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Permit D99-0261 - Kenworth Truck Company - Crane Runway
, Kenworth Truck Co. n City of Tukwila Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Parcel No: 542260 -0060 Permit No: D99 -0261 Address: 8801 EAST MARGINAL WY S Status: ISSUED Suite No: Issued: 08/19/1999 Location: Expires: 02/15/2000 Category: AWSE Type: DEVPERM Zoning: MIC /H Const Type: III -N Occupancy: WAREHOUSE 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: SUNINI *011LS OCCUPANT KENWORTH TRUCK COMPANUY 8801 EAST MARGINAL WY S, TUKWILA, WA 98108 OWNER KENWORTH MOTOR CORP 8801 E MARGINAL WAY, SEATTLE WA 98108 CONTACT PRATEEB MONYAKULA Phone: 206 494 -9532 1000 DENNY WY, #800, SEATTLE, WA 98109 CONTRACTOR SUN INNOVATIONS INC PO BOX 430, MILTON, WA 98354 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: RELOCATE 2000 LB CRANE RUNWAY /MODIFICATION. ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 51,900.00 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 ***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 1,089.79 ****************************************************** * * * * * * * *• * * * * * * * * * * * * * * * * * * * * ** Permit Center Authorized Signature: Signature: A/ Print Name: DEVELOPMENT PERMIT I hereby certify that I have read and examined t is 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 rmit Yak c2 NA o vk LI\ A f . (206) 431 -3670 Date: Date: VI y / La 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. Address: 8801 EAST MARGINAL WY S Suite: Tenants •ype: DEVPERM Parcel #: 542260-0060 CITY OF TUKWILA. Permit No: D99 -0261 Status: ISSUED Applied: 07/23/1999 Issued: 08/19/1999 ******************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Conditions: 1. No changes will be made to the plans unless approved by the Engineer and the Tukwila Building-Division. 2. All permits, inspection ;:. records,:•' and appr,ov6d plans shall be available at the job ;' s i,te" 'prior to the " "start ';of any con - struction. These +documents are to.. be maintained-and avail- able until final inspection approval is granted • • 3`. Electrical permits shall-be ; obtained through ,the Washington State Division of" ~.Labor and Industries and al l,.:electrical work will be inspec ted by that agency '( 248 -6630) 4. Plumbing, permits'shall be obtained through the Seattle -Kling 'CountyDepartment of, Public Health. Plumbing will be. inspected by that agency, ;1 nc l ud i ng: all gas piping :. '(296 - 4722);. 5. All Mechanica.l work shall be .under separate permit issued f the City ,of " 'Tukwila. ' All ,c instruction to be done conformance with approved.' plans ; and requirements of the Uniform Building Code '(1997. Edition) as amended, Uniform Mechanical, (1997 Edition) and State ,Energy: Code (1997 'Edition). 7. Validity of, Permit.' The ..issuance,; of a permit or approval, o plans, " specifications,: and computations shall not be con- strued to be a pe'rmrit for, or an approval `of, any violation of any of the 'provisions of the building code or of 'any other";ordinance of the jurisdict,ion..,' No permit presuming give' authority to violate or cancel :-the: provisions of th ins code :Oall,.be` valid. 8. When special inspection is required`, either the owner, architect or engineer shall notify the Tukwila " ; :. Building Division of appointment of the inspection agencies to the first building inspection. . Copies of all special inspection reports, shall be submitted to the Building ; ':. Division in,a•:timely manner. Reports shall contain, address project name, ` permit number and type' of inspection 'bei ng performed. ' 9. The special inspector shall`submit.a final signed report stating whether the work requiring special inspection was, to the best of the inspector's '; knowledge, = in conformance with approved plans and specifications and the applicable workmanship provisions of the UBC. 10. All structural welding shall be done by W.A.B.O. certified welders and special inspected (UBC - Sec. 306(a)5). 11. All high - strength bolting shall be special inspected (UBC - Sec. 306(a)6). Project Name/fenant; - , I Kamwov `YUGIA,C0v4�G.l,l( Value of Con truction: -v�\ v 0 Site Address: r , City State /Zip: Scu J tlu,wik.a m g801 G t'1atr5l�a Wool Tax Parcel N er: m 3 z/�oZ ' U - 0 06 1 Tvl,~ Property Owner: ' Ke/kWoYOn MU+j Covla Phone: (2o6) (o z- _i sc Street Address: City State /Zip: Fax #: Contractor: 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 Phone: Street Address: City State /Zip: Fax #: Architect: q 1 /A `^ / Phone: Street Address: City State /Zip: Fax #: Engineer: 1k€ w t S &YOU \ .1v G . Phone: ( ,) 4-R4- _ ei 449 Street Address: , � t City State /Zip: . toot pQtAvly WG +t01/4.)1k, goo SeA\fil Fax #: C.zo q4- - >�itoo ,wp, Contact Person: `` `1 Phone: Street Address: Cit State /Zip: 1000 DQ�,1Auc ,S�tVe 8or S t�"le r v.I Fax #: (20C) 4-q -- L Description of work tp be do e: / c . `,� \o a 2D e) C va ‘A"-t- \rti u v} , / -- k u c1 1 , c a. tC) Existing use: ❑ Retail ❑ Restaurant C3 Multi- family ❑ Warehouse ❑Hospital ❑ Church stManufacturing ❑ Motel /Hotel ❑ Office ❑ School/College /University ❑ Other _ _ Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse 171 Hospital ❑ Church Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes lano If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes tS no Existing fire protection features: . sprinklers ❑ automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: lq`7 t' -O existing Area of Construction: (sq. ft.) N f ft 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 CITY OF Tf 'KWILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Commercial / Multi - Family Tenant Improvement / Alteration Permit Application ❑ Channelization /Striping ❑ Curb cut/Access /Sidewalk ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill ❑ Sanitary Side Sewer #: ❑ Sewer Main Extension ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension ❑ Water Meter /Exempt #: Size(s): ❑ Water Meter /Permanent It Size(s): ❑ Water Meter Temp ti Size(s): Est. quantity: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant: This figure'will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the dat}Q-g(pplj a6hall 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. Dale ap I! U� c2e . 99 Date app11 t e' M� Ap tl take by: (initials) PLEASE SIGN BACK OF APPLICATION FORM CTPERMIT.DOC 1/29/97 Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. APPLICANT REQUEST. FOR PUBLIC WORKS.SITE/CIVIL PLAN REVIEW'OF THE FOLLOWING: :(Additional reviews may be determined. by the Public Works Department) ❑ Flood Control Zone ❑ Hauling cubic yds. ❑ Landscape Irrigation O Private 0 Public O Private 0 Public 0 Deduct 0 Water Only gal Schedule: RECEIVED C1TY nr 111KWItA BUILDINGOWNE - ,O: 'UTHORIZEDAG,NT: I Signature: / c ' PIFIl' ,. ., , , Date: 7 .2,3 Print name: 1 c a eel D1 �/1Do ck.kuIa r l Phon 4 —99'2, Z ) I — Address wOCJ Pavkv, In 1 ;.e e �} ) jetAA,t' W Acis 104 City /State /Z!-i7�-►,rp '7 e_ a l l f I G �) c 1 �s1 C '1 ALL COMMERCIAL /MULTI -FA TENANT IMPROVEMENT /ALT' TION PERMIT APPLICATIONS MUS . : E SUBMITTED WITH THE FOLLOWING: ➢ ALL DRAWINGS TO BL STAMPED BY WASHINGTON STATE LICENSRD ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ➢ ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN ➢ BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include : ❑ ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) • 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). ❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. ❑ ❑ Vicinity Map showing location of site ❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished ❑ ❑ Construction details ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ❑ ❑ Washington State Non - Residential Energy Code Data shall be noted on the construction drawings. ❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal I HEREBY CERTIFY THAT 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. CTI'ERMIT.DOC 1/29/97 Account Code .000/322.100 000/345.630 000/386.904 �� {.; .A�'. tiY ". •:5:�,yt..,K�•1+•i iJf ;Fs, -.•�i .