO 112 201 TO 207 44. 45. CONSTANTS 46. E 29000 ALL 47. POISSON 0.3 ALL 48. DENSITY 0.000283 ALL 49. ALPHA 6.5E -006 ALL 50. • 51. • 52. SUPPORTS 53. 101 104 107 110 113 116 119 PINNED 54. 19 FIXED BUT FX MZ 55. 'FIXED BUT KFY 29.07 56. " 57. LOAD 1 DEAD LOAD 58. SELFWEIGHT Y -1 AXLE HOIST CRANE RAIL CHECK, • 59. • 60. • 61. LOAD 2 SEPARATION = 6' 62. MEMBER LOAD 63. 15 CON GY -8.11 72 64. 16 CON GY -8.11 36 65.'• 66. • 67. LOAD 3 SEPARATION = 10' 68. MEMBER LOAD 69. 15 CON GY - 8.1148 70. 16 CON'GY -8.1160 71. • 72. • 73. LOAD 4 SEPARATION = 14' 74. MEMBER LOAD 75. 15 CON GY -8.11 24 76. 16 CON GY -8.11 84 77. 78. 79. LOAD 5 SEPARATION = 16' 80. MEMBER LOAD 81. 15 CON GY -8.11 12 82. 16 CON GY -8.11 89 83. 84. 85. LOAD 6 SEPARATION = 20' 86. MEMBER LOAD 87. 15 CON GY -8.11 .01 88. 16 CON GY -8.11 89 89. 90. 91. LOAD 7 SEPARATION = 6' 92. MEMBER LOAD 93. 15 CON GY -7.8 72 94. 16 CON GY -7.8 36 95. • 96. • 97. LOAD 8 SEPARATION = 10' 98. MEMBER LOAD 99. 15 CON GY -7.8 48 100. 16 CON GY -7.8 60 101. • 102. • 103. LOAD 9 SEPARATION = 14' 104. MEMBER LOAD 105. 15 CON GY -7.8 24 106. 16 CON GY -7.8 84 107. 108. • 109. • LOAD 10 SEPARATION = 16' 110. • MEMBER LOAD 111. • 15 CON GY -7.8 12 112. • 16 CON GY -7.8 96 113. • 114. 115. • LOAD 11 SEPARATION = 20' 116. • MEMBER LOAD 117. • 15 CON GY -7.8 .01 118. • 16 CON GY -7.8 107.99 119. • 120. • 121. LOAD COMB 12 122. 1 1 2 1 123. LOAD COMB 13 124. 1 1 3 1 125. LOAD COMB 14 126. 1 1 4 1 127. LOAD COMB 15 128. 1 1 5 1 129. LOAD COMB 16 130. 1 1 6 1 131. LOAD COMB 27 User ID: Harris Group, Inc. - PAGE NO: • AXLE HOUST'CRANERAI • . 1 32. 1 1 7 1 133. LOAD COMB 28 . 134. 1 1 8 1 ' 135. LOAD COMB 29 136. 1 1 9 1 137. • LOAD COMB 138. 1,1 10 1 139.. • LOAD COMB 31 140. 1 1 111, .141, • 142. " 143. PERFORM ANALYS . . PROBLEM STATIS.T I NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = . 26/ 371 8 ..' ORIGINAL/FINAL BAND-WIDTH = 19/ 2 TOTAL PRIMARY LOAD CASES = 9, TOTAL DEGREES OF FREEDOM = 13.1 SIZE OF STIFFNESS MATRIX = 1965 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.09! 282.1 MB, EXMEM = 1960.0'MB :++ Processing Element Stiffness Matrix. ++ Processing Global Stiffness Matrix. ++ Processing Triangular Factorization. ++ Calculating Joint Displacements. ' ++ Calculating Member. Forces. 144. 145. PARAMETER 146. CODE AISC 147. CHECK CODE'ALL 7:50:43. 7:50:43 7:50:43 7:50:41, 7:50:43 User ID; Harris Group, Inc. • AXLE HOIST CRANE RAIL CHECK -- PAGE NO. STAAD -III CODE CHECKING (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ FX CRITICAL COND/ MY RATIO/ MZ LOADING/ LOCATION 1 ST S12 X31 PASS AISC- H1 -3 .003 1 .00 .00 -2.07 100.00 2 .ST S12 X31 PASS AISC- H2 -1 .006 1 .70 T .00 -2.07 .00 3 ST S12 X31 PASS AISC- H1 -3 .010 1 .05 C .00 7.62 100.00 4 ST S12 X31 PASS AISC- H1 -3 .010 1 .05 C .00 7.62 .00 5 ST S12 X31 PASS AISC- H2 -1 .004 1 52 T .00 -1.08 .00 6 ST S12 X31 PASS AISC- H1 -3 .011 1 .13 C .00 7.66 100.00 7 ST S12 X31 PASS AISC- H1 -3 .011 1 .13 C .00 7.66 .00 8 ST S12 X31 PASS AISC- H2 -1 .004 13 58 T .00 -1.04 100.00 9 ST S12 X31 PASS AISC- H1 -3 .011 16 18 C .00 7.69 100.00 10 ST S12 X31 PASS AISC- H1 -3 .011 16 18 C .00 7.69 .00 11 ST S12 X31 PASS AISC- H2 -1 .006 13 73 T .00 -2.25 100.00 12 ST S12 X31 PASS AISC- H2 -1 .024 16 06 T .00 18.28 100.00 13 ST S12 X31 PASS AISC- H2 -1 .046 5 42 T .00 34.29 100.00 14 ST S12 X31 PASS AISC- H2 -1 .174 16 5.48 T .00 114.97 100.00 15 ST S12 X31 PASS AISC- H1 -3 .270 14 6.02 .00 172.71 100.00 16 ST S12 X31 PASS AISC- H1 -3 .270 14 6.02 C .00 172.71 .00 17 ST S12 X31 PASS AISC- H2 -1 .125 16 4.99 T .00 -78.90 .00 18 ST S12 X31 PASS AISC- H2 -1 .048 6 .00 T .00 37.29 .00 101 ST TUB 30304 PASS TENSION .014 13 .77 T .00 .00 .00 102 ST TUB 30304 PASS TENSION .014 1 .79 T .00 .00 .00 103 ST TUB 30304 PASS TENSION .012 13 .65 T .00 .00 .00 104 ST TUB 30304 PASS TENSION .012 1 .68 T .00 .00 .00 105 ST TUB 30304 PASS TENSION .013 13 .70 T .00 .00 .00 106 ST TUB 30304 PASS TENSION .012 16 .66 T .00 .00 .00 107 ST TUB 30304 PASS TENSION .014 13 .80 T .00 .00 .00 108 ST TUB 30304 PASS TENSION .012 12 .65 T .00 .00 .00 109 ST TUB 30304 PASS TENSION .103 16 5.78 T .00 .00 .00 110 ST TUB 30304 PASS TENSION .222 16 12.44 T .00 .00 .00 111 ST TUB 30304 PASS TENSION .213 16 11.93 T .00 .00 .00 112 ST TUB 30304 PASS TENSION .095 16 5.29 T .00 .00 .00 AXLE HO I ST CRANE RAIL ALL UNITS ARE - K I P INCH A UNLESS OTHERWISE NOTED) MEMBER . TABLE RESULT/ C R I T I C A L COND / RATIO/ • FX MY MZ 201 ST L20 204 PASS TENSION .008 : 1 . 15 T .00 .00 .00 • 202 ST L20 204 PASS TENSION .021 1 . 42 T .00 - :00 . .00 20,3 ST L20 204 PASS TENSION . • :021 1. .43 T .00 .00. .00 • 204. ST L20 204 PASS TENSION .022 16 . 4 4 T .00 • .00 • . 0 6 • 205 ' ST 'L20 204 • PASS TENSION ,021 .43 T . :00 ' .00 • .00 . . 206 ST L20 204 PASS TENSION .. 697 . 