• ..v �� �t h:�• C.1 :TV OF 1'U1:WIL(; WA .4.Ic ** **A * *AI, i1' * * *fi.i. IRPil19NITS' Number: R9€h) Paymnn t' Me Chad e. CHIC. PerA i t No: D99- Parl'cE Nc: 5422 ..3 i t e ds" a ti x 8801 4A *k * *li. kk* * * * * ** * .*:t* A. ti •k.•k•k * `.t' k ' k :l •k 01.14 Amount;: K Notation: 0261 Typo: 60 -0060 EAST MARGINAL NY 9 * •t• *(.12 ;t•k *:1':1 }:4 *:t : ** * *A* :4• A * : •' 'A * k . . * ka *l.Adrk.4 F'kh:4:1 *.1 k 1 . 0€39.79 07/23/9'9 13;:.J i HARRIS EROU3P.INC In.i h:; C(4a 3)EVPk RM DEVELOPMENT PERMIT Total F P_e.ci: 1,089.79 Thil Payment 1,089.,79 Total ALL Pmt,5:, 1,089.73 Balance: .00 k *4 *A**A:t * **A'kk* *A *A* :4A*A *••t':l'kAAA* A* A:d **A** *A **ot *A*Akk *A*4. /. [)Es:Sc';r i Ut i Clri BUILDING •- NONREr PLAN CHECK - NONREE sivii BUILDING SURCHARGE Amount 427.54 4.;l0 Project: )�e� Type of nsp= in: '> Add s. Sate called: Special instructions: c 3 L�i,.[ - J l & Date wanted: v 4.0 ^ a v Requester: TC / ^� qr� 2 one 5 3 r O J • I INSPECTION RECORD Retain a copy with permit 'INSPECTION NO. CITY'OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd, #100, Tukwila, WA 98188 A pproved per applicable codes. PERMIT NO, `�� V -3670 5 7 7 Corrections required prior to approval. COMMENTS: IN $4 .00 REINSPECTION FEE REQUIRED. Prior to inspectipn, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule,reinspection. Receipt No: Date: .Awnoatama+:tis'tni[+ NaxeA A:1i.&itWi�'AVn'YW nitAgXi27ID9 Inforaction / .To Build On Engineering • Consulting • Testing October 29, 1999 File No. 712 -90276 Attn: Ray Cockerham Building Inspections City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Project Name Project Address Permit No. Structural steel erection & bolting ce: Jeff Raner, Sun Innovations, Inc. Crane Rail Extension inal Way South Sincerely, PRO SIONAL SERVICE INDUSTRIES, INC. m Yaghmaie, P. E., Manager, Seattle Construction Services Department kitt RECEIVED NOV 0 8 1999 COMMUNITY DEVELOP 11 NT We have completed the requested special inspections on the subject project. Our final report, dated October 13, 1999, is numbered FR5425. WORK REQUIRED WORK INSPECTED Structural steel erection & bolting 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 CLIENT;, ; : { ,•, 1.1 .7 �, .: �� l ; , ; / 1 e / r )J ,I ' ? i (: - k ,° f t I e c f J ° c .. l� , • _ . �. , c �.� t 1” 1. � � .� t el r. �C. r'. z -�� I r,l'.3 <'v PROJECTNO;' % % .- - f?( t7 j„ ATE // - '- ` ADDRESS � / 0 t3 a >`- V j.( (( 1 pt y Vi i , ! ., : ' ; < ' � . ;. r 1-e .. �.• _.'1 J � t 7 % ;- ( ) I ) r C i L. c. a' ' ) ) i C ca ;, , , • .. .- r - ✓'J, . ' // / PERMIT -NQ. % •1)`t TTY% ',<,•,/,',,,,, / � j EN i ARCHITECT, , CONTRA %: PROJ .ADDRESS ( - 0.2 G ) .o. ' ' ' •', " %' / •/,% • . /� AT %% P ;Q. NC . :PROJECT-.%%' f , , ( l �' in /,� 11 7 -C J 5 C/ , i c e ,,, ct ( C1 /1 i c> t i `�; 4 , ;,'; I , F ,— "•, EQUIPMENT IDENTIFICATION AND S /Nil: r; (! c 4 06e, COPIES TO: I ;' ( , , c: . c "" 1 :• , e ; iL ' 1 t_ -7 INSPECTOR: r L ! i I I c< 4 . W t1.S . Ali, , Information (( jras ms' To Build On Engineering • Consulting • Mating SEATTLE DIVISION EASTSIDE DIVISION (2061 - 8241+66 FAX (206 282 -0710 (425) 485 -4244 FAX (425) 485.4611 TACOMA DIVISION (253) 589.1804 FAX (2531589.2136 FR 5425 k...) SPOKANE DIVISION 15 FAX 1509) 535.1267 PORTLAND DIVISION PENINSULA DIVISION (503) 254.8418 FAX (503) 25 (3601 297-8821 FAX (3601 297.8828 IS • 96.1 FIELD REPORT acceptance of other associated work or o warranty of design or workability of the specification requirements' Certified Report by Professional Service Industries Date I C r C 4 , .. .. • i �•�, c r e, L. . • ' 4 C. .Lc > `� ,, „t 1 r , b r= L' r '.t e, 4 : a , .. ( ; J t r_ . / 1 e / r )J ,I ' ? i (: - k ,° f t I e c f J ° c .. l� , • _ . �. , c �.� t 1” 1. � � .� t el r. �C. r'. z -�� I r,l'.3 <'v -. ,, , ( l , ' , .... . 1 ,.. :r . I CI r. f ` -1 ; C. t . • e- r' ‘ t. P t'.-C. '. I ,. C.( Z. . , L ,^.. r _ r 1 ; / ,. 4 'I.,. 'r. 1(- 17 ••�`: .14 f• t'•C'.. C• ..)1;.t " 'fl pp( e44 //4.-\ ( /( ¢%1 t. . : r, I' ' t i i- ` A •i K I 7' (.) ` ' . 1/ (( 1 pt y Vi i , ! ., : ' ; < ' � . ;. r 1-e .. �.• _.'1 J � t 7 % ;- ( ) I ) r C i L. c. a' ' ) ) i C ca ;, , , • .. .- r - ✓'J, . ' // / 11 J " c' L. f' I' r L;., ;.r .r . (V .f:". . r e' , , � 1 ..''./ ,iA .^ t c :'(^% c%'),) ir'/; ., e I. . /( ! „e is . . ,' I L. - * 1 I) + I 7 t .. 1= _ -z , I 1•1., \• % �- , � • , l., /CO .s? e '% ,' r /, / , i "•, EQUIPMENT IDENTIFICATION AND S /Nil: r; (! c 4 06e, COPIES TO: I MAILED: I INSPECTOR: DATE: *'' %%'' '' :; ; •:' ' ”' %'/. ITEMS'INSPECTED?TO'! APOVED'PLANS- V .../•, ///:, % CONFORMING •, i d ;% ' �; , //'./../.,/,-;:> ;;y • R Q NONCONFORMING " ? (�; 0 6..1; X0 ' 1""`''" .-""'— — OWNER ENGINEER ARCHITECT CONTRACTOR BUILDING DEPT. SUPPLIER FIELD CONTACT: I DATE: .,.Q l , n ,.� r"` — 'This report is provided for the Information of the client only. The reproduction of this report, by any method, and Its transmittal to a tnird parry, by an means, except in full, without the full permission of Professional Service Industries, Inc., is prohibited.' the the results obtained from the actual lest end'or observations NAME ON OFF ST OT MILES l c{ ?his eerblication attests to accuracy of performed made whin the defined scipe of the work. Certification shall not be construed to represent In inspection, approval or TOTAL HOURS Ali, , Information (( jras ms' To Build On Engineering • Consulting • Mating SEATTLE DIVISION EASTSIDE DIVISION (2061 - 8241+66 FAX (206 282 -0710 (425) 485 -4244 FAX (425) 485.4611 TACOMA DIVISION (253) 589.1804 FAX (2531589.2136 FR 5425 k...) SPOKANE DIVISION 15 FAX 1509) 535.1267 PORTLAND DIVISION PENINSULA DIVISION (503) 254.8418 FAX (503) 25 (3601 297-8821 FAX (3601 297.8828 IS • 96.1 FIELD REPORT acceptance of other associated work or o warranty of design or workability of the specification requirements' Certified Report by Professional Service Industries Date 559CALC KENWORTH TRUCK COMPANY MANUFACTURING EN CIVIL / STRUCTURAL CALCULATIONS AREA PAGES 1 AXLE TACK BRIDGE CRANE 1 -16 2 AXLE SET BRIDGE CRANE 1 -15 12 TRACK CONVEYOR 1 -11 11 SLEEPER BUILD CRANE 1 -3 APPENDIX - STAAD ANALYSES A. TRUSS T -1 9 pages B. TRUSS T -2 14 pages INFLUENCE LINE COEF. 4 pages 25 pages � 559_11T2 99 -10559 FILE C INEERINC �$U r, 1 )' ^•Sili1L. 1. . , ) • Bridge Crane odifications • THIS , S U R r(4 TTA-L- tern-ry f r�rn ? 14-15 5(.4 G/1.4 t ['ot t_ ?.Z3 .7q C\I`(CR�� O PA1 "" RECEIVED CITY OF TUKWILA ,It!! £. 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PAGE 2 OF D_ ENG.001.1.97 Client 58 Gn‘ Part By PM TimNDate: 1 2/0711 999 10.35 STAAD /Pro for Windows Release 3.1 Flie 559_11T2.STD I Date/T'rn• 12-Jul-1999 10:06 REI N Fo Sheet No 1 Date 09- Jul -99 Chd 23 Print Run 1 oft .;' Client Print Time/Dete: 12/07/1999 10:36 STAAD/Pro for Windows Release 3.1 File 559_11T2.STD pet/3111m 12-Jul-1999 10:06 18 Print Run 1 01 k * * ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** STAAD- III Revision 3.1 Proprietary Program of Research Engineers, Inc. Date. JUL 23, 1999 Time. 7:57: 2 USER ID: Harris Group Inc. PAGE NO. 1. STAAD PLANE TRUSS ANALYSIS -3TON CRANE- KENWORTH 2. START JOB INFORMATION 3. ENGINEER DATE 09- JUL -99 4. END JOB INFORMATION 5. 6. * AREA 11 -- EXTEND EXISTING RAILS -- 2 TON, 2 -SPAN BRIDGE 7. 8. INPUT WIDTH 79 9. 10. 11. *PAGE LENGTH 70 12. 13. UNIT FEET KIP 14. JOINT COORDINATES 15. 1 0 0 0; 2 6 0 0; 3 18 0 0; 4 30 0 0; 5 42 0 0; 6 54 0 0; 7 60 0 0 16. 8 0 4.375 0; 9 6 5.175 0; 10 12 5.975 0; 11 18 6.775 0; 12 24 7.575 0 17. 13 30 8.375 0; 14 36 7.575 0; 15 42 6.775 0; 16 48 5.975 0; 17 54 5.175 0 18. 18 60 4.375 0; 19 12 2.587 0; 20 24 4.188 0; 21 36 4.188 0; 22 48 2.587 0 19. 23 -6 1.455 0; 24 -12 2.909 0; 25 -18 4.364 0; 26 -22 5.33 0; 27 -6 4.908 0 20. 28 -12 5.441 0; 29 -18 5.975 0; 30 -22 6.33 0; 31 0 -14 0; 32 60 -14 0 21. 33 18 17.119 0; 34 24 17.919 0; 35 30 18.719 0; 36 36 17.919 0; 37 42 17.119 0 22. 38 24 12.747 0; 39 36 12.747 0 23. MEMBER INCIDENCES 24. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6; 6 6 7; 7 8 9; 8 9 10; 9 10 11; 10 11 12 25. 11 12 13; 12 13 14; 13 14 15; 14 15 16; 15 16 17; 16 17 18; 17 1 8; 18 2 9 26. 19 3 11; 20 4 13; 21 15 5; 22 17 6; 23 7 18; 24 19 10; 25 20 12; 26 21 14 27. 27 22 16; 28 8 2; 29 9 19; 30 19 3; 31 19 11; 32 11 20; 33 3 20; 34 20 13 28. 35 13 21; 36 21 5; 37 21 15; 38 15 22; 39 5 22; 40 22 17; 41 6 18; 42 1 23 29. 43 23 24; 44 24 25; 45 25 26; 46 8 27; 47 27 28; 48 28 29; 49 29 30; 50 23 27 30. 51 24 28; 52 25 29; 53 26 30; 54 23 8; 55 24 27; 56 25 28; 57 26 29; 58 31 1 31. 59 32 7; 60 11 33; 61 38 34; 62 39 36; 63 15 37; 64 33 34; 65 34 35; 66 35 36 32. 67 36 37; 68 33 38; 69 11 38; 70 38 35; 71 35 39; 72 39 15; 73 39 37; 74 38 39 33. 34. 35. MEMBER PROPERTY AMERICAN 36. 1 2 3 4 6 28 TABLE LD L40405 SP 0.03125 37. 5 TABLE ST W6X15 38. * *2 3 TABLE ST WBX24 39. 8 9 TABLE ST W4X13 40. 7 10 11 TABLE SD L35254 SP 0.03125 41. 12 TO 16 TABLE SD L40305 SP 0.03125 iri4ref A 'f a�ti4r,W21't`✓.u3Jwn�uiwsmn... .. ... .. . TRUSS ANALYSIS -3TON CRANE- KENWORTH -- PAGE NO. 42. 18 41 69 TO 72 TABLE LD L30254 SP 0.03125 43. 19 21 22 35 36 39 40 53 54 64 TO 67,TABLE LD L25204 SP 0.03125 44. 20 24 TO 27 31 32 37 38 51 52 57 68 73 74 TABLE ST L25204 45. 29 30 TABLE LD L40305 SP 0.03125 46. 33 34 TABLE SD L30254 SP 0.03125 47. 42 TO 45 TABLE SD L50356 SP 0.03125 48. 46 TO 49 TABLE LD L35255 SP 0.03125 49. 50 56 61 62 TABLE ST L30254 50. 55 TABLE ST L35254 51. 17 23 58 59 TABLE ST W12X40 52. 60 63 TABLE LD L35254 SP 0.03125 53. 54. 55. UNIT INCHES KIP 56. CONSTANTS 57. E 29000 ALL 58. POISSON 0.3 ALL 59. DENSITY 0.000283 ALL 60. ALPHA 6.5E -006 ALL 61. 62. *ADJUST THE ORIENTATION OF ANGLE MEMBERS TO MATCH THE STRUCTURE 63. BETA 180 MEMB 1 TO 6 21 22 29 30 33 TO 36.39 40 42 TO 45 63 64. BETA ANGLE MEMB 20 65. BETA 32.05 MEMB 24 TO 27 31 32 37 38 51 52 57 68 73 74 66. BETA 34.37 MEMB 50 56 61 62 67. BETA 26.84 MEMB 55 68. 69. 70. SUPPORTS 71. 31 32 PINNED 72. 73. MEMBER RELEASE 74. 1 7 12 29 33 35 39 42 46 64 66 69 71 START MX MY MZ 75. 6 11 16 30 34 36 40 65 67 70 72 END MX MY MZ 76. 77. MEMBER TRUSS 78. 18 TO 22 24 TO 28 31 32 37 38 41 50 TO 57 60 TO 63 68 73 74 79. 80. MEMBER TENSION 81. 74 82. 83. 84. UNIT FEET KIP 85. LOAD 1 DEAD LOAD - 5 PSF LOAD TO ACCOUNT FOR STEEL, LIGHTS, PIPING 86. SELFWEIGHT Y -1 87. JOINT LOAD 88. 3 TO 6 FY -.5 89. 9 10 16 17 27 28 34 TO 36 FY -0.6 90. 11 15 FY -0.3 91. 29 30 FY -0.5 92. 33 37 FY -0.43 93. 94. LOAD 2 ROOF LIVE LOAD - 25 PSF 95. JOINT LOAD 96. 9 10 16 17 27 28 34 TO 36 FY -3 97. 11 15 FY -1.5 A - - TRUSS ANALYSIS-3TON CRANE- KENWORTH • • 98. 29 FY -2.5 99. 30 FY -2 100. 33 37 FY -2.15 101. * 102. LOAD 3 CRANE LOAD JOINT LOAD 103. JOINT LOAD 104. 4 FY -5.4 105. * 106. LOAD 4 CRANE LOAD JOINT LOAD 107. JOINT LOAD 108. 5 FY -5.4 109. * 110. LOAD 5 CRANE LOAD JOINT LOAD 111. MEMBER LOAD 112. 5 CON GY -5.4 8.0 113. * 114. LOAD 6 0.75 SNOW LOAD (0.75X25=18.75) 115. JOINT LOAD 116. 9 10 16 17 27 28 34 TO 36 FY-225 117. 11 15 FY -1.13 118. 29 FY -1.88 119. 30 FY -1.5 120. 33 37 FY -1.61 121. * 122. * 123. LOAD COMB 11 124. 1 1 2 1 125. LOAD COMB 12 DL + ROOF LL 126. 1 1.0 2 1.0 127. * 128. LOAD COMB 13 DL + CRANE 3 129. 1 1.0 3 1.0 130. * 131. LOAD COMB 14 DL + CRANE 4 132. 1 1.0 4 1.0 133. * 134. LOAD COMB 15 DL + CRANE 5 135. 1 1.0 5 1.0 136. * 137. LOAD COMB 16 DL + 0.75S + CRANE 3 138. 1 1.0 6 1.0 3 1.0 139. * 140. LOAD COMB 17 DL + 0.75S + CRANE 4 141. 1 1.0 6 1.0 4 1.0 142. * 143. LOAD COMB 18 DL + 0.75S + CRANE 5 144. 1 1.0 6 1.0 5 1.0 145. PERFORM ANALYSIS DL SNOW/LIVE - . -- PAGE NO. ,TRUSS ANALYSIS -3TON CRANE- 'KENWORTH PAGE NO PROBLEM S T A T I S T I C S NUMBER'OF JOINTS /MEMBER +ELEMENTS /SUPPORTS is 39/ 74/ 2 ORIGINAL /FINAL BAND -WIDTH - 30/ 7 TOTALIPRIMARY LOAD CASES - 6, TOTAL DEGREES OF FREEDOM m 113 SIZE OF STIFFNESS MATRIX • 2712 DOUBLE PREC. WORDS REQRD /AVAIL. DISK SPACE - 12.14/ 796.3 MB, EXMEM'- 311.6 MB ++ Processing Element Stiffness Matrix. ++ Processing Global Stiffness Matrix. ++ Processing Triangular Factorization. ++ Calculating Joint Displacements. ++ Processing Element Stiffness Matrix. ++ Processing Global Stiffness Matrix. ++ Processing Triangular Factorization. ++ Calculating Joint Displacements. ++ Calculating Member. Forces. 146. * *LOAD LIST 12 TO 18 147. PRINT MEMBER FORCES. LIST 4 5.6 8 9 .20:21 •22 35 TO 41 31 38'68 73 vnw:u pt:.c,Y.ntt. • TRUSS ANALYSIS -3TON CRANE- KENWORTH MEMBER END FORCES STRUCTURE TYPE - PLANE PAGE NO. ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR - Y SHEAR -Z TORSION • MOM -Y MOM -Z 4 •1 4 -7.49 -0.12 0.00 0.00 0.00 -0.25 5 7.49 -0.08 0.00 0.00 0.00 0.01 4 -15.21 -0.06 0.00 0.00 0.00 -0.19 5 15.21 0.06 0.00 0.00 0.00 -0.53 4 -9.00 0.01 0.00 0.00 0.00 0.12 5 9.00 -0.01 0.00 0.00 0.00 0.01 4 -5.22 -0.03 0.00 0.00 0.00 -0.08 5 5.22 0.03 0.00 0.00 0.00 -0.26 4 -2.73 0.17 0.00 0.00 0.00 0.43 5 2.73 -0.17 0.00 0.00 0.00 1.66 4 -11.41 -0.05 0.00 0.00 0.00 -0.14 5 11.41 0.05 0.00 0.00 0.00 -0.40 11 4 -22.69 -0.18 0.00 0.00 0.00 -0.44 5 22.69 -0.02 0.00 0.00 0.00 -0.52 12 4 -22.69 -0.18 0.00 0.00 0.00 -0.44 5 22.69 -0.02 0.00 0.00 0.00 -0.52 13 4 -16.48 -0.11 0.00 0.00 0.00 -0.12 5 16.48 -0.09 0.00 0.00 0.00 0.02 14 4 -12.71 -0.15 0.00 0.00 0.00 -0.32 5 12.71 -0.05 0.00 0.00 0.00 -0.25 15 4 -10.22 0.06 0.00 0.00 0.00 0.19 5 10.22 -0.25 0.00 0.00 0.00 1.67 16 4 -27.89 -0.15 0.00 0.00 0.00 -0.27 5 27.89 -0.04 0.00 0.00 0.00 -0.38 17 4 -24.11 -0.19 0.00 0.00 0.00 -0.47 5 24.11 -0.01 0.00 0.00 0.00 -0.64 18 4 -21.62 0.01 0.00 0.00 0.00 0.04 5 21.62 -0.21 0.00 0.00 0.00 1.27 5 1 5 -5.06 -0.08 0.00 0.00 0.00 -0.01 6 5.06 -0.10 0.00 0.00 0.00 0.11 2 5 -12.54 0.04 0.00 0.00 0.00 0.53 6 12.54 -0.04 0.00 0.00 0.00 0.01 3 5 -2.23 0.00 0.00 0.00 0.00 -0.01 6 2.23 0.00 0.00 0.00 0.00 0.03 4 5 -3.59 0.03 0.00 0.00 0.00 0.26 6 3.59 -0.03 0.00 0.00 0.00 0.08 5 5 -5.29 -1.64 0.00 0.00 0.00 -1.66 6 5.29 -3.76 0.00 0.00 0.00 3.61 6 5 -9.41 0.03 0.00 0.00 0.00 0.40 6 9.41 -0.03 0.00 0.00 0.00 0.01 11 5 -17.60 -0.04 0.00 0.00 0.00 0.52 6 17.60 -0.14 0.00 0.00 0.00 0.12 12 5 -17.60 -0.04 0.00 0.00 0.00 0.52 6 17.60 -0.14 0.00 0.00 0.00 0.12 I TRUSS ANALYSIS -3TON CRANE- KENWORTE MEMBER END FORCES STRUCTURE TYPE - PLANE -- PAGE NO. ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 13 5 -7.29 -0.08 0.00 0.00 0.00 -0.02 6 7.29 -0.10 0.00 0.00 0.00 0.13 14 5 -8.65 -0.05 0.00 0.00 0.00 0.25 6 8.65 -0.13 0.00 0.00 0.00 0.18 15 5 -10.35 -1.72 0.00 0.00 0.00 -1.67 6 10.35 -3.86 0.00 0.00 0.00 3.71 16 5 -16.70 -0.05 0.00 0.00 0.00 0.38 6 16.70 -0.13 0.00 0.00 0.00 0.14 17 5 -18.06 -0.02 0.00 0.00 0.00 0.64 6 18.06 -0.16 0.00 0.00 0.00 0.19 18 5 -19.76 -1.69 0.00 0.00 0.00 -1.27 6 19.76 -3.89 0.00 0.00 0.00 3.72 6 1 6 0.88 -0.07 0.00 0.00 0.00 -0.11 7 -0.88 -0.03 0.00 0.00 0.00 0.00 2 6 1.29 0.00 0.00 0.00 0.00 -0.01 7 -1.29 0.00 0.00 0.00 0.00 0.00 3 6 1.04 0.00 0.00 0.00 0.00 -0.03 7 -1.04 0.00 0.00 0.00 0.00 0.00 4 6 0.93 -0.01 0.00 0.00 0.00 -0.08 7 -0.93 0.01 0.00 0.00 0.00 0.00 5 6 0.70 -0.60 0.00 0.00 0.00 -3.61 7 -0.70 0.60 0.00 0.00 0.00 0.00 6 6 0.96 0.00 0.00 0.00 0.00 -0.01 7 -0.96 0.00 0.00 0.00 0.00 0.00 11 6 2.17 -0.07 0.00 0.00 0.00 -0.12 7 -2.17 -0.03 0.00 0.00 0.00 0.00 12 6 2.17 -0.07 0.00 0.00 0.00 -0.12 7 -2.17 -0.03 0.00 0.00 0.00 0.00 13 6 1.92 -0.07 0.00 0.00 0.00 -0.13 7 -1.92 -0.03 0.00 0.00 0.00 0.00 14 6 1.81 -0.08 0.00 0.00 0.00 -0.18 7 -1.81 -0.02 0.00 0.00 0.00 0.00 15 6 1.58 -0.67 0.00 0.00 0.00 -3.71 7 -1.58 0.57 0.00 0.00 0.00 0.00 16 6 2.88 -0.07 0.00 0.00 0.00 -0.14 7 -2.88 -0.03 0.00 0.00 0.00 0.00 17 6 2.77 -0.08 0.00 0.00 0.00 -0.19 7 -2.77 -0.02 0.00 0.00 0.00 0.00 18 6 2.54 -0.67 0.00 0.00 0.00 -3.72 7 -2.54 0.57 0.00 0.00 0.00 0.00 8 1 9 7.83 0.10 0.00 0.00 0.00 0.11 10 -7.82 -0.02 0.00 0.00 0.00 0.26 2 9 16.60 0.17 0.00 0.00 0.00 0.19 10 -16.60 -0.17 0.00 0.00 0.00 0.81 3 9 6.65 0.03 0.00 0,00 0.00 0,02 10 -6.65 -0.03 0.00 0.00 0.00 0.17 TRUSS ANALYSIS -3TON CRANE- KENWORTH MEMBER END FORCES STRUCTURE TYPE - PLANE 9 1 10 7.81 -0.01 0.00 0.00 11 -7.80 0.09 0.00 0.00 2 10 16.55 -0.14 0.00 0.00 11 -16.55 0.14 0.00 0.00 3 10 6.64 -0.03 0.00 0.00 11 -6.64 0.03 0.00 0.00 4 10 3.82 -0.02 0.00 0.00 11 -3.82 0.02 0.00 0.00 5 10 2.05 -0.01 0.00 0.00 11 -2.05 0.01 0.00 0.00 6 10 12.41 -0.11 0.00 0.00 11 -12.41 0.11 0.00 0.00 11 10 24.37 -0.15 0.00 0.00 11 -24.36 0.23 0.00 0.00 12 10 24.37 -0.15 0.00 0.00 11 -24.36 0.23 0.00 0.00 13 10 14.45 -0.04 0.00 0.00 11 -14.44 0.12 0.00 0.00 14 10 11.64 -0.03 0.00 0.00 11 -11.63 0.11 0.00 0.00 15 10 9.87 -0.02 0.00 0.00 11 -9.86 0.10 0.00 0.00 16 10 26.87 -0.15 0.00 0.00 11 -26.86 0.23 0.00 0.00 -- PAGE NO. ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 4 9 3.83 0.02 0.00 0.00 0.00 0.01 10 -3.83 -0.02 0.00 0.00 0.00 0.10 5 9 2.06 0.01 0.00 0.00 0.00 0.01 10 -2.06 -0.01 0.00 0.00 0.00 0.05 6 9 12.44 0.12 0.00 0.00 0.00 0.14 10 -12.44 -0.12 0.00 0.00 0.00 0.61 11 9 24.42 0.26 0.00 0.00 0.00 0.30 10 -24.41 -0.19 0.00 0.00 0.00 1.07 12 9 24.42 0.26 0.00 0.00 0.00 0.30 10 -24.41 -0.19 0.00 0.00 0.00 1.07 13 9 14.48 0.13 0.00 0.00 0.00 0.13 10 -14.47 -0.05 0.00 0.00 0.00 0.43 14 9 11.66 0.12 0.00 0.00 0.00 0.12 10 -11.65 -0.04 0.00 0.00 0.00 0.36 15 9 9.89 0.11 0.00 0.00 0.00 0.11 10 -9.87 -0.03 0.00 0.00 0.00 0.31 16 9 26.92 0.25 0.00 0.00 0.00 0.27 10 -26.91 -0.18 0.00 0.00 0.00 1.03 17 9 24.10 0.24 0.00 0.00 0.00 0.26 10 -24.09 -0.16 0.00 0.00 0.00 0.96 18 9 22.33 0.23 0.00 0.00 0.00 0.26 10 -22.32 -0.16 0.00 0.00 0.00 0.92 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0,00 0.00 0.00 0.00 -0.26 - 0.05 - 0.81 -0.04 - 0.17 - 0.02 -0.10 -0.01 -0.05 - 0.01 -0.61 - 0.03 - 1.07 - 0.09 -1.07 -0.09 -0.43 -0.07 -0.36 -0.06 - 0.31 -0.05 -1.03 -0.10 TRUSS ANALYSIS -3TON CRANE- KENWORTH MEMBER END FORCES STRUCTURE TYPE - PLANE J -- PAGE NO. ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 17 10 24.05 -0.13 0.00 0.00 0.00 -0.96 11 -24.04 0.21 0.00 0.00 0.00 -0.09 18 10 22.28 -0.13 0.00 0.00 0.00 -0.92 11 -22.27 0.20 0.00 0.00 0.00 -0.08 20 1 4 -0.73 0.00 0.00 0.00 0.00 0.00 13 0.76 0.00 0.00 0.00 0.00 0.00 2 4 -0.10 0.00 0.00 0.00 0.00 0.00 13 0.10 0.00 0.00 0.00 0.00 0.00 3 4 -5.38 0.00 0.00 0.00 0.00 0.00 13 .5.38 0.00 0.00 0.00 0.00 0.00 4 4 -0.04 0.00 0.00 0.00 0.00 0.00 13 0.04 0.00 0.00 0.00 0.00 0.00 5 4 0.22 0.00 0.00 0.00 0.00 0.00 13 -0.22 0.00 0.00 0.00 0.00 0.00 6 4 -0.08 0.00 0.00 0.00 0.00 0.00 13 0.08 0.00 0.00 0.00 0.00 0.00 11 4 -0.83 0.00 0.00 0.00 0.00 0.00 13 0.86 0.00 0.00 0.00 0.00 0.00 12 4 -0.83 0.00 0.00 0.00 0.00 0.00 13 0.86 0.00 0.00 0.00 0.00 0.00 13 4 -6.11 0.00 0.00 0.00 0.00 0.00 13 6.14 0.00 0.00 0.00 0.00 0.00 14 4 -0.77 0.00 0.00 0.00 0.00 0.00 13 0.80 0.00 0.00 0.00 0.00 0.00 15 4 -0.51 0.00 0.00 0.00 0.00 0.00 13 0.54 0.00 0.00 0.00 0.00 0.00 16 4 -6.18 0.00 0.00 0.00 0.00 0.00 13 6.21 0.00 0.00 0.00 0.00 0.00 17 4 -0.84 0.00 0.00 0.00 0.00 0.00 13 0.87 0.00 0.00 0.00 0.00 0.00 18 4 -0.59 0.00 0.00 0.00 0.00 0.00 13 0.62 0.00 0.00 0.00 0.00 0.00 21 1 15 2.52 0.00 0.00 0.00 0.00 0.00 5 -2.57 0.00 0.00 0.00 0.00 0.00 2 15 9.22 0.00 0.00 0.00 0.00 0.00 5 -9.22 0.00 0.00 0.00 0.00 0.00 3 15 -0.01 0.00 0.00 0.00 0.00 0.00 5 0.01 0.00 0.00 0.00 0.00 0.00 4 15 -0.01 0.00 0.00 0.00 0.00 0.00 5 0.01 0.00 0.00 0.00 0.00 0.00 5 15 0.00 0.00 0.00 0.00 0.00 0.00 5 0.00 0.00 0.00 0.00 0.00 0.00 6 15 6.92 0.00 0.00 0.00 0.00 0.00 5 -6.92 0.00 0.00 0.00 0.00 0.00 11 15 11,73 0.00 0.00 0.00 0.00 0.00 5 -11.78 0.00 0.00 0.00 0.00 0.00 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 L -- PAGE NO. 12 15 11.73 0.00 0.00 0.00 0.00 0.00 5 -11.78 0.00 0.00 0.00 0.00 0.00 13 15 2.51 0.00 0.00 0.00 0.00 0.00 5 -2.56 0.00 0.00 0.00 0.00 0.00 14 15 2.50 0.00 0.00 0.00 0.00 0.00 5 -2.55 0.00 0.00 0.00 0.00 0.00 15 15 2.52 0.00 0.00 0.00 0.00 0.00 5 -2.57 0.00 0.00 0.00 0.00 0.00 16 15 9.43 0.00 0.00 0.00 0.00 0.00 5 -9.48 0.00 0.00 0.00 0.00 0.00 17 15 .9.42 0.00 0.00 0.00 0.00 0.00 5 -9.47 0.00 0.00 0.00 0.00 0.00 15 9.43 0.00 0.00 0.00 0.00 0.00 5 -9.48 0.00 0.00 0.00 0.00 0.00 22 1 17 3.60 0.00 0.00 0.00 0.00 0.00 6 -3.63 0.00 0.00 0.00 0.00 0.00 2 17 10.04 0.00 0.00 0.00 0.00 0.00 6 -10.04 0.00 0.00 0.00 0.00 0.00 3 17 2.38 0.00 0.00 0.00 0.00 0.00 6 -2.38 0.00 0.00 0.00 0.00 0.00 4 17 3.26 0.00 0.00 0.00 0.00 0.00 6 -3.26 0.00 0.00 0.00 0.00 0.00 5 17 0.00 0.00 0.00 0.00 0.00 0.00 6 0.00 0.00 0.00 0.00 0.00 0.00 6 17 7.53 0.00 0.00 0.00 0.00 0.00 6 -7.53 0.00 0.00 0.00 0.00 0.00 11 17 13.63 0.00 0.00 0.00 0.00 0.00 6 -13.67 0.00 0.00 0.00 0.00 0.00 12 17 13.63 0.00 0.00 0.00 0.00 0.00 6 -13.67 0.00 0.00 0.00 0.00 0.00 13 17 5.97 0.00 0.00 0.00 0.00 0.00 6 -6.01 0.00 0.00 0.00 0.00 0.00 14 17 6.85 0.00 0.00 0.00 0.00 0.00 6 -6.89 0.00 0.00 0.00 0.00 0.00 15 17 3.60 0.00 0.00 0.00 0.00 0.00 6 -3.64 0.00 0.00 0.00 0.00 0.00 16 17 13.50 0.00 0.00 0.00 0.00 0.00 6 -13.54 0.00 0.00 0.00 0.00 0.00 17 17 14.38 0.00 0.00 0.00 0.00 0.00 6 -14.42 0.00 0.00 0.00 0.00 0.00 18 17 11.13 0.00 0.00 0.00 0.00 0.00 6 -11.16 0.00 0.00 0.00 0.00 0.00 35 1 13 -2.58 -0.02 0.00 0.00 0.00 0.00 21 2.55 -0.02 0.00 0.00 0.00 0.02 2 13 -8.54 -0.01 0.00 0.00 0.00 0.00 21 8.54 0.01 0.00 0.00 0.00 -0.06 f TRUSS ANALYSIS -3TON CRANE- KENWORTH MEMBER END FORCES STRUCTURE TYPE . PLANE 36 1 21 -2.42 -0.02 0.00 0.00 5 2.39 -0.02 0.00 0.00 2 21 -8.62 0.01 0.00 0.00 5 8.62 -0.01 0.00 0.00 3 21 3.14 0.00 0.00 0.00 5 -3.14 0.00 0.00 0.00 4 21 -5.01 0.00 0.00 0.00 5 5.01 0.00 0.00 0.00 5 21 -3.15 0.00 0.00 0.00 5 3.15 0.00 0.00 0.00 6 21 -6.47 0.01 0.00 0.00 5 6.47 -0.01 0.00 0.00 11 21 -11.04 -0.02 0.00 0.00 5 11.01 -0.03 0.00 0.00 12 21 -11.04 -0.02 0.00 0.00 5 11.01 -0.03 0.00 0.00 13 21 0.72 -0.02 0.00 0.00 5 -0.75 -0.02 0.00 0.00 14 21 -7.43 -0.02 0.00 0.00 5 7.40 -0.02 0.00 0.00 15 21 -5.58 -0.02 0.00 0.00 5 5.54 -0.02 0.00 0.00 -- PAGE NO. 10 ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 13 3.15 0.00 0.00 0.00 0.00 0.00 21 -3.15 0.00 0.00 0.00 0.00 0.00 4 13 -4.97 0.00 0.00 0.00 0.00 0.00 21 4.97 0.00 0.00 0.00 0.00 -0.03 5 13 -3.13 0.00 0.00 0.00 0.00 0.00 21 3.13 0.00 0.00 0.00 0.00 -0.02 6 13 -6.41 -0.01 0.00 0.00 0.00 0.00 21 6.41 0.01 0.00 0.00 0.00 -0.05 11 13 -11.12 -0.03 0.00 0.00 0.00 0.00 21 11.09 -0.02 0.00 0.00 0.00 -0.04 12 13 -11.12 -0.03 0.00 0.00 0.00 0.00 21 11.09 -0.02 0.00 0.00 0.00 -0.04 13 13 0.57 -0.02 0.00 0.00 0.00 0.00 21 -0.60 -0.02 0.00 0.00 0.00 0.01 14 13 -7.55 -0.02 0.00 0.00 0.00 0.00 21 7.52 -0.02 0.00 0.00 0.00 -0.01 15 13 -5.71 -0.02 0.00 0.00 0.00 0.00 21 5.68 -0.02 0.00 0.00 0.00 0.00 16 13 -5.84 -0.03 0.00 0.00 0.00 0.00 21 5.81 -0.02 0.00 0.00 0.00 -0.03 17 13 -13.96 -0.03 0.00 0.00 0.00 0.00 21 13.93 -0.01 0.00 0.00 0.00 -0.06 18 13 -12.12 -0.03 0.00 0.00 0.00 0.00 21 12.09 -0.02 0.00 0.00 0.00 -0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.02 0.00 0.06 0.00 0.00 0.00 0.03 0.00 0.02 0.00 0.05 0.00 0.04 0.00 0.04 0.00 -0.01 0.00 0.01 0.00 0.00 0.00 TRUSS ANALYSIS -3TON CRANE- KENWORTH MEMBER END FORCES STRUCTURE TYPE . PLANE ALL UNITS ARE -- XIP FEET -- PAGE NO. 11 MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 16 21 -5.75 -0.02 0.00 0.00 0.00 0.03 5 5.72 -0.03 0.00 0.00 0.00 0.00 17 21 -13.90 -0.01 0.00 0.00 0.00 0.06 5 13.87 -0.03 0.00 0.00 0.00 0.00 18 21 -12.05 -0.02 0.00 0.00 0.00 0.04 5 12.02 -0.03 0.00 0.00 0.00 0.00 37 1 21 -0.14 0.01 -0.01 0.00 0.00 0.00 15 0.15 0.01 -0.01 0.00 0.00 0.00 2 21 0.08 0.00 0.00 0.00 0.00 0.00 15 -.0.08 0.00 0.00 0.00 0.00 0.00 3 21 0.01 0.00 0.00 0.00 0.00 0.00 15 -0.01 0.00 0.00 0.00 0.00 0.00 4 21 0.04 0.00 0.00 0.00 0.00 0.00 15 -0.04 0.00 0.00 0.00 0.00 0.00 5 21 0.02 0.00 0.00 0.00 0.00 0.00 15 -0.02 0.00 0.00 0.00 0.00 0.00 6 21 0.06 0.00 0.00 0.00 0.00 0.00 15 -0.06 0.00 0.00 0.00 0.00 0.00 11 21 -0.06 0.01 -0.01 0.00 0.00 0.00 15 0.07 0.01 -0.01 0.00 0.00 0.00 12 21 -0.06 0.01 -0.01 0.00 0.00 0.00 15 0.07 0.01 -0.01 0.00 0.00 0.00 13 21 -0.13 0.01 -0.01 0.00 0.00 0.00 15 0.14 0.01 -0.01 0.00 0.00 0.00 14 21 -0.11 0.01 -0.01 0.00 0.00 0.00 15 0.12 0.01 -0.01 0.00 0.00 0.00 15 21 -0.12 0.01 -0.01 0.00 0.00 0.00 15 0.13 0.01 -0.01 0.00 0.00 0.00 16 21 -0.07 0.01 -0.01 0.00 0.00 0.00 15 0.08 0.01 -0.01 0.00 0.00 0.00 17 21 -0.04 0.01 -0.01 0.00 0.00 0.00 15 0.05 0.01 -0.01 0.00 0.00 0.00 18 21 -0.06 0.01 -0.01 0.00 0.00 0.00 15 0.07 0.01 -0.01 0.00 0.00 0.00 38 1 15 -0.77 0.01 -0.01 0.00 0.00 0.00 22 0.75 0.01 -0.01 0.00 0.00 0.00 2 15 -3.05 0.00 0.00 0.00 0.00 0.00 22 3.05 0.00 0.00 0.00 0.00 0.00 3 15 0.05 0.00 0.00 0.00 0.00 0.00 22 -0.05 0.00 0.00 0.00 0.00 0.00 4 15 0.06 0.00 0.00 0.00 