12 14.12 T ' .00 - 00 .00.' • 207 ST L20 204 PASS COMPRESSION .000 , 1 . 00. C ' .00 .00 148. LOAD L I S T 12 TO 16 27 TO 31. • - • 149.. PRINT MEMBER FORCES L I S T 101 102 103 104 201 202 203 1 .T01-6 16 17. LOADING/ LOCATION User ID: Harris Group, Inc. AXLE HOIST CRANE RAIL CHECK -- PAGE NO. 6 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 101 12 101 -.75 .04 .00 .00 .00 .00 2 .73 .04 .00 .00 .00 .00 13 101 -.77 .04 .00 .00 .00 .00 2 .74 .04 .00 .00 .00 .00 14 101 -.76 .04 .00 .00 .00 .00 2 .74. .04 .00 .00 .00 .00 15 101 -.76 .04 .00 .00 .00 .00 2 .74 .04 .00 .00 .00 .00 16 101 -.75 .04 .00 .00 .00 .00 2 .73 .04 .00 .00 .00 .00 27 101 -.75 .04 .00 .00 .00 .00 2 .73 .04 .00 .00 .00 .00 28 101 -.76 .04 .00 .00 .00 .00 2 .73 .04 .00 .00 .00 .00 29 101 -.76 .04 .00 .00 .00 .00 2 .74 .04 .00 .00 .00 .00 102 12 3 -.79 .04 .00 .00 .00 .00 104 .81 .04 .00 .00 .00 .00 13 3 -.77 .04 .00 .00 .00 .00 104 .80 .04 .00 .00 .00 .00 14 3 -.78 .04 .00 .00 .00 .00 104 .80 .04 .00 .00 .00 .00 15 3 -.78 .04 .00 .00 .00 .00 104 .80 .04 .00 .00 .00 .00 16 3 -.79 .04 .00 .00 .00 .00 104 .81 .04 .00 .00 .00 .00 27 3 -.79 .04 .00 .00 .00 .00 104 .81 .04 .00 .00 .00 .00 28 3 -.78 .04 .00 .00 .00 .00 104 .81 .04 .00 .00 .00 .00 29 3 -.78 .04 .00 .00 .00 .00 104 .80 .04 .00 .00 .00 .00 103 12 104 -.62 .04 .00 .00 .00 .00 5 .60 .04 .00 .00 .00 .00 13 104 -.65 .04 .00 .00 .00 .00 5 .62 .04 .00 .00 .00 .00 14 104 -.64 .04 .00 .00 .00 .00 5 .62 .04 .00 .00 .00 .00 15 104 -.64 .04 .00 .00 .00 .00 5 .61 .04 .00 .00 .00 .00 16 104 -.62 .04 .00 .00 .00 .00 5 .59 .04 .00 .00 .00 .00 27 104 -.62 .04 .00 .00 .00 .00 5 .60 .04 .00 .00 .00 .00 28 104 -.64 .04 .00 .00 .00 .00 5 .61 .04 .00 .00 .00 .00 29 104 -.64 .04 .00 .00 .00 .00 5 .62 .04 .00 .00 .00 .00 104 12 6 -.68 .04 .00 .00 .00 .00 107 .71 .04 .00 .00 .00 .00 13 6 -.66 .04 .00 .00 .00 .00 107 .69 .04 .00 .00 .00 .00 14 6 -.66 .04 .00 .00 .00 .00 107 .69 .04 .00 .00 .00 .00 15 6 -.67 .04 .00 .00 .00 .00 107 .69 .04 .00 .00 .00 .00 16 6 •.68 .04 .00 .00 .00 .00 107 .71 .04 .00 .00 .00 .00 User ID: Harris Group, Inc. AXLE HOIST CRANE RAIL CHECK -- PAGE NO. 7 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 27 6 -.68 .04 .00 .00 .00 .00 107 .71 .04 .00 .00 .00 .00 28 6 -.67 .04 .00 .00 .00 .00 107 .70 .04 .00 .00 .00 .00 29 6 -.66 .04 .00 .00 .00 .00 107 .69 .04 .00 .00 .00 .00 201 12 1 -.15 .00 .00 .00 .00 .00 101 .16 .00 .00 .00 .00 .00 13 1 -.15 .00 .00 .00 .00 .00 101 .16 .00 .00 .00 .00 .00 14 1 -.15 .00 .00 .00 .00 .00 101 .16 .00 .00 .00 .00 .00 15 1 -.15 .00 .00 .00 .00 .00 101 .16 .00 .00 .00 .00 .00 16 1 -.15 .00 .00 .00 .00 .00 101 .16 .00 .00 .00 .00 .00 27 1 -.15 .00 .00 .00 .00 .00 101 .16 .00 .00 .00 .00 .00 28 1 -.15 .00 .00 .00 .00 .00 101 .16 .00 .00 .00 .00 .00 29 1 -.15 .00 .00 .00 .00 .00 101 .16 .00 .00 .00 .00 .00 202 12 4 -.42 .00 .00 .00 .00 .00 104 .43 .00 .00 .00 .00 .00 13 4 -.42 .00 .00 .00 .00 .00 104 .42 .00 .00 .00 .00 .00 14 4 -.42 .00 .00 .00 .00 .00 104 .42 .00 .00 .00 .00 .00 15 4 -.42 .00 .00 .00 .00 .00 104 .43 .00 .00 .00 .00 .00 16 4 -.42 .00 .00 .00 .00 .00 104 .43 .00 .00 .00 .00 .00 27 4 -.42 .00 .00 .00 .00 .00 104 .43 .00 .00 .00 .00 .00 28 4 -.42 .00 .00 .00 .00 .00 104 .43 .00 .00 .00 .00 .00 29 4 -.42 .00 .00 .00 .00 .00 104 .42 .00 .00 .00 .00 .00 203 12 7 -.43 .00 .00 .00 .00 .00 107 .44 .00 .00 .00 .00 .00 13 7 -.42 .00 .00 .00 .00 .00 107 .43 .00 .00 .00 .00 .00 14 7 -.42 .00 .00 .00 .00 .00 107 .43 .00 .00 .00 .00 .00 15 7 -.42 .00 .00 .00 .00 .00 107 .43 .00 .00 .00 .00 .00 16 7 -.43 .00 .00 .00 .00 .00 107 .44 .00 .00 .00 .00 .00 27 7 -.43 .00 .00 .00 .00 .00 107 .44 .00 .00 .00 .00 .00 28 7 -.42 .00 .00 .00 .00 .00 107 .43 .00 .00 .00 .00 .00 29 7 -.42 .00 .00 .00 .00 .00 107 .43 .00 .00 .00 .00 .00 1 12 1 .00 .15 .00 .00 .00 .00 2 .00 .11 .00 .00 .00 2.07 13 1 .00 .15 .00 .00 .00 .00 2 .00 .11 .00 .00 .00 1.94 14 1 .00 .15 .00 .00 .00 .00 2 .00 .11 .00 .00 .00 1.95 MEMBER END FORCES ALL UNITS ARE MEMBER LOAD JT 15 1 2 16 1 2 27 1 2 28 1 2 29 1 2 KIP .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 User ID: Harris Group, Inc. ti AXLE HOIST CRANE RAIL CHECK -- PAGE NO. STRUCTURE TYPE = SPACE INCH AXIAL SHEAR -Y SHEAR -Z TORSION .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 5 12 5 -.52 .12 .00 .00 .00 6 .52 .14 .00 .00 .00 MOM -Y MOM -Z .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 1.97 .00 2.08 .00 2.07 .00 2.00 .00 1.95 2 12 2 -.70 .10 .00 .00 .00 -2.07 3 .70 .16 .00 .00 .00 -1.14 13 2 -.71 .10 .00 .00 .00 -1.94 3 .71 .16 .00 .00 .00 -.99 14 2 -.71 .10 .00 .00 .00 -1.95 3 .71 .16 .00 .00 .00 -1.01 15 2 -.70 .10 .00 .00 .00 -1.97 3 .70 .16 .00 .00 .00 -1.03 16 2 -.70 .10 .00 .00 .00 -2.08 3 .70 .16 .00 .00 .00 -1.15 k 27 2 -.70 .10 .00 .00 .00 -2.07 1I 3 .70 .16 .00 .00 .00 -1.14 28 2 -.70 .10 .00 .00 .00 -2.00 a 3 .70 .16 .00 .00 .00 -1.06 29 2 -.71 .10 .00 .00 .00 -1.95 3 .71 .16 .00 .00 .00 -1.01 12 3 .06 .07 .00 .00 .00 1.14 4 -.06 .20 .00 .00 .00 -7.62 13 3 .03 .07 .00 .00 .00 .99 4 -.03 .20 .00 .00 .00 -7.60 14 3 .04 .07 .00 .00 .00 1.01 4 -.04 .20 .00 .00 .00 -7.60 15 3 .04 .07 .00 .00 .00 1.03 4 -.04 .20 .00 .00 .00 -7.61 16 3 .06 .07 .00 .00 .00 1,15 4 -.06 .20 .00 .00 .00 -7.62 27 3 .06 .07 .00 .00 .00 1.14 4 -.06 .20 .00 .00 .00 -7.62 28 3 .04 .07 .00 .00 .00 1.06 4 -.04 .20 .00 .00 .00 -7.61 29 3 .04 .07 .00 .00 .00 1.01 4 -.04 .20 .00 .00 .00 -7.60 4 12 4 .06 .22 .00 .00 .00 7.62 5 -.06 .05 .00 .00 .00 1.09 13 4 .03 .22 .00 .00 .00 7.60 5 -.03 .05 .00 .00 .00 .85 14 4 .04 .22 .00 .00 .00 7.60 5 -.04 .05 .00 .00 .00 .87 15 4 .04 .22 .00 .00 .00 7.61 5 -.04 .05 .00 .00 .00 .92 16 4 .06 .22 .00 .00 .00 7.62 5 -.06 .05 .00 .00 .00 1.11 27 4 .06 .22 .00 .00 .00 7.62 5 -.06 .05 .00 .00 .00 1.09 28 4 .04 .22 ,00 .00 .00 7.61 5 -.04 .05 .00 .00 .00 .96 29 4 .04 .22 .00 .00 .00 7.60 5 -.04 .05 .00 .00 .00 .88 -1.09 .09 16 12 16 17 13 16 17 14 16 17 15 16 17 16 16 17 27 16 17 28 16 17 29 16 17 User ID: Harris Group, Inc. AXLE HOIST CRANE RAIL CHECK -- PAGE NO. MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION 13 5 -.56 .13 .00 .00 6 .56 .14 .00 .00 14 5 -.56 .13 .00 .00 6 .56 .14 .00 .00 15 5 -.55 .13 .00 .00 6 .55 .14 .00 .00 16 5 -.51 .12 .00 .00 6 .51 .14 .00 .00 27 5 -.52 .12 .00 .00 6 .52 .14 .00 .00 28 5 -.54 .13 .00 .00 6 .54 .14 .00 .00 29 5 -.56 .13 .00 .00 6 .56 .14 .00 .00 6 12 6 .14 .05 .00 .00 .00 -.09 7 -.14 .21 .00 .00 .00 -7.66 13 6 .07 .05 .00 .00 .00 -.37 7 -.07 .21 .00 .00 .00 -7.61 14 6 .08 .05 .00 .00 .00 -.34 7 -.08 .21 .00 .00 .00 -7.61 15 6 .09 .05 .00 .00 .00 -.29 7 -.09 .21 .00 .00 .00 -7.62 16 6 .14 .05 .00 .00 .00 -.07 7 -.14 .21 .00 .00 .00 -7.67 27 6 .14 .05 .00 .00 .00 -.09 7 -.14 .21 .00 .00 .00 -7.66 28 6 .10 .05 .00 .00 .00 -.24 7 -.10 .21 .00 .00 .00 -7.63 29 6 .08 .05 .00 .00 .00 -.33 7 -.08 .21 .00 .00 .00 -7.62 17 12 17 18 13 17 18 14 17 18 15 17 18 16 17 18 27 17 18 28 17 18 29 17 18 2.76 -2.76 4.11 -4.11 6.02 -6.02 6.23 -6.23 6.23 -6.23 2.66 -2.66 4.47 -4.47 5.79 -5.79 -1.75 1.75 -2.13 2.13 -4.47 4.47 -4.88 4.88 -4.99 4.99 -1.71 1.71 -2.77 2.77 -4.33 4.33 6.77 1.60 6.05 2.33 3.80 4.58 3.43 4.94 3.37 5.01 6.52 1.54 5.20 2.87 3.66 4.41 -.02 .28 -.13 .39 -.84 1.10 -.98 1.25 -1.01 1.27 -.01 .28 -.30 .57 -.80 1.07 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 MOM -Y MOM -Z .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 .00 -.85 .37 -.87 .34 -.92 .29 -1.11 .07 -1.09 .09 -.96 .24 -.88 .33 147.20 -2.25 180.72 5.35 172.71 63.86 163.09 77.58 155.42 78.90 141.86 -2.21 176.75 17.58 166.40 61.37 2.25 -17.40 -5.35 -20.40 -63.86 -33.41 -77.58 -33.92 -78.90 -35.13 2.21 -16.65 -17.58 -25.85 -61.37 -32.05 t AXLE HOIST CRANE RA I L CHECK • " ": END OF LATEST ANALYSIS RESULT ; . • „ , : . . • • , . 1 5 0 PR I NT SUPPORT REACTION L I S T 116 • , • . . • , „ • 151:' 152: • 1"5.3.. FINISH User ID: Harris Group, Inc. AXLE HOIST CRANE RAIL CHECK - PAGE NO: 11 JOINT LOAD .•FORCE -X FORCE -Y FORCE -Z MOM -X 116. 12 -1.11 17.05 .00 .00 13 .01. 16.68 .00 .00" '14 -.69 15.45' .00 .00 15 -,14 14.96 . .00 .00 1,6 .50 . 14.55 .00 • .00• 27 -1 :08 16.44 .00 :00 28 -.88 15.88. .00 .00 29' -.67 14.89 .00 • .00 END OF LATEST ANALYSIS RESULT END OF STAAD -III DATE= SEP 13,1999 TIME 7:50 :44 ""' MOM -Y .00 .00 .00 .00 .00 .00. 00 ,.00 • For questions on .STAAD -III, contact: - Research Engineers, Inc at , • West Coast: Ph- (714) 974 -2500 Fax - (714): 921 =2543 East Coast: Ph- (508) 688 -3626 Fax- (508) 685 -7230 .00 00' 00 .00 00 STRUCTURE DATA TYPE = SPACE NJ = 26 NH = 37 NE = 0 NS = 0 NRJ= 9 NL = 17 XMAX= 1800.0 YMAX= 36.0 2MAx= .0 S T A A D P D S T -PLOT (REV: 22.3 )• TITLE: AXLE HOIST CRANE RAIL CHECK DATE: SEP 13, 1999 559cov.xls AREA C KENWORTH TRUCK COMPANY 99 -10559 MANUFACTURING ENGINEERING SUPPORT Bridge Crane Modifications CIVIL / STRUCTURAL CALCULATIONS 1 AXLE TACK BRIDGE CRANE 1 -16 2 AXLE SET BRIDGE CRANE 1 -15 11 SLEEPER BUILD CRANE 1 - 3 12 TRACK CONVEYOR 1 -11 8 RAISE 1000 LB BRIDGE CRANE 1 - 6 15/16 AXLE/FRAME CRANE 1 -12 2 AXLE SET BRIDGE CRANE RAIL REVISION 1 - 4 APPENDIX - STAAD ANALYSES A. TRUSS T -1 9 pages B. TRUSS T -2 14 pages C. INFLUENCE LINE COEF. 4 pages D. 559_11T2 25 pages THIS 5ugµITL '/i `f( E. TRUST2 17 pages 3T1W5WR 9 pages 11011 G 559Add'I3TC 11 pages H. SE101A1 5 pages O TNet TS tut ►TTA 9lt4 l49 PAGES NOV - 1 1999 I REID MIDDLETON I13,i>lylelov 7 a ENG.001.1.97 W \ A ‘ 1 1) .1- WatittleV VA I I • ,^} • e. e) av(cA4)e. •■•••••• U5C ok Se. e.* c5) -JO 14. o vc 11) TITLE: "5 I kkc -Fa■ s 10 0 c) 1:- Ocile Area 6 PROJECT: BY DATE_ F6.1 r /(/ 9 e I v r 3 DATE !