0,00 0.00 22 -0.06 0.00 0.00 0.00 0.00 0.00 5 15 0.01 0.00 0,00 0.00 0.00 0.00 22 -0.01 0.00 0.00 0,00 0.00 0.00 6 15 -2,29 0.00 0.00 0.00 0.00 0.00 22 2.29 0.00 0.00 0.00 0.00 0.00 TRUSS ANALYSIS -3TON CRANE- KENWORTH MEMBER END FORCES STRUCTURE TYPE . PLANE ALL UNITS ARE -- KIP FEET V ✓� -- PAGE NO. 12 MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 11 15 -3.82 0.01 -0.01 0.00 0.00 0.00 22 3.80 0.01 -0.01 0.00 0.00 0.00 12 15 -3.82 0.01 -0.01 0.00 0.00 0.00 22 3.80 0.01 -0.01 0.00 0.00 0.00 13 15 -0.72 0.01 -0.01 0.00 0.00 0.00 22 0.70 0.01 -0.01 0.00 0.00 0.00 14 15 -0.71 0.01 -0.01 0.00 0.00 0.00 22 0.69 0.01 -0.01 0.00 0.00 0.00 15 15 -0.76 0.01 -0.01 0.00 0.00 0.00 22 0.75 0.01 -0.01 0.00 0.00 0.00 16 15 -3.01 0.01 -0.01 0.00 0.00 0.00 22 2.99 0.01 -0.01 0.00 0.00 0.00 17 15 -2.99 0.01 -0.01 0.00 0.00 0.00 22 2.98 0.01 -0.01 0.00 0.00 0.00 18 15 -3.05 0.01 -0.01 0.00 0.00 0.00 22 3.03 0.01 -0.01 0.00 0.00 0.00 39 1 5 -4.78 -0.02 0.00 0.00 0.00 0.00 22 4.80 -0.02 0.00 0.00 0.00 0.00 2 5 -10.60 -0.01 0.00 0.00 0.00 0.00 22 10.60 0.01 0.00 0.00 0.00 -0.10 3 5 -4.56 0.00 0.00 0.00 0.00 0.00 22 4.56 0.00 0.00 0.00 0.00 -0.02 4 5 -6.25 0.00 0.00 0.00 0.00 0.00 22 6.25 0.00 0.00 0.00 0.00 -0.03 5 5 -0.03 0.00 0.00 0.00 0.00 0.00 22 0.03 0.00 0.00 0.00 0.00 -0.01 6 5 -7.95 -0.01 0.00 0.00 0.00 0.00 22 7.95 0.01 0.00 0.00 0.00 -0.07 11 5 -15.38 -0.04 0.00 0.00 0.00 0.00 22 15.40 -0.01 0.00 0.00 0.00 -0.10 12 5 -15.38 -0.04 0.00 0.00 0.00 0.00 22 15.40 -0.01 0.00 0.00 0.00 -0.10 13 5 -9.34 -0.03 0.00 0.00 0.00 0.00 22 9.36 -0.02 0.00 0.00 0.00 -0.02 14 5 -11.03 -0.03 0.00 0.00 0.00 0.00 22 11.05 -0.02 0.00 0.00 0.00 -0.03 15 5 -4.81 -0.02 0.00 0.00 0.00 0.00 22 4.83 -0.02 0.00 0.00 0.00 -0.01 16 5 -17.30 -0.04 0.00 0.00 0.00 0.00 22 17.32 -0.01 0.00 0.00 0.00 -0.10 17 5 -18.98 -0.04 0.00 0.00 0.00 0.00 22 19.00 -0.01 0.00 0.00 0.00 -0.10 18 5 -12.76 -0.03 0.00 0.00 0.00 0.00 22 12.78 -0.01 0.00 0.00 0.00 -0.08 40 1 22 -5.46 -0.02 0.00 0,00 0.00 0.00 17 5.48 -0.02 0.00 0.00 0.00 0.00 r: TRUSS ANALYSIS -3TON CRANE- KENWORTH MEMBER END FORCES STRUCTURE TYPE . PLANE -- PAGE NO. 13 ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 22 -13.34 0.01 0.00 0.00 0.00 0.10 17 13.34 -0.01 0.00 0.00 0.00 0.00 3 22 -4.52 0.00 0.00 0.00 0.00 0.02 17 4.52 0.00 0.00 0.00 0.00 0.00 4 22 -6.20 0.00 0.00 0.00 0.00 0.03 17 6.20 0.00 0.00 0.00 0.00 0.00 5 22 -0.02 0.00 0.00 0.00 0.00 0.01 17 0.02 0.00 0.00 0.00 0.00 0.00 6 22 -10.01 0.01 0.00 0.00 0.00 0.07 17 10.01 -0.01 0.00 0.00 0.00 0.00 11 22 -18.80 -0.01 0.00 0.00 0.00 0.10 17 18.82 -0.04 0.00 0.00 0.00 0.00 12 22 -18.80 -0.01 0.00 0.00 0.00 0.10 17 18.82 -0.04 0.00 0.00 0.00 0.00 13 22 -9.98 -0.02 0.00 0.00 0.00 0.02 17 10.00 -0.03 0.00 0.00 0.00 0.00 14 22 -11.66 -0.02 0.00 0.00 0.00 0.03 17 11.68 -0.03 0.00 0.00 0.00 0.00 15 22 -5.48 -0.02 0.00 0.00 0.00 0.01 17 5.50 -0.02 0.00 0.00 0.00 0.00 16 22 -19.99 -0.01 0.00 0.00 0.00 0.10 17 20.01 -0.04 0.00 0.00 0.00 0.00 17 22 -21.66 -0.01 0.00 0.00 0.00 0.10 17 21.68 -0.04 0.00 0.00 0.00 0.00 18 22 -15.49 -0.01 0.00 0.00 0.00 0.08 17 15.51 -0.03 0.00 0.00 0.00 0.00 41 1 6 -7.33 0.03 0.00 0.00 0.00 0.00 18 7.37 0.03 0.00 0.00 0.00 0.00 2 6 -17.11 0.00 0.00 0.00 0.00 0.00 18 17.11 0.00 0.00 0.00 0.00 0.00 3 6 -4.04 0.00 0.00 0.00 0.00 0.00 18 4.04 0.00 0.00 0.00 0.00 0.00 4 6 -5.59 0.00 0.00 0.00 0.00 0.00 18 5.59 0.00 0.00 0.00 0.00 0.00 5 6 -7.41 0.00 0.00 0.00 0.00 0.00 18 7.41 0.00 0.00 0.00 0.00 0.00 6 6 -12.84 0.00 0.00 0.00 0.00 0.00 18 12.84 0.00 0.00 0.00 0.00 0.00 11 6 -24.45 0.03 0.00 0.00 0.00 0.00 18 24.48 0.03 0.00 0.00 0.00 0.00 12 6 -24.45 0.03 0.00 0.00 0.00 0.00 18 24.48 0.03 0.00 0.00 0.00 0.00 13 6 -11.38 0.03 0.00 0.00 0.00 0.00 18 11.41 0.03 0.00 0.00 0.00 0.00 14 6 -12.92 0.03 0.00 0.00 0.00 0.00 18 12.96 0.03 0.00 0.00 0.00 0.00 TRUSS ANALYSIS -3TON CRANE- KENWORTH MEMBER END FORCES STRUCTURE TYPE . PLANE -- PAGE NO. 14 ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 15 6 -14.74 0.03 0.00 0.00 0.00 0.00 18 14.78 0.03 0.00 0.00 0.00 0.00 16 6 -24.21 0.03 0.00 0.00 0.00 0.00 18 24.25 0.03 0.00 0.00 0.00 0.00 17 6 -25.76 0.03 0.00 0.00 0.00 0.00 18 25.80 0.03 0.00 0.00 0.00 0.00 18 6 -27.58 0.03 0.00 0.00 0.00 0.00 18 27.62 0.03 0.00 0.00 0.00 0.00 31' 1 19 -0.70 0.01 -0.01 0.00 0.00 0.00 11 0.71 0.01 -0.01 0.00 0.00 0.00 2 19 -2.74 0.00 0.00 0.00 0.00 0.00 11 2.74 0.00 0.00 0.00 0.00 0.00 3 19 0.10 0.00 0.00 0.00 0.00 0.00 11 -0.10 0.00 0.00 0.00 0.00 0.00 4 19 0.06 0.00 0.00 0.00 0.00 0.00 11 -0.06 0.00 0.00 0.00 0.00 0.00 5 19 0.03 0.00 0.00 0.00 0.00 0.00 11 -0.03 0.00 0.00 0.00 0.00 0.00 6 19 -2.06 0.00 0.00 0.00 0.00 0.00 11 2.06 0.00 0.00 0.00 0.00 0.00 11 19 -3.44 0.01 -0.01 0.00 0.00 0.00 11 3.46 0.01 -0.01 0.00 0.00 0.00 12 19 -3.44 0.01 -0.01 0.00 0.00 0.00 11 3.46 0.01 -0.01 0.00 0.00 0.00 13 19 -0.60 0.01 -0.01 0.00 0.00 0.00 11 0.61 0.01 -0.01 0.00 0.00 0.00 14 19 -0.64 0.01 -0.01 0.00 0.00 0.00 11 0.65 0.01 -0.01 0.00 0.00 0.00 15 19 -0.66 0.01 -0.01 0.00 0.00 0.00 11 0.68 0.01 -0.01 0.00 0.00 0.00 16 19 -2.65 0.01 -0.01 0.00 0.00 0.00 11 2.67 0.01 -0.01 0.00 0.00 0.00 17 19 -2.70 0.01 -0.01 0.00 0.00 0.00 11 2.71 0.01 -0.01 0.00 0.00 0.00 18 19 -2.72 0.01 -0.01 0.00 0.00 0.00 11 2.74 0.01 -0.01 0.00 0.00 0.00 38 1 15 -0.77 0.01 -0.01 0.00 0.00 0.00 22 0.75 0.01 -0.01 0.00 0.00 0.00 2 15 -3.05 0.00 0.00 0.00 0.00 0.00 22 3.05 0.00 0.00 0.00 0.00 0.00 3 15 0.05 0.00 0.00 0.00 0.00 0.00 22 -0.05 0.00 0.00 0.00 0.00 0.00 4 15 0.06 0.00 0.00 0.00 0.00 0.00 22 -0.06 0.00 0.00 0.00 0.00 0.00 5 15 0.01 0.00 0.00 0.00 0.00 0.00 22 -0.01 0.00 0.00 0.00 0.00 0.00 TRUSS ANALYSIS -3TON CRANE- KENWORTH -- PAGE NO. MEMBER END FORCES STRUCTURE TYPE . PLANE ALL UNITS ARE -- XIP FEET 15 MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 15 -2.29 0.00 0.00 0.00 0.00 0.00 22 2.29 0.00 0.00 0.00 0.00 0.00 11 15 -3.82 0.01 -0.01 0.00 0.00 0.00 22 3.80 0.01 -0.01 0.00 0.00 0.00 12 15 -3.82 0.01 -0.01 0.00 0.00 0.00 22 3.80 0.01 -0.01 0.00 0.00 0.00 13 15 -0.72 0.01 -0.01 0.00 0.00 0.00. 22 0.70 0.01 -0.01 0.00 0.00 0.00 14 15 -0.71 0.01 -0.01 0.00 0.00 0.00 22 0.69 0.01 -0.01 0.00 0.00 0.00 15 15 -.0.76 0.01 -0.01 0.00 0.00 0.00 22 0.75 0.01 -0.01 0.00 0.00 0.00 16 15 -3.01 0.01 -0.01 0.00 0.00 0.00 22 2.99 0.01 -0.01 0.00 0.00 0.00 17 15 -2.99 0.01 -0.01 0.00 0.00 0.00 22 2.98 0.01 -0.01 0.00 0.00 0.00 18 15 -3.05 0.01 -0.01 0.00 0.00 0.00 22 3.03 0.01 -0.01 0.00 0.00 0.00 68 1 33 -0.59 0.01 -0.01 0.00 0.00 0.00 38 0.57 0.01 -0.01 0.00 0.00 0.00 2 33 -2.15 0.00 0.00 0.00 0.00 0.00 38 2.15 0.00 0.00 0.00 0.00 0.00 3 33 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 4 33 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 5 33 0.00 0.00 0.00 0.00 0.00 0.00 38 0.00 0.00 0.00 0.00 0.00 0.00 6 33 -1.61 0.00 0.00 0.00 0.00 0.00 38 1.61 0.00 0.00 0.00 0.00 0.00 11 33 -2.73 0.01 -0.01 0.00 0.00 0.00 38 2.71 0.01 -0.01 0.00 0.00 0.00 12 33 -2.73 0.01 -0.01 0.00 0.00 0.00 38 2.71 0.01 -0.01 0.00 0.00 0.00 13 33 -0.59 0.01 -0.01 0.00 0.00 0.00 38 0.57 0.01 -0.01 0.00 0.00 0.00 14 33 -0.59 0.01 -0.01 0.00 0.00 0.00 38 0.57 0.01 -0.01 0.00 0.00 0.00 15 33 -0.59 0.01 -0.01 0.00 0.00 0.00 38 0.57 0.01 -0.01 0.00 0.00 0.00 16 33 -2.19 0.01 -0.01 0.00 0.00 0.00 38 2.18 0.01 -0.01 0.00 0.00 0.00 17 33 -2.19 0.01 -0.01 0.00 0.00 0.00 38 2.18 0.01 -0.01 0.00 0.00 0.00 18 33 -2.19 0.01 -0.01 0.00 0.00 0.00 38 2.18 0.01 -0.01 0.00 0.00 0.00 MEMBER END FORCES STRUCTURE TYPE is PLANE ALL UNITS ARE -- KIP FEET TRUSS ANALYSIS -3TON CRANE- KENWORTH -- PAGE NO 16" MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y ' MOM -Z 73 1 39. -0.57 37 0.59 39 -2.15 37 2.15 39 0.00 37 0.00 39 0.00 37 0.00 39 0.00 37 .0.00 39 -1.61 37 1.61. 11 39 -2.71 37 2.73 12 39 -2.71 37 2.73 13 39 -0.57 37 0.59 14 39 -0.57 37 0.59 15 39 -0.57 37 0.59 16 39 -2.18 37 2.19 17 39 -2.18 37 2.19 18 39 -2.18 37 . 2.19 0.01 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 0.01 END OF LATEST ANALYSIS RESULT 148. PRINT JOINT DISPLACMENTS LIST 4 5 6 -0.01 -0.01 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.01 -0.01 - 0.01 - 0.01 -0.01 - 0.01 -0.01 - 0.01 - 0.01 - 0.01 - 0.01 -0.01 -0.01 -0.01 -0.01 -0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00. 