`...42 1 +,4 •••• e +=p PROJECT NO. REV. PAGE OF / ENG.001.1,97 a1 S e 10 o Il. , Q e_ �� u JTAAD ' ► "pcx F \e. SC.. A l 66 s:z„v) n L 2-0 O TITLE: �'`2e vDui Y2A — grioSC PM ROJEC : P r�v�t�iv�c»v► . - 10c vZo 11 2 c -w. I.3 4. s btu, a I � 2 �t G -f-26u r' evi BY P D9TE,t,_O /S DATE G j' 3/ > > PROJECT NO. c a- -10 REV. PAGE OF STRUCTURE DATA TYPE = SPACE NJ = 10 NM = 9 NE = 0 NS = 0 NRJ= 4 NL = XMAX= 20.0 YMAX= 3.0 ZMAX= 3.2 J= 10.M =9 t-teqo r. MN /ELEM S T A A D P 0 S T P . L 0 T (REV: 22.3 TITLE: FRAME CRANE BRIDGE FRAME SE101A1 99 -105 DATE:.. AUG 30. 1999 11 II �p rr GOv+v�PG't'1 � ��r D,�S1S O �Jt1 ,'`ec{ % V 'iL»( 7 .... TJl odo�' G S < - 4• •� tt 1 5 Pic rev- ?e v -=1 , 3. 5 c r Ii`u) � � I ��e ) re a a L1 2 -,- j 5 2 u -t (t )7 ENG.001.1.97 Fovice Toy - Ro I -n c cw r , 2 7 3 Fovc? c;� w 216 PROJECT: MFG -, r _ , ��vt�^� �Ur 7 %� �•. J � v 9 0. -c 2. s usc ■ BY ti'; /c� �•L •..JC. 53.1 TITLE: S(.eC.()2•v t It v`47'1Gt, — I`G■SL' IC 0" E:. , " 61 5 e . DAB /Z 7/q DATE 5 PROJECT NO. �� -to55c\ REV. PAGE OF Ls % ENG.001.1.97 19' 140 �V`�'vC "lip /GC 1t^ J F / o C...-Pro 1 Sfve4 -5 Pc'^ 5 . *I5 . 60��ess. v e I.0v A � 1 f 5 >= 1- IRLFo v }- 0. 0.02-C > =-4r +o 4g F _ 1,4.1 f _ I f L- 2 v9A, Fo +-c See. Sk, TITLE: 5\e p€v 6u\ 1 5i TI " PROJECT: i ��e v —SPCA f E .g 12 `? •s ; c 7. 5 7 �f .(,C - r`a : 2 l Coe" 1.2V c t 9 e BY ,.::- H Aa DATE 7 DAT f / PROJECT NO. REV. PAGE OF 1 i n E EM STRUCTURE DATA TYPE = PLANE 1 f NJ = 39 I NM = 74 1 • NE _ \ NS = 0 '"\ NRJ= 2 vw NL = 10 Z /� )(MAX= 82.0 , � YMA)(= 32.7 ZMAX= .0 / C . d f• _ J= 39.M =74 UNIT FEE KIP S T A TITLE: A D TRUSS PO S T - P L O ANALYSIS- KENNORTH T (REV: 22.3 ) DATE: AUG 30, 1999 • • S T A A D- III Revision 22.3 Proprietary Progra of Research Engineers Inc. Date= AUG 30, 1999 Ti. e= 9:12:25 USER ID: Harris Group, Inc. User ID: Harris Group, Inc. PAGE NO. • • • • • . 1. STAAD SPACE FRAME CRANE BRIDGE.FRAME SE101A1 99 -10559 2. •• 3. • 4. PAGE LENGTH 75 5 • 6. UNIT KIP FEET 7. JOINT COORD 8. 1 0 0 0; 2 1.5 0 0; 3 1.5 3.0 0; 4 1 8. 5 3.0 0; 5 1 8. 5 0 0 9. 6 20.0 0 0 10. 7 0 0 1.58 ; 8 0 0 -1.58 9 20 0 1.58 ; 10 20 0 -1.58 1 1 . MEMB INCI 12. 1 1 2 ; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 1 7; 7 1 8 : 8 6 9; 9 6 10 13. • 14. MEMB PROP 15. 1 2 3 4 5 TA ST S8X18 16. 6 7 8 9 TA D C6X8 17. • UNIT INCH 18. • MEMB PROP 19. • 3 PRIS AX 6.66 IZ 74.92 IY 6.33 IX 0.34 20. UNIT INCH 21. CONSTANTS 22. E 29000. ALL 23. DEN .000283 ALL 24. UNIT FEET 25. SUPPORT 26. 7 8 PINNED 27. 9 10 FIXED BUT FX MZ 28. • 29. LOAD 1 DL LOAD 30. SELFWEIGHT Y -1.0 31. JOINT LOAD 32. 3 4 FY -1.0 33. • 34. LOAD 2 LIVE LOAD (CRANE LOAD ) 35. • 36. MEMB LOAD 37. 3 CON Y -1.3 38. • 39. LOAD 3 CRANE LOAD 20 DEGREE LIFTING OFF CENTER 40. • 41. • JOINT LOAD 42. 43. MEMB LOAD 44. 45. 3 CON Y -1.3 46. 3 CON Z 0.5 47. 48. • LOAD 5 CRANE LOAD 2.5 KIPS 49. 50. • MEMB LOAD 51. • 3 CON Y -2.5 52. 53. LOAD COMB 6 D +L 54. 1 1.0 2 1.0 55. 56. LOAD COMB 7 D+ CRANE 3 57. 1 0.75 3 0.75 58 . • 59. LOAD COMB 8 D+ 0.75 CRANE . 3 60. 1 1.0 3 0.75 61. 62. PERFORM ANALYSIS FRAME CRANE.BRIDGECRAME PROBLEM $ TAT I ST I CS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 10/ 9! ORIGINAL/FINAL BAND-WIDTH = 7! 2 TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = SIZE OF STIFFNESS MATRIX = 690 DOUBLE PREC. WORDS REQRD/AVAIL. DISK ++ Processing Element Stiffness Matrix. ++ Processing Global Stiffness Matrix. ++ Processing Triangular Factorization. ++ Calculating Joint Displacements. ++ Calculating Member Forces. • 63. • 64. PARAMETER 65. CODE AISC 66. UNIT INCH KIP 67. FYLD 36 MEMB .1 TO 8 68. CHECK CODE ALL. 9:12:26 9:12:26 9:12:26 9:12:26 9:12:26 4 46 . SPACE = 12.02/ 282.9 MB, EXMEM = 1960.0 MB FRAME CRANE aRIDGEAME SE101A1 1 ST S8X 18 2 ST S8X 18 • 3 ST S8X 18 4 ST S8X 18 • 5 ST S8X 18 • 6 D C6X 8 7 'D C6X 8 8 D C6X 8 9 D C6X 8 69. PRINT MEMB FORCES PASS .00 T PASS 1.70 C PASS .00 C PASS 1.70 C PASS .00 PASS .09 C PASS .09 T PASS .12 C PASS .09 T 99-10559' STAAD-III CODE CHECKING - (AISC) User ID: Hams Group, Inc. -. PAGE NO. ALL UNITS ARE - KIP • INCH (UNLESS OTHERWISE NOTED) • MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION AISC- H2-1. .118. .3 5.88 . , .00 :00 AISC- H1-3 .242. 8 6.76 ,- -30.83 AO AISC- H1-3 .191 8 1.03 -30.83 .00 AISC- H1-3 .242 6.74 -30.83 36.00. AISC- H2-1 .116 3 5.80 .00 18.00 AISC- H1-3 .172 8 -2.20 -19.99 • .00. AISC- H2-1 .139 8 -2.20 -13.23 .0.0 AISC- H1-3 • '.136 •3 • 2.90 -7.58 .00 AISC- H2-1 • .11 2.17 7.44 • . 18.96 FRAME CRANE BRIDGE/ , SE101A1 99 -10559 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 1 .00 1.24 .00 .00 .00 2 .00 -1.21 .00 .00 .00 2 1 .00 .65 .00 .00 .00 2 .00 -.65 .00 .00 .00 3 1 .00 .65 -.25 -9.01 5.88 2 .00 -.65 .25 9.01 -1.37 6 1 .00 1.89 .00 .00 .00 2 .00 -1.86 .00 .00 .00 7 1 .00 1.42 -.19 -6.76 4.41 2 .00 -1.40 .19 6.76 -1.03 8 1 .00 1.73 -.19 -6.76 4.41 2 .00 -1.70 .19 6.76 -1.03 User ID: Harris Group, Inc. - - PAGE NO. 4 .00 22.05 .00 11.70 .00 11.70 . 