0.00 0.00. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 TRUSS ANALYSIS -3TON CRANE- KENWORTH -- PAGE NO. 17 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE - PLANE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 4 1 - 0.03056 - 0.13083 0.00000 0.00000 0.00000 - 0.00012 2 - 0.11613 - 0.27803 0.00000 0.00000 0.00000 - 0.00036 3 0.00878 - 0.13668 0.00000 0.00000 0.00000 0.00001 4 - 0.00678 - 0.09069 0.00000 0.00000 0.00000 - 0.00031 5 - 0.01645 - 0.04839 0.00000 0.00000 0.00000 0.00094 6 - 0.08718 - 0.20854 0.00000 0.00000 0.00000 - 0.00027 11 - 0.14669 - 0.40886 0.00000 0.00000 0.00000 - 0.00049 12 - 0.14669 - 0.40886 0.00000 0.00000 0.00000 - 0.00049 13 - 0.02179 - 0.26751 0.00000 0.00000 0.00000 - 0.00011 14 - 0.03734 - 0.22152 0.00000 0.00000 0.00000 - 0.00043 15 - 0.04701 - 0.17922 0.00000 0.00000 0.00000 0.00081 16 - 0.10897. - 0.47605 0.00000 0.00000 0.00000 - 0.00039 17 - 0.12452 - 0.43006 0.00000 0.00000 0.00000 - 0.00071 18 - 0.13419 - 0.38776 0.00000 0.00000 0.00000 0.00054 5 1 - 0.02284 - 0.13147 0.00000 0.00000 0.00000 0.00043 2 - 0•.10043 - 0.30398 0.00000 0.00000 0.00000 0.00097 3 0.01806 - 0.09069 0.00000 0.00000 0.00000 0.00045 4 - 0.00139 - 0.11647 0.00000 0.00000 0.00000 0.00040 5 - 0.01363 - 0.06574 0.00000 0.00000 0.00000 - 0.00399 6 - 0.07541 - 0.22802 0.00000 0.00000 0.00000 0.00073 11 - 0.12327 - 0.43545 0.00000 0.00000 0.00000 0.00140 12 - 0.12327 - 0.43545 0.00000 0.00000 0.00000 0.00140 13 - 0.00478 - 0.22216 0.00000 0.00000 0.00000 0.00088 14 - 0.02423 - 0.24794 0.00000 0.00000 0.00000 0.00083 15 - 0.03647 - 0.19721 0.00000 0.00000 0.00000 - 0.00356 16 - 0.08019 - 0.45018 0.00000 0.00000 0.00000 0.00161 17 - 0.09964 - 0.47596 0.00000 0.00000 0.00000 0.00156 18 - 0.11188 - 0.42522 0.00000 0.00000 0.00000 - 0.00283 6 1 - 0.01717 - 0.04870 0.00000 0.00000 0.00000 0.00068 2 - 0.08638 - 0.11241 0.00000 0.00000 0.00000 0.00150 3 0.02056 - 0.02825 0.00000 0.00000 0.00000 0.00041 4 0.00263 - 0.03686 0.00000 0.00000 0.00000 0.00059 5 - 0.00770 - 0.03931 0.00000 0.00000 0.00000 0.00536 6 - 0.06486 - 0.08432 0.00000 0.00000 0.00000 0.00112 11 - 0.10354 - 0.16111 0.00000 0.00000 0.00000 0.00218 12 - 0.10354 - 0.16111 0.00000 0.00000 0.00000 0.00218 13 0.00339 - 0.07694 0.00000 0.00000 0.00000 0.00109 14 - 0.01454 - 0.08556 0.00000 0.00000 0.00000 0.00127 15 - 0.02487 - 0.08801 0.00000 0.00000 0.00000 0.00604 16 - 0.06147 - 0.16127 0.00000 0.00000 0.00000 0.00222 17 - 0.07940 - 0.16988 0.00000 0.00000 0.00000 0.00239 18 - 0.08973 - 0.17233 0.00000 0.00000 0.00000 0.00717 • TRUSS ANALYSIS-37'0N CRANE- KENWORTH - „ „ . - • ' .-************** END OF LATEST. ANALYSIS • • • . • " • • .. • ' ' • " ' • . ' • „ • • . • PRINT SUPFORTREACTION. • • , • • , . • • , : • •• • RES • • • TRUSS ANALYSIS -3TON CRANE - KENWORTH SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE - PLANE JOINT LOAD FORCE -X FORCE - Y FORCE -Z MOM -X MOM -Y MOM Z 31 1 0.21 9.98 0.00 0.00 0.00 0.00 2 0.31 27.03 0.00 0.00 0.00 0.00 3 0.25 2.70 0.00 0.00 0.00 0.00 4 0.22 1.62 0.00 0.00 0.00 0.00 5 0.17 0.90 0.00 0.00 0.00 0.00 6 0.23 20.28 0.00 0.00 0.00 0.00 11 0.52 37.02 0.00 0.00 0.00 0.00 12 0.52 37.02 0.00 0.00 0.00 0.00 13 0.46 12.68 0.00 0.00 0.00 0.00 14 0.43 11.60 0.00 0.00 0.00 0.00 15 0.38 10.88 0.00 0.00 0.00 0.00 16 0.69 32.97 0.00 0.00 0.00 0.00 17 0.66 31.89 0.00 0.00 0.00 0.00 18 0.61 31.17 0.00 0.00 0.00 0.00 32 1 -0.21 5.86 0.00 0.00 0.00 0.00 2 • -0.31 11.77 0.00 0.00 0.00 0.00 3 -0.25 2.70 0.00 0.00 0.00 0.00 4 -0.22 3.78 0.00 0.00 0.00 0.00 5 -0.17 4.50 0.00 0.00 0.00 0.00 6 -0.23 8.83 0.00 0.00 0.00 0.00 11 -0.52 17.63 0.00 0.00 0.00 0.00 12 -0.52 17.63 0.00 0.00 0.00 0.00 13 -0.46 8.56 0.00 0.00 0.00 0.00 14 -0.43 9.64 0.00 0.00 0.00 0.00 15 -0.38 10.36 0.00 0.00 0.00 0.00 16 -0.69 17.38 0.00 0.00 0.00 0.00 17 -0.66 18.46 0.00 0.00 0.00 0.00 18 -0.61 19.18 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT 151. * 152. * 153. LOAD LIST 1 11 TO 18 154. PARAMETER 155. CODE AISC 156. * 32 KSI STEEL, 32 X 144 = 4608 157. FYLD 4608 MEMB 1 TO 74 158. CHECK CODE MEMB 1 TO 74 -- PAGE NO. 19 L TRUSS ANALYSIS -3TON CRANE- KENWORTH -- PAGE NO. 20 STAAD -III CODE CHECKING - (AISC) * * * * * * * * * * * * * * * * * * * * * ** ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ' LOCATION 1 LD L40 405 PASS AISC- H1 -1 0.734 11 44.11 C 0.00 -0.48 6.00 2 LD L40 405 PASS AISC- H1 -1 0.343 11 11.08 C 0.00 -0.48 0.00 3 LD L40 405 PASS AISC- H2 -1 0.374 17 24.11 T 0.00 -0.47 12.00 4 LD L40 405 PASS AISC- H2 -1 0.543 18 21.62 T 0.00 -1.27 12.00 5 ST W6X 15 PASS AISC- H2 -1 0.472 18 19.76 T 0.00 -3.72 12.00 6 LD L40 405 PASS AISC- H1 -3 0.937 18 2.54 C 0.00 -3.72 0.00 7 SD L35 254 PASS AISC- H2 -1 0.420 11 10.66 T 0.00 0.30 6.05 8 ST W4X 13 PASS AISC- Hi -1 0.585 16 26.91 C 0.00 -1.03 6.05 9 ST W4X 13 PASS AISC- H1 -1 0.584 16 26.87 C 0.00 -1.03 0.00 10 SD L35 254 PASS AISC- H1 -1 0.744 16 21.76 C 0.00 0.10 0.00 11 SD L35 254 PASS AISC- H1 -1 0.672 16 21.75 C 0.00 -0.04 0.00 12 SD L40 305 PASS AISC- H1 -1 0.702 17 33.49 C 0.00 -0.23 6.05 13 SD L40 305 PASS AISC- H1 -1 0.702 17 33.49 C 0.00 -0.23 0.00 14 SD L40 305 PASS AISC- H1 -1 0.921 17 38.95 C 0.00 -0,41 6.05 15 SD L40 305 PASS AISC- H1 -1 0.922 17 38.96 C 0.00 -0.41 0.00 16 SD L40 305 PASS AISC- H1 -1 0.459 17 18.87 C 0.00 0.30 0.00 17 ST W12 X40 PASS AISC- H1 -3 0.219 16 24.22 C 0.00 9.61 0.00 18 LD L30 254 PASS AISC- H1 -1 0.600 11 23.74 C 0.00 0.00 0.00 19 LD L25 204 PASS AISC- H1 -1 0.467 11 11.70 C 0.00 0.00 0.00 20 ST L25 204 PASS TENSION 0.304 16 6.21 T 0,00 0.00 8.38 21 LD L25 204 PASS AISC- Hi -1 0.470 11 11.78 C 0.00 0.00 6.78 TRUSS ANALYSIS -3TON CRANE- KENWORTH ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) -- PAGE NO. 21 MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX • MY HZ LOCATION ` 22 LD L25 204 PASS AISC- H1 -1 0.479 17 14.42 C 0.00 0.00 5.18 23 ST W12 X40 PASS AISC- H1 -3 0.185 17 17.89 C 0.00 -9.25 0.00 24 ST L25 204 PASS AISC- H1 -1 0.246 11 3.27 C 0.00 0.00 0.00 25 ST L25 204 PASS AISC- H1 -3 0.005 1 0.07 C 0.00 0.00 0.00 26 ST L25 204 PASS AISC- H1 -3 0.006 1 0.08 C 0.00 0.00 0.00 27 ST L25 204 PASS AISC- H1 -1 0.264 11 3.50 C 0.00 0.00 0.00 28 LD L40 405 PASS TENSION 0.443 11 40.91 T 0.00 0.00 0.00 29 LD L40 305 PASS AISC- H2 -1 0.606 11 37.84 T 0.00 0.54 6.53 30 LD L40 305 PASS AISC- H2 -1 0.568 11 34.73 T 0.00 0.54 0.00 31 ST L25 204 PASS TENSION 0.169 11 3.46 T 0.00 0.00 7.32 32 ST L25 204 PASS TENSION 0.007 1 0.15 T 0.00 0.00 0.00 33 SD L30 254 PASS AISC- H1 -1 0.191 16 4.99 C 0.00 0.01 7.32 34 SD L30 254 PASS AISC- H1 -1 0.187 16 4.90 C 0.00 0.01 0.00 35 LD L25 204 PASS AISC- H2 -1 0.387 17 13.93 T 0.00 0.06 7.32 36 LD L25 204 PASS AISC- H2 -1 0.386 17 13.90 T 0.00 0.06 0.00 37 ST L25 204 PASS TENSION 0.007 1 0.15 T 0.00 0.00 6.53 38 ST L25 204 PASS TENSION 0.187 it 3.82 T 0.00 0.00 0.00 39 LD L25 204 PASS AISC- H2 -1 0.550 17 19.00 T 0.00 0.10 6.53 40 LD L25 204 PASS AISC- H2 -1 0.616 17 21.66 T 0.00 0.10 0.00 41 LD L30 254 PASS TENSION 0.548 18 27.62 T 0.00 0.00 7.43 42 SD L50 356 PASS AISC- H1 -1 0.582 11 43.12 C 0.00 -0.35 6.17 43 SD L50 356 PASS AISC- H1 -1 0.432 11 30.45 C 0.00 -0.35 0.00 44 SD L50 356 PASS AISC- H1 -1 0.251 11 18.17 C 0.00 -0.20 0.00 TRUSS ANALYSIS -3TON CRANE- KENWORTH ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) -- PAGE NO. 22 MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX • MY MZ LOCATION ` 45 SD L50 356 PASS AISC- H1 -3 0.095 it 6.71 C 0.00 0.09 0.00 46 LD L35 255 PASS AISC- H2 -1 0.503 11 29.69 T 0.00 0.20 6.02 47 LD L35 255 PASS AISC- H2 -1 0.328 11 17.70 T 0.00 0.20 0.00 48 LD L35 255 PASS AISC- H2 -1 0.141 11 6.54 T 0.00 0.13 0.00 49 LD L35 255 PASS AISC- H1 -3 0.027 11 0.00 C 0.00 -0.08 0.00 50 ST L30 254 PASS AISC- H1 -1 0.476 11 8.79 C 0.00 0.00 0.00 51 ST L25 204 PASS AISC- H1 -1 0.429 11 6.70 C 0.00 0.00 0.00 52 ST L25 204 PASS AISC- H1 -1 0.266 11 4.65 C 0.00 0.00 0.00 53 LD L25 204 PASS AISC- H1 -3 0.072 11 2.55 C 0.00 0.00 0.00 54 LD L25 204 PASS TENSION 0.337 11 13.77 T 0.00 0.00 6.67 55 ST L35 254 PASS TENSION 0.456 it 12.59 T 0.00 0.00 6.32 56 ST L30 254 PASS TENSION 0.448 11 11.29 T 0.00 0.00 6.10 57 ST L25 204 PASS TENSION 0.324 11 6.60 T 0.00 0.00 4.05 58 ST W12 X40 PASS AISC- H1 -1 0.305 11 36.46 C 0.00 7.23 14.00 59 ST W12 X40 PASS AISC- H1 -3 0.224 17 17.90 C 0.00 -9.25 14.00 60 LD L35 254 PASS AISC- H1 -1 0.162 11 4.61 C 0.00 0.00 0.00 61 ST L30 254 PASS AISC- H1 -1 0.274 11 3.67 C 0.00 0.00 0.00 62 ST L30 254 PASS AISC- H1 -1 0.274 11 3.67 C 0.00 0.00 0.00 63 LD L35 254 PASS AISC- H1 -1 0.162 it 4.61 C 0.00 0.00 0.00 64 LD L25 204 PASS AISC- Hi -3 0.089 11 2.22 C 0.00 0.01 6.05 65 LD L25 204 PASS AISC- H1 -3 0.090 11 2.22 C 0.00 0.01 0.00 66 LD L25 204 PASS AISC- H1 -3 0.090 11 2.22 C 0.00 0.01 6.05 67 LD L25 204 PASS AISC- H1 -3 0.089 11 2.22 C 0.00 0.01 0,00 soc TRUSS ANALYSIS -3TON CRANE- KENWORTH -- PAGE NO. 23 ALL UNITS ARE - KIP FEET (UNLESS OTHERWISE NOTED) MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX • MY MZ LOCATION 68 ST L25 204 PASS TENSION 0.134 11 2.73 T 0.00 0.00 0.00 69 LD L30 254 PASS AISC- H1 -1 0.198 11 5.28 C 0.00 0.04 8.47 70 LD L30 254 PASS AISC- H1 -3 0.096 11 2.24 C 0.00 0.04 0.00 71. LD L30 254 PASS AISC- H1 -3 0.096 11 2.24 C 0.00 0.04 8.47 72 LD L30 254 PASS AISC- H1 -1 0.198 11 5.28 C 0.00 0.04 0.00 73 ST L25 204 PASS TENSION 0.134 11 2.73 T 0.00 0.00 7.42 159. UNIT INCHES KIP 160. FINISH * * * * * * * * * * * * * ** END OF STAAD -III * * ** DATE= JUL 23,1999 TIME= 7:57:26 * * ** * 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 * 0 ENG.001.1.97 ' 4 . 1 I 77 1 1 I I I 1111 1, :11 • 1,.,1••:• : I 11'1! 111111 ,: • I I 1 i ! ! I I 1 1 i .1 : , I , : — • . . . . . . , ! , 1 1 . . • . , . . . 1 : ; ; ! ; I i • . , : . . • • • '--1-- , 14-4 • ; • • . • • ./ . s ii . o : .k .,, f • . • • • • -I _ 0 • , I I . ! I I ■ ■ I . • ; % I . . : 1 I ! , ! tV Al.04 j+6 I rH I . I ! . • i 1 ....— - TfAl-1,;C:i 7. ; 5 . 1 ___L -_■ i • — \Ail' - 7v; 1 \ ty 5 : . • , , : : , • , . „ ... I it, • Ad A C . . • . 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REV. PAGE OF w w Q: 0 0 i 0 M U M * CO 0 0 " 0 i0 6" I- . TRUSS t. TRACK 18" 5' -0" L 10' -3 1/4" 20' -0" (REF.) J 1 1 P4 PROJECT: K y% w � v f -~. S 20' -11" I 11 t TRUSS 5'-10" J STD (2) BOLT CONN. (TYP.) 10' -7 3/4" L L4 x 4 x 1/4 EXIST W12 COL. TYP TITLE: ` ( � ev 13 t9 - ��l k 01 to - O1/2 v t& BY DATE, 4 * DATE 7.L3•h9 TRACK 4" TRUSS - PANEL POINT A. TRUSS - PANEL POINT TRUSS PANEL POINT PROJECT NO. REV. PAGE OF ENG.001.1.97 • *. USER ID: Harris Group, Inc. S T A A D- III Revision 22.3 Proprietary Progra of Research Engineers, Inc. Date= JUL 22, 1999 Ti e= 9:21:56 1. STAAD PLANE TRUSS ANALYSIS- KENWORTH 2. 3. • TRUST2 RICHARDS WILCOX TRACK SUPPORT 4 • 5. INPUT WIDTH 79 6. • 7. • 8. PAGE LENGTH 70 9. ' 10. UNIT FEET KIP 11. JOINT COORDINATES 12. 1 .000 .000 13. 2 6.000 .000 14. 3 18.000 .000 15. 4 30.000 .000 16. 5 42.000 .000 17. 6 54.000 .000 18. 7 60.000 .000 19. 8 .000 4.375 20. 9 6.000 5.175 21. 10 12.000 5.975 22. 11 18.000 6.775 23. 12 24.000 7.575 24. 13 30.000 8.375 25. 14 36.000 7.575 26. 15 42.000 6.775 27. 16 48.000 5.975 28. 17 54.000 5.175 29. 18 60.000 4.375 30. 19 12.000 2.587 31. 20 24.000 4.188 32. 21 36.000 4.188 33. 22 48.000 2.587 34. 23 -6.000 1.455 35. 24 - 12.000 2.909 36. 25 - 18.000 4.364 37. 26 - 22.000 5.330 38. 27 -6.000 4.908 39. 28 - 12.000 5.441 40. 29 - 18.000 '5.975 41. 30 - 22.000 6.330 42. 31 .000 14.000 43. 32 60.000 14.000 44. 33 18.000 17.119 45. 34 24.000 17.919 46. 35 30.000 18.719 47. 36 36.000 17.919 48. 37 42.000 17.119 49. 38 24.000 12.747 50. 39 36.000 12.747 51. MEMBER INCIDENCES 52. 1 1 2 53. 2 2 3 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 .000 ..000 .000 User ID: Harris Group, Inc. PAGE NO, • • • " • • • • • 5 . 3 3 4 - 55. 4 4 5 56. 5 , 5 6 57. 6 6 7 m;''¢ 58. 7 8 9 59. 8 9 10 60 9 10 11 61. 10 11 12 62. 11 12 13 63. 12 13 ' 14 64. 13 14 15 65: 14 . 15 ' 16 66. 15. 16 17 67: 16 ... 17 18 68. 17 1 8 69. 18 2 9 70. 19 '3 11 71. 20 4 13 72. 21 15 5 73. 22 17 6 7 23 7 18 75. 24 19 10 76. 25 20 12 77.. 26. 21 14 78. ' 27 22 16 79. 28 . 8 2 80. 29 ' 9 19 81. 30 . 19 3 82: 31 19 11 83: 32 11 20 84. 33 3 ' 20 85: 34 20 13 86. 35 13 . 21 87, 36 21 5 88. 37 21 15 89. 38 15 22 90. 39 5 22 9 40 22 17 92. 41 6 18 93. 42 1 23 94. 43 23 24 95. 44 24 25 96. ' 45 25 26 97. 46 8 27 98, 47 27 28 99. 48 28 29 100. 49 29 30 101. 50 23 27 102. 51 24 28 103. 52 25 29 104. 53 26 30 105. 54 23 8 106. 55 24 27 107. 56 25 28 108. 57 26 29 109. 58 31 1 110. 59 32 7 111. 60 11 33 112. 61 38 34 113. 62 39 36 114. 63 15 37 115, 64 33 34 116. 65 34 35 117. 66 35 36 118. 67 36 37 119. 68 33 38 120. 69 11 38 121. 70 38 35 TRUSS ANALYSIS- K NORTH User ID: Harris Group, Inc. - - PAGE NO. 3 122. 71 35 39 123. 72 39 15 124. 73 39 37 125. 74 38 39 126. • 127. • 128. MEMBER PROPERTY AMERICAN 129. 1 TO 6 28 TABLE LD L40405 SP .042 130. 7 TO 11 TABLE SD L35254 SP .042 131. 12 TO 16 TABLE SD L40305 SP .042 132. 18 41 69 TO 72 TABLE LD L30254 SP .042 133. 19 21 22 35 36 39 40 53 54 64 TO 67 TABLE LD L25204 SP .042 134. 20 24 TO 27 31 32 37 38 51 52 57 68 73 74 TABLE ST L25204 135. 29 30 TABLE LD L40305 SP .042 136. 33 34 TABLE SD L30254 SP .042 137. 42 TO 45 TABLE SD L50356 SP .042 138. 46 TO 49 TABLE LD L35255 SP .042 139. 50 56 61 62 TABLE ST L30254 140. 55 TABLE ST L35254 141. 17 23 58 59 PRI AX .067 IX .005 IY .002 YD .667 ZD .661 142. 60 63 TABLE LD L35254 SP .003 143. • 144. • 145. UNIT INCHES KIP 146. CONSTANT 147. E 29000. ALL 148. POISSON .3 ALL 149. DENSITY .000283 ALL 150. ALPHA .0000065 ALL 151. • 152. *ADJUST THE ORIENTATION OF ANGLE MEMBERS TO MATCH THE STRUCTURE 153. BETA 180. MEMB 1 TO 6 21 22 29 30 33 TO 36 39 40 42 TO 45 63 154. BETA ANGLE MEMB 20 155. BETA 32.05 MEMB 24 TO 27 31 32 37 38 51 52 57 68 73 74 156. BETA 34.37 MEMB 50 56 61 62 157. BETA 26.84 MEMB 55 158. 159. • 160. SUPPORT 161. 31 32 PINNED 162. • 163. MEMBER RELEASE 164. 1 7 12 29 33 35 39 42 46 64 66 69 71 START MX MY MZ 165. 6 11 16 30 34 36 40 65 67 70 72 END MX MY MZ 166. • 167. MEMBER TRUSS 168. 18 TO 22 24 TO 28 31 32 37 38 41 50 TO 57 60 TO 63 68 73 74 169. * 170. MEMB TENSION 171. 74 172. 173. 174. UNIT FEET KIP 175. LOAD 1 DEAD LOAD - 5 PSF LOAD TO ACCOUNT FOR STEEL, LIGHTS, PIPING 176. SELFWEIGHT Y -1. 177. JOINT LOAD 178. 9 10 16 17 27 28 34 TO 36 FY -.6 179. 11 15 FY -.3 180. 29 30 FY -.5 181. 33 37 FY -.43 182. 183. LOAD 2 ROOF LIVE LOAD - 25 PSF 184. JOINT LOAD 185. 9 10 16 17 27 28 34 TO 36 FY -3. 186. 11 15 FY -1.5 187. 29 FY -2.5 188. 30 FY -2. 189. 33 37 FY -2.15 TRUSS ANALYSIS- Kr VORTH 190. • 191. LOAD 3 CRANE LOAD - DOUBLE ORIGINAL LOADS TO ACCOUNT FOR INCREASED CRANE 192. "NOTE THAT CRANE LOAD IS NOT CONSIDERED CONCURRENTLY WITH ROOF LIVE LOAD 193. JOINT LOAD 194. 2 3 4 5 6 FY -2.0 195. 196. " 197. LOAD 4 TRACK LOAD 198. • 199. MEMB LOAD 200. 5 CON GY -2.46 9.33 201. JOINT LOAD 202. 5 FY -2.36 203. 4 FY -2.11 204. 205. LOAD 6 0.75 SNOW LOAD (0.75X25 =18.75 206. JOINT LOAD 207. 9 10 16 17 27 28 34 TO 36 FY -2.25 208. 11 15 FY -1.13 209. 29 FY -1.88 210. 30 FY -1.5 211. 33 37 FY -1.61 212. 213. LOAD 7 TRACK LOAD PANEL PTS 214. JOINT LOAD 215. 4 FY -2.11 216. 5 FY -2.36 217. 6 FY -2.46 218. 219. LOAD COMB 10 DL + ROOF LL 220. • 221. 1 1. 2 1. 222. 223. LOAD COMB 11 DL + CRANE LL 224. 1 1. 3 1. 225. 226. LOAD COMB 12 D + L + TRACK 227. 1 1 0 6 1.0 4 1.0 228. 229. LOAD COMB 13 230. 