0 0 33.75 .00 25.31 .00 30.83 2 1 2 1.21 .00 .00 .00 .00 -22.05 3 -1.16 .00 .00 .00 .00 22.05 2 2 .65 .00 .00 .00 .00 -11.70 3 -.65 .00 .00 .00 .00 11.70 3 2 .65 .00 -.25 1.37 9.01 -11.70 3 -.65 .00 .25 -1.37 .00 11.70 6 2 1.86 .00 .00 .00 .00 -33.75 3 -1.81 .00 .00 .00 .00 33.75 7 2 1.40 .00 -.19 1.03 6.76 -25.31 3 -1.35 .00 .19 -1.03 .00 25.31 8 2 1.70 .00 -.19 1.03 6.76 -30.83 3 -1.64 .00 .19 -1.03 .00 30.83 3 1 3 .00 .16 .00 .00 .00 -22.05 4 .00 .16 .00 .00 .00 22.05 2 3 .00 .65 .00 .00 .00 -11.70 4 .00 .65 .00 .00 .00 11.70 3 3 .00 .65 -.25 .00 1.37 -11.70 4 .00 .65 -.25 .00 -1.30 11.70 6 3 .00 .81 .00 .00 .00 -33.75 4 .00 .81 .00 .00 .00 33.75 7 3 .00 .60 -.19 .00 1.03 -25.31 4 .00 .60 -.19 .00 -.98 25.31 8 3 .00 .64 -.19 .00 1.03 -30.83 4 .00 .64 -.19 .00 -.98 30.83 4 1 4 1.16 .00 .00 .00 .00 -22.05 5 1.21 .00 .00 .00 .00 22.05 2 4 .65 .00 .00 .00 .00 -11.70 5 -.65 .00 .00 .00 .00 11.70 3 4 .65 .00 .25 -1.30 .00 -11.70 5 -.65 .00 -.25 1.30 -8.99 11.70 6 4 1.81 .00 .00 .00 .00 -33.75 5 -1.86 .00 .00 .00 .00 33.75 7 4 1.35 .00 .19 -.98 .00 -25.31 5 -1.40 .00 -.19 .98 6.74 25.31 8 4 1.64 .00 .19 -.98 .00 -30.83 5 -1.70 .00 -.19 .98 -6.74 30.83 5 1 5 .00 1.21 .00 .00 .00 -22.05 6 .00 1.24 .00 .00 .00 .00 2 5 .00 •.65 .00 .00 .00 -11.70 6 .00 .65 .00 .00 .00 .00 3 5 .00 -.65 .25 8.99 1.30 -11.70 8 .00 .65 -.25 -8.99 -5.80 .00 6 5 .00 -1.86 .00 .00 . 00 - 33.75 6 .00 1.89 .00 .00 .00 .00 7 5 .00 -1.40 .19 6.74 .98 -25.31 6 .00 1.42 -.19 -6.74 -4,35 .00 4 M . 4. •• FRAME CRANE BRIDGE( AME SE101A1 99 -10559 User ID: Hams Group, Inc. - - PAGE NO. 5 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 8 5 .00 1.70 .19 6.74 .98 -30.83 6 .00 1.73 -.19 6.74 -4.35 .00 6 1 1 .00 -.62 .00 .00 .00 -11.99 7 .00 .65 .00 .00 .00 .00 2 1 .00 -.33 .00 .00 .00 -6.16 7 .00 .33 .00 .00 .00 .00 3 1 .13 -.56 .15 .00 -2.94 -10.67 7 -.13 .56 .15 .00 .00 .00 6 1 .00 -.94 .00 .00 .00 -18.15 7 .00 .97 .00 .00 .00 .00 7 1 .09 -.89 .12 .00 -2.20 -16.99 7 -.09 .91 -.12 .00 .00 .00 8 1 .09 1.04 .12 .00 -2.20 -19.99 7 -.09 1.07 -.12 .00 .00 .00 7 1 1 .00 -.62 .00 .00 .00 -11.99 8 .00 .65 .00 .00 .00 .00 2 1 .00 -.33 .00 .00 .00 -6.16 8 .00 .33 .00 .00 .00 .00 3 1 .13 -.09 .15 .00 -2.94 -1.66 8 .13 .09 .15 .00 .00 .00 6 1 .00 -.94 .00 .00 .00 -18.15 8 .00 .97 .00 .00 .00 .00 7 1 -.09 -.53 .12 .00 -2.20 -10.23 8 .09 .55 .12 .00 .00 .00 8 1 -.09 -.68 .12 .00 -2.20 -13.23 8 .09 .71 .12 .00 .00 .00 8 1 6 .00 -.62 .00 .00 .00 -5.95 9 .00 .65 .00 .00 .00 -6.03 2 6 .00 -.32 .00 .00 .00 -3.08 9 .00 .32 .00 .00 .00 -3.08 3 6 .12 -.63 .00 .00 2.90 -7.58 9 -.12 .63 .00 .00 -2.90 -4.29 6 6 .00 -.94 .00 .00 .00 -9.03 9 .00 .97 .00 .00 .00 -9.12 7 6 .09 -.93 .00 .00 2.17 -10.15 9 -.09 .95 .00 .00 -2.17 -7.74 8 6 .09 -1.09 .00 .00 2.17 -11.64 9 -.09 1.11 .00 .00 -2.17 -9.25 9 1 6 .00 -.62 .00 .00 .00 -5.95 10 .00 .65 .00 .00 .00 -6.03 2 6 .00 -.32 .00 .00 .00 -3.08 10 .00 .32 .00 .00 .00 -3,08 3 6 .12 -.02 .00 .00 2.90 1.41 10 .12 .02 .00 .00 -2.90 -1.87 6 6 .00 -.94 .00 .00 .00 -9.03 10 .00 .97 .00 .00 .00 -9.12 7 6 .09 -.48 .00 .00 2.17 -3.40 10 .09 .50 .00 .00 -2.17 -5.93 8 6 .09 -.64 .00 .00 2.17 -4.89 10 .09 .66 .00 .00 -2.17 -7.44 70. PLOT BENDING FILE 71. ' PRINT ANALYSIS RESULTS 72. FINISH END OF LATEST ANALYSIS RESULT END OF STAAD -III • • • • DATE= AUG 3 0 , 1 9 9 9 T I M E = 9:12 :27 •• " September 4, 2001 Mr. Prateeb Monyakula 1000 Denny Way, Ste 800 Seattle, WA 98109 RE: Permit Status D99 -0333 8801 East Marginal Way South Dear Mr. Monyakula: City of Tukwila Department of Community Development Steve Lancaster, Director In reviewing our current permit files, it appears that your permit for an upgraded crane runway and installation of new light bridge cranes, issued on November 9„1999, has not received a final inspection by the City of Tukwila Building Division as of the date of this letter. 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 for a period of 180 days, after the work is commenced. Based on the above, if the 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) 431 -3670 if you wish to schedule a final inspection. Thank you for your cooperation in this matter. Sincerely, /•T Stefania Spencer Perinit 'Technician Xc: Permit file Nu. 1)99-)333 1)uane Griffin, 13uilding Official Steven M. Mullet, Mayor 6300 Southcenter Boulevard, Suite 11100 • Tukwila, Washington 98/88 • Phone: 206.431.3670 • Fax: 206.431.3665 FROM SKYE INDUSTRIAL INC June 27, 2000 TGB \bd FAX NO. : 4254130062 Krazan & ASSOCIATES, INC. GEOTECHNICAL ENGINEERING • ENVIRONMENTAL ENGINEERING CONSTRUCTION TESTING & INSPECTION Mr. AWstar Mckinnon SKYE INDUSTRIAL PO Box 828 Ravensdale, WA 98051 RE: Speciallnspections Permit Closure- Paccar 8801 East Marginal Way South Seattle, Washington Timothy G. ' erie, P.E. _ Engineering Manager Pacific Northwest Division With Ten Offices Serving The Western United States Jul: 12 2000 08:31AM P1 KA No. 096 -00055 Dear Mr. Mckinnon, In accordance with your request and authorization, our firm performed special inspections for the above - referenced project. The inspections were performed by ow inspectors on June 22, 2000. Copies of our inspector's field reports are "attached. To the best of our knowledge, the activities noted on our attached daily field reports were in accordance with the approved project plans and specifications. A guarantee that the contractor has necessarily constructed the structure in full accord with the plans and specifications is neither intended nor implied. If you have any questions or if we can be of further assistance, please do not hesitate to contact our office. Respectfully submitted, KRAZAN & ASSOCIATES, INC. 13434 NE I77 Place • Woodinville, Washington 98072 • (425) 485.5519 • Fax (425) 485.6837 0960093$ k.aoo • FROM SKYE INDUSTRIAL INC - C _ NO. : 4254130062 Jul. 12 2000 0t8: 31(M P2 • w . - FIELD & Associates, Inc. REPORTNO.: 6578 GEOTECNNICAL ENGINEERING • ENVIRONMENTAL. ENGINEERING CoNSrnucnON TESTING ANO INSPECTION DATE. PROJECT tw , O c1 G - POO 5 5 PROJECT. Per ∎!4- C, c)s(.rL — Pc c$41 , LOCATION 1i) E . 1-� .. °r;o -L �ti . KRAZAN PROJECT MANAGER: 'T/A �.{r4e2an _n4 eG " -On Arpe�r \( (264 ;O1 •7an o0_,� CONTRACTOR SA t zne etJ i r etk _ . PERMIT NO: b cic! INSPECTOR: k. r r j L cw c. JURISDICTION: C.°4- _ _ WEATHER: X .Le�prr TEMP: 1S a . � t re =ctU!: L e.1 h - p r1 ree.c./V r • , L - i1G t / 3C�8 - un�.�L L !•� Tore' G/ S7 - WA. Do carat for - AYK E. L.. — ofr LC E ao 12„c(ct — 4 *ter a s . ° n r.emp) L.u Fn —Axle .,Cie4pAQ e• ref n. `S' 15/16 p er t tie' cgol_ d 7 c 1 el+ .4e,7 freers S rcdr t rte, - Pn �luf .ct A- g - /In s c4..1Io>re I'm r.C _ A/O 7d Cynn e ar015°ne .° ev,PVS any C. J. PD woe? e W fc. .r rir _ ticarti _# s _13(2.1'+ S4rV u re._/ an9LALei t,• p ct,P Pte. 4-0 c me. Cre_L:l1 e . ... 4 , r f • G.+ / w , , J_. r.. f EYYt l t: ,) (,1.,41 d t � : , r .0Ct °I 1'. or-, (. , �' y' 1 1 S t f `l .( J _ ( a - r1 / -f✓ L1s4Ji., A., (1%4)-I , To the best of my knowledge, tree abov WA / WAS NOT performed Superintontlont/Representative: 215 West Dakota Avow, Cow, Ca 93612 8020 W. 0rw Ave. Ste. 8, Visalia. C4 93291 4231 Foster Ave., 8akerAAAeld, CA 93308 1025 tone Urn Ave, 18G, Modesto, CA 95351 • (559)348.2100 • (559) 651.8267 • (661) 633-2200 • (209) 572 -2200 HOURS J„QEScPT IN OUT i ST - i in accordance with the approved plane, specifications. and regulatory requirements Tecnnlctan: 123 Comma= Cirt:le, Siicramenw, CA 95815 • (916) 564.2200 226 Sherman. Ste A. Corona CA 9288 • (909) 549.1188 1501 15th Street NW, / Auburn, WA 98002 • (253) 939-2500 383 Equestrian 0 ., Awisbo, WA 98370 • (360) 598-2126 •• .o• u c 1776h 014.1 W,wltm •Pa Wd 9141)72 • (425) 485.5519 OT j MIL • __..... __. _ Send to: Stefanie Spencer From: J.J. Setera Company: City of Tukwila Date: 10/11/01 Fax number: 206-431-3665 Phone number: FROM : SKYE INDUSTRIAL INC RECEIVED • ocr 11 zooi COMMUNITY DEVELOPMENT Total pages, including cover: 2 Re: Pricing Comments: • Please call me If you have any questions. FAX NO. : 4254130062 Please see the following letter. I will mall a hard copy. SKYE INDUSTRIAL INC. # SKYEII*020C0 - PO BOX 828 - RAVENSDALE, WA 9805 none: 425-413-4954 Fu: 425.413-0062 Oct. 11 2001 04: 28PM Pi FROM : SKYE INDUSTRIAL INC October 9, 2001 CITY OF TUKWILA Building Department 6200 Southcenter Blvd. Tukwila, WA 98188 RE; Permit Issues Permit -;#D99-0333 Area #8 — Raise 100016 Bridge Crane Contractor — Sun Innovations Inc. Special Inspection — Approved - PSI Building Inspection - Approved Please contact me, if ou have any questions Thanks Cl/irc(�o es J, Setere KYL LNDUSTRIAL INC. FAX NO. : 4254130062 SKYE INDUSTRIAL INC. # S KY f•.11i)2000 PO Box l2t+ - P.AVE ST)ALf., WA 9sns Phone 425 -413 -4954 Fax 425 -413 -0063 Oct. 11 2001 04:29PM P2 Attention: Ms. Stefanie Spencer Per our discussion on 9/26/01, this letter explains the open issues with Building Permit #D99 -0333. Three (3) projects were included in this permit, located in three (3) dilTerent areas. Area 148 and 15/16 received final permit approval. Area 42 was left open, pending bolt and welding inspection. Please see the following project history: Area #15/16 — Axle/Frame Crane Contractor — Skye Industrial Inc. Special Inspection • Approved — Krazan & Associates, per engineering changes (Harris Group) Building inspection — Approved Area #2 ••• Axle Set Bridge Contractor — Sun innovations Inc. Special Inspection — Pending bolt inspection and weld inspection -• Krazan & Associates Building Inspection —Not Approved A visual weld inspection was performed and approved on the.truss upgrade. A full penetration weld was performed on the runway rail extension. Skye Industrial could not find any special inspection reports on the set - and welding. Skye industrial tried to obtain documentation from Sun Innovations. Sun Innovations is no longer in business. There is no way for Skye Industrial to obtain the original special inspection reports. Kenworth Truck Company is not and has no intent on using the axle set bridge. The bridge was used to set axles onto a frame, and they are not assembling complete trucks at the Seattle facility. Crane stops shall be installed prior to the rail extension. A copy of this letter shall be attached to each crane stop. CITY RECEIVED A k PERMIT CENTER xiergua Yizilaxix-*1 Englne.Nng • Consulting • Testing December 3, 1999 File No. 712 -90325 C Information .To Build On Building Inspections City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Project Name Project Address Permit No. cc: Sun Innovations, Inc. .VIA'!? ^Sld 171 arc ogyv , RE I Sam Yaghmaie, P. E., Manager, Seattle Construction Services Department Sincerely, PROFESSIONAL SERVICE INDUSTRIES, INC. Kenworth Bridge Alteration 8801 East Marginal Way D99 -0333 WORK INSPECTED Structural steel welding (visual) { lea re""" VOV ti C `, 1999 OEVE NOV 5 30 1999 D EVELO MEN We have completed the requested special inspections on the subject project. Our final report, dated December 2, 1999, is numbered FR6503. To the best of our knowledge, all work inspected conformed to approved plans, specifications, UBC, and related codes, and/or verbal or written instructions from the Engineer of Record. Professional Service Industries, Inc. • 3257 16th Avenue, West • Seattle, WA 98119.1706 • Phone 206/282.0666 • Fax 206/282.0710 No. of Copies Description 1 Plan Set 1 Reference Drawings 1 Correspondence 2 Structural Calculations Reid iddleton Date: November 3, 1999 To: 728 134th St SW, Suite 200 Everett, WA 98204 425/741.3800 (Fax 425/741 -3900) Brenda Holt City of Tukwila 6300 Southcenter Blvd., Suite #100 Tukwila WA, 98188 From: Wade A. Damey cc: Project: Tukwila — Kenworth Truck Company (D99 -0333) File No. 26 -99 -005- 019 -02 Enclosures: TRANSMITTAL MEMO RECENtE . NOV 0 5 1999 DEVELOPME Action Requested: D None ® For your Records 0 For your Signature D For your Review and Return ❑ Other: Date Required: Remarks: Enclosed are the approved plan set for Kenworth Truck Company. Please call if you have any questions. Reid iddleton November 2, 1999 File No. 26 -99- 005- 019 -02 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - Final Submittal Kenworth Truck Company (D99 -0333) Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The applicant has responded successfully to our comments. Enclosed are the drawings, structural calculations, and correspondence from the engineer for your records. If you have any questions or require any additional clarification, please call. Sincerely, n, Inc. Br C. Moon, P.E. Director, Structural Engineering Group bjr\ 26se \planrevw \tukwila \99 \t019r2.doc \wad Enclosure cc: Prateeb Monyakula, Harris Group, Inc. .s4.1 N ov 0 5 1999 DEV ELOP MEW Wade A. Damey E.I.T. Plan Review En ineer Washington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425 741 -3800 Fax: 425 741.3900 fr'r u/l5 t L(A. C.o. Za_ct 3 - I ~Dd I Harris Group Inc. Mr. Wade A. Damey Reid Middleton, Inc. 728 134 Street, SW Everett, WA 98204 Dear Mr. Damey: November 1, 1999 Reference: Building Permit Plan Review — First Submittal Kenworth Truck Company (D99 -0333) Reid Middleton File No. 26-99- 005 - 019 -01 HGI Project No. 99 -10559 Regarding your comments on the subject submittal: 1. One copy each of reference drawings 136 -S and 137 -S by Fisher Body Corporation dated 3- 15 -29 are attached for your information. These drawings substantiate our premise that the building's original functions included the suspension of numerous bridge crane systems throughout. Unrevised copies of calculation pages 1 through 6 and associated STAAD printout for Area 8 are included for information. Unrevised copies of calculation pages 1 through 15 and associated STAAD printout for Area 2 are also included for information. 2. Harris Group Inc. Drawing 10559-S12 is a modification of an existing bridge crane. Calculation pages 1 through 6 along with the associated STAAD printout illustrate the adequacy of the modifications to carry the local loads as revised. Since the building was originally designed to carry this load, we submit that checking of local effects is sufficient. 3. Sections A/S4, and Details D and E /S5 describe work in Area 2, permitted under City of Tukwila permit D99 -0214. This permit has already been approved and construction is complete. Calculation pages 11 and 13 illustrate the adequacy of the reinforced members and connections. Calculations on page 11 show the rationale for modeling the reinforced members as W6x25 sections. The same logic was used to select W8x24 as a section representative of the reinforced strength of members 2 and 3. Communications: P.O. Box 3855 Seattle, WA 08124.3855 (200) 404.0400 Fax (200) 404.9500 CEO NOV - 1 1999 f,1 REID MIDDLETON Office: Suite 800 1000 Denny Way Seattle, WA 98109.5338 �za! • ' , • Mr. Wade A. Damey • Reid Middleton, Inc. November 1, 1999 Page 2 • RML/eal • 99-10559 \1559L003.doc Attachments cc: JEE, RML, File, Chron Ronald M. Long Senior Structural Engineer Since Mr. Prateeb Manyakula is no longer employed by the Harris Group, I have assumed responsibility for the completion of his work. As the work was originally performed under my - direct supervision, I trust this is acceptable. Very truly yours, HARRIS GROUP INC. • • i'•• "WI Reid iddleton September 30, 1999 File No. 26 -99 -005- 019 -01 Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Subject: Building Permit Plan Review - First Submittal Kenworth Truck Company(D99= 0333)` Dear Mr. Griffin: We reviewed the proposed project for compliance with the structural provisions of the 1997 Edition of the Uniform Building Code as amended and adopted by the City of Tukwila. The following comments should be addressed by the permit applicant. A copy of this letter was forwarded to the project contact for your convenience. General 1. The following list of comments should be responded to in itemized letter form. The permit applicant should have the Engineer of Record respond and resubmit two copies of revised structural drawings and one copy of supplemental calculations. All information should be submitted directly to Reid Middleton, Inc. 2. It is unclear whether or not the new loads due to the bridge crane systems have been taken into account for the building lateral analysis. Reference UBC Section 1605. 3. Provide structural calculations qualifying the design of strengthening of roof trusses in Area 2, including connections. Reference Section A/S4 and Details D and E /S5. Corrections and comments made during the review process do not relieve the project applicant or designer from compliance with code requirements, conditions of approval, and permit requirements; nor is the designer relieved of responsibility for a complete design in accordance with the laws of the state of Washington. This plan review check is for general compliance with the Uniform Building Code as it relates to the project. If you have any questions or require any additional clarification, please call. Sincerely, M 265 6cd on, Inc. Bri C. oon, P.E. Director, Structural Engineering Group bjr\ 26se \planrevw\tukwila\99\t019r14 oc \WAD cc: Prateeb Monyakula, Harris Group, Inc. ` 7 ■vO.›-k•A Wade A. Damey, EiI.T. Plan Review Engineer iaS 9 OCV CO . ti�T Woshington Oregon Alaska Engineers Planners Surveyors Reid Middleton, Inc. 728 134th Street SW Suite 200 Everett, WA 98204 Ph: 425141.3800 Fax: 425 741-3900 September 17, 1999 City of Tukwila Department of Community Development Dave Swanson, P.E. Reid Middleton 728 - 134th Street SW, Suite 200 Everett, WA 98204 Structural Review Kenworth Truck Company (D99 -0333) Dear Mr. Swanson: Please review the enclosed plans and documents for structural compliance with the 1997 Uniform Building Code. If you should have any questions, please feel free toe t;ontact me at (206)431 -3672: Sincerely, ( kitadelAe t Brenda Holt, Permit Coordinator encl xc: Permit File No. D99 -0333 John W Rants, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431.3670 • Fax (206) 431.3665 his$ . : 'f .�', fi., ...t. .1 ..... ,e .b. , Y +. i .t: �'�;.e ,.'�.: f ki,o: ,. `:k`. k'..�+... .... h.�, �. ACTIVITY NUMBER: D99 - 0333 DATE: 9 -14 -99 PROJECT NAME:. KENWORTH TRUCK CO. XX Original Plan Submittal Response to Incomplete Letter # Response to Correction Letter # — Revision # _After Permit Is Issued DEPARTMENTS: Building Division 10 CHI Public Works Complete Approved Approved \PRROUTE.DOC 5/99 PLAN plt[ Structural AP II-5 DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete Comments: TUES /THURS ROUTING: Please Route 4 Structural Review Required REVIEWER'S INITIALS: APPROVALS OR CORRECTIONS: (ten days) Approved with Conditions REVIEWER'S INITIALS: CORRECTION DETERMINATION: Fire Prevention 6119? Approved with Conditions (it Cook' Cmxt W /ROUTING SLIP DUE DATE Plan r !�I nin `6ivision 14 6- 6 k(a --c t c 7 Permit Coordinator DUE DATE: 9-16-99 Not Applicable n K No further Review Required Not Approved (attach comments) u DATE: DUE DATE 10-1 2-99 Not Approved (attach comments) ri DATE: REVIEWER'S INITIALS: DATE: 1 7_7uss T3. - TRuss Ts. 14 770 °° - 45°o,,' REP�RENGE DRAWINGS APPROVED BY f ? E_ _YE// /LL - i4/ /LI1, J Q'f.rs —Qal Aw4r S 5 5 - 7 �5` 3 * / 6 213 ,3 -/6 4 g ° G sef ZLs Gx GriG o H b C of F V v _1050°0 _io5°o o r s °° - 0 5 M7 5/ /173 _SwI- I H °se H q� F 1116' • STRE55 D /AG99H FO/l 7,055 T3 49aoo A' Ti=? 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