1 1.0 6 1.0 7 1.0 231. • 232. • DRAW MEMB SUPP 233. " DRAW LOAD 1 234. • DRAW LOAD 2 235. • DRAW LOAD 3 236. " PRINT MEMBER INFORMATION LIST 74 237. PERFORM ANALYSIS Process Process Process Calcula Process Process Process Calcula ng Element Stiffness Matrix. ng Global Stiffness Matrix. ng Triangular Factorization. ing Joint Displacements. ng Element Stiffness Matrix. ng Global Stiffness Matrix. ng Triangular Factorization. Ing Joint Displacements. P R O B L E M S T A T I S T I C S User ID: Harris Group, Inc. -- PAGE NO. 4 NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 39/ 74/ 2 ORIGINAL /FINAL BAND -WIDTH = 30/ 7 TOTAL PRIMARY LOAD CASES = 6, TOTAL DEGREES OF FREEDOM = SIZE OF STIFFNESS MATRIX = 2712 DOUBLE PREC. WORDS REQRD /AVAIL. DISK SPACE = 12.14/ 284.3 MB, EXMEM = 1960.0 MB 9:21:57 9:21:57 9:21:57 9 :21:58 9:21:58 9:21:58 9:21:58 9:21:58 113 TRUSS .i ANALYSIS K? VORTH Calculating Member Force .1! TRUSS ANALYSIS- K `IORTH MEMBER END FORCES STRUCTURE TYPE = PLANE User ID: Harris Group, Inc. -- PAGE NO. 6 ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 7 1 8 -2.19 .02 .00 .00 .00 .00 9 2.20 .04 .00 .00 .00 -.08 2 8 -9.46 .02 .00 .00 .00 .00 9 9.46 .02 .00 .00 .00 -.13 3 8 4.73 .00 .00 .00 .00 .00 9 -4.73 .00 .00 .00 .00 -.02 4 8 1.65 .00 .00 .00 .00 .00 9 -1.65 .00 .00 .00 .00 -.02 6 8 -7.11 .02 .00 .00 .00 .00 9 7.11 .02 .00 .00 .00 -.10 7 8 1.58 .00 .00 .00 .00 .00 9 -1.58 .00 .00 .00 .00 -.01 10 8 11.65 .00 .00 .00 .00 .00 9 11.65 .06 .00 .00 .00 -.21 11 8 2.55 .01 .00 .00 .00 .00 9 -2.54 .04 .00 .00 .00 -.09 12 8 -7.64 .00 .00 .00 .00 .00 9 7.65 .06 .00 .00 .00 -.19 13 8 -7.71 .00 .00 .00 .00 .00 9 7.72 .06 .00 .00 .00 -.19 8 1 9 5.81 .05 .00 .00 .00 .08 10 -5.80 .01 .00 .00 .00 .02 2 9 16.64 .05 .00 .00 .00 .13 10 -16.64 -.05 .00 .00 .00 .16 3 9 8.91 .01 .00 .00 .00 .02 10 -8.91 -.01 .00 .00 .00 .04 4 9 5.02 .01 .00 .00 .00 .02 10 -5.02 -.01 .00 .00 .00 .03 6 9 12.48 .04 .00 .00 .00 .10 10 -12.48 -.04 .00 .00 .00 .12 7 9 4.76 .01 .00 .00 .00 .01 10 -4.76 -.01 .00 .00 .00 .03 10 9 22.45 .09 .00 .00 .00 .21 10 -22.45 -.04 .00 .00 .00 .19 11 9 14.72 .06 .00 .00 .00 .09 10 -14.71 .00 .00 .00 .00 .07 12 9 23.31 .09 .00 .00 .00 .19 10 -23.30 -.03 .00 .00 .00 .17 13 9 23.05 .09 .00 .00 .00 .19 10 -23.04 -.03 .00 .00 .00 .17 9 1 10 5.81 .02 .00 .00 .00 -.02 11 -5.80 .04 .00 .00 .00 -.04 2 10 16.63 -.03 .00 .00 .00 -.16 11 -16.63 .03 .00 .00 .00 -.04 3 10 8.90 -.01 .00 .00 .00 -.04 11 -8.90 .01 .00 .00 .00 -.02 4 10 5.02 -.01 .00 .00 .00 -.03 11 -5.02 .01 .00 .00 .00 -.01 6 10 12.47 -.02 .00 .00 .00 -.12 11 -12.47 .02 .00 .00 .00 -.03 7 10 4.76 -.01 .00 .00 .00 -.03 11 -4.76 .01 .00 .00 .00 -.01 10 10 22.44 -.01 .00 .00 .00 -.19 11 -22.43 .07 .00 .00 .00 -.08 WPO ALL UNITS ARE -- KIP FEET .�J User ID: Hams Group, Inca TRUSS ANALYSIS- K •YORTH - PAGE NO. MEMBER END FORCES STRUCTURE TYPE = PLANE MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION .MOM -Y MOM -Z 11 10 14.71 .01 .00 00 .00 -.07 11 -14.70 .05 .00 00 .00. -.06 12 10 23.30 -.01 .00 00 .00 -.17 11 -23.29 .07 .00 00 .00 -.08 13 10 23.03 -.01 .00 00 .00 -.17 11 - 23.03 .07 .00 00 .00 -.08 10 1 11 4.55 12 -4.54 11 11.12 12 -11.12 11' 8.95 12 -8.95 11' 5.05 12 - 5.05 11 8.33 12 -8.33 11 4.79 12 -4.79 10 11 15.67 12 -15.66 11 11 13.50 12 -13.49 12 11 17.93 12 -17.93 13 11 17.67 12 -17.66 END OF LATEST ANALYSIS RESULT 239. PRINT JOINT DISPLACEMENTS LIST 5 6 .03 .00 .00 .00 .04 .03 .00 .00 .00 -.02 .01 .00 .00 .00 .04 -.01 .00 .00 .00 .04 .01 .00 .00 .00 .02 -.01 .00 .00 .00 .03 .00 .00 .00 .00 .01 .00 .00 .00 .00 .01 .01 .00 .00 .00 .03 -.01 .00 .00 .00 .03 .00 .00 .00 .00 .01 .00 .00 .00 .00 .01 .05 .00 .00 .00 .08 .01 .00 .00 .00 .02 .04 .00 .00 .00 .06 .02 .00 .00 .00 .02 .05 .00 .00 .00 .08 .01 .00 .00 .00 .03 .05 .00 .00 .00 .08 .01 .00 .00 .00 .02 TRUSS ANALYSIS- VORTH JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE X -ROTAN Y -ROTAN Z -ROTAN JOINT LOAD X -TRANS Y -TRANS Z -TRANS 5 1 - .02432 - .10470 2 - .09638 - .31031 3 .02070 - .12553 4 .00037 - .11356 6 - .07237 - .23277 7 .00091 - .10429 10 - .12070 - .41501 11 - .00362 - .23023 12 - .09632 - .45103 13 - .09578 - .44177 6. 1 - .02031 - .03829 2 - .08365 - .11450 3 .02512 - .04766 4 .00552 - .04628 6 - .06282 - .08589 7 .00572 - .04331 10 - .10395 - .15278 11 .00482 - .08595 12 -.07761 - .17045 13 - .07740 - .16748 240. ' 241. PRINT SUPPORT REACTIONS .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 END OF LATEST ANALYSIS RESULT .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 User ID: Harris Group, Inc. - PAGE NO. .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00000 .00019 .00056 .00035 - .00195 .00042 .00023 .00074. .00053 - .00135 .00084 .00064 .00160 .00063 .00423 .00120 .00054 .00223 .00126 .00607 .00238 '" • • " • •„ • • „ ' • • .TRUSS ANALYSIS- Kr:VORTH • SUPPORT REACTIONS -UNIT KIP FEET .STRUCTURE TYPE = PLANE 242. 243. • 244. PARAMETER 245. CODE AISC 246. UNIT INCHES KIP 247. FYLD 32. MEMB 1 TO 74 248. WSTR 12.8 MEMB 1 TO 74 249. CHECK CODE MEMB 1 TO 74 END OF LATEST ANALYSIS RESULT • User ID: Harris Group, Inc. - PAGE NO. ...?!.,) JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y , MOM Z 31 1 .16 9.02 .00 .00 .00 .00 2 . .36 27.03 .00 .00 .00 .00 • 3 .41 5.00 .00 .00 .00 .00 4 .30 2.12 .00 .00 .00 .00 6 .27 20.28 .00 .00 .00 .00 7 .28 2.01 .00 .00 .00 .00 • 10 .52 36.05 .00 .00 .00 .00 11 .56 14.02 .00 .00 .00 .00 12 .73 31.42 .00 .00 .00 .00 13 .71 31.31 .00 .00 '.00 .00 32 1 -.16 4.53 .00 .00 .00 .00 2,, -.36 11.77 .00 .00 .00 .00 3. -.41 5.00 .00 .00 .00 .00 -.30 4.81 .00 .00 .00 .00 .6 -.27 8.83 .00 .00 .00 .00 7 -.28 4.92 .00 .00 .00 .00 10 -.52 16.30 .00 .00 .00 .00 11 • -.56 9.53 .00 .00 .00 .00 12 -.73 18.17 .00 .00 .00 .00 13 • -.71 18.28 .00 .00 .00 .00 TRUSS ANALYSIS- K "• ' /ORTH MEMBER TABLE RESULT/ FX STAAD -III CODE CHECKING - (AISC) ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) CRITICAL COND/ MY RATIO/ MZ User ID: Harris Group, Inc. -- PAGE NO. 10 LOADING/ LOCATION 1 LD L40 405 PASS AISC- H1 -1 .736 10 44.12 C .00 -5.68 72.00 2 LD L40 405 PASS AISC- H1 -1 .365 10 12.06 C .00 -5.68 .00 3 LD L40 405 PASS AISC- H2 -1 .329 13 23.19 T .00 -3.84 144.00 4 LD L40 405 PASS AISC- H2 -1 .427 12 23.50 T .00 -8.54 144.00 5 LD L40 405 PASS AISC- H2 -1 .908 12 18.13 T .00 -35.23 144.00 6 LD L40 405 PASS AISC- H1 -3 .754 12 3.07 C .00 -35.23 .00 7 SD L35 254 PASS AISC- H2 -1 .369 10 11.65 T .00 2.49 72.64 8 SD L35 254 PASS AISC- H1 -1 .930 12 23.31 C .00 2.28 .00 9 SD L35 254 PASS AISC- H1 -1 .905 12 23.30 C .00 -2.07 .00 10 SD L35 254 PASS AISC- H1 -1 .600 12 17.93 C .00 .96 .00 11 SD L35 254 PASS AISC- H1 -1 .539 12 17.93 C 00 -.30 .00 12 SD L40 305 PASS AISC- H1 -1 .629 12 30.58 C 00 -2.32 72.64 13 SD L40 305 PASS AISC- H1 -1 .629 12 30.58 C 00 -2.32 .00 14 SD L40 305 PASS AISC- H1 -1 .834 12 36.05 C 00 -4.39 72.64 15 SD L40 305 PASS AISC- H1 -1 .834 12 36.06 C .00 -4.39 .00 16 SD L40 305 PASS AISC- H1 -1 .442 12 19.02 C 00 3.05 .00 17 PRI SMAT PASS AISC- H1 -3 .206 12 22.77 C .00 122.64 .00 18 LD L30 254 PASS COMPRESSION .581 10 23.03 C .00 .00 .00 19 LD L25 204 PASS COMPRESSION .466 10 11.68 C .00 .00 .00 20 ST L25 204 PASS TENSION .117 13 2.39 T .00 .00 .00 21 LD L25 204 PASS COMPRESSION .468 10 11.74 C .00 .00 .00 22 LD L25 204 PASS COMPRESSION .436 10 13.12 C .00 .00 .00 23 PRI SMAT PASS AISC- H1 -3 .179 12 18.15 C .00 - 122.64 .00 24 ST L25 204 PASS COMPRESSION .268 10 3.56 C .00 .00 .0'0 25 ST L25 204 PASS COMPRESSION .005 1 .07 C .00 .00 .00 26 ST L25 204 PASS COMPRESSION .007 1 .09 C .00 .00 .00 27 ST L25 204 PASS COMPRESSION .264 10 3.51 C .00 .00 .00 TRUSS ANALYSIS- Kr VORTH ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) 4MEMBER TABLE RESULT/ CRITICAL COND/ RATIO/ LOADING/ FX MY MZ LOCATION 28 LD L40 405 29 LD L40 305 30 LD L40 305 31 ST L25 204 32 ST L25 204 33 SD L30 254 34 SD L30 254 35 LD L25 204 36 LD L25 204 37 ST L25 204 38 39 ST LD == L25 204 L25 204 40 LD L25 204 41 LD L30 254 42 SD L50 356 43 SD L50 356 44 SD L50 356 45 SD L50 356 46 LD L35 255 47 LD L35 255 48 LD L35 255 49 LD L35 255 50 ST L30 254 51 ST L25 204 52 ST L25 204 53 LD L25 204 54 LD L25 204 55 ST L35 254 56 ST L30 254 57 ST L25 204 User ID: Harris Group, Inc. - - PAGE NO. 11 PASS TENSION .430 10 39.71 T .00 .00 .00 PASS AISC- H2 -1 .608 10 36.82 T .00 7.12 78.41 PASS AISC- H2 -1 .566 10 33.43 T .00 7.12 .00 FAIL L /R- EXCEEDS 1.037 PASS TENSION .008 1 16 T .00 .00 .00 PASS AISC- H1 -1 .160 12 4.36 C .00 .00 .00 PASS AISC- H1 -1 .156 12 4.23 C .00 .01 .00 PASS AISC- H2 -1 .308 12 11.08 T .00 .53 87.80 PASS AISC- H2 -1 .307 12 11.03 T .00 .53 .00 PASS COMPRESSION .018 2 .08 C .00 .00 00 FAIL L /R- EXCEEDS 1.037 PASS AISC- H2 -1 .460 12 15.69 T .00 1.10 78.41 PASS AISC- H2 -1 .526 12 18.38 T .00 1.10 .00 1 PASS TENSION .520 2 26.21 T .00 .00 .00 PASS AISC- H1 -1 .581 10 43.12 C .00 -4.17 74.09 PASS AISC- H1 -1 .431 10 30.45 C .00 -4.17 .00 PASS AISC- H1 -1 .251 10 18.17 C .00 -2.41 .00 1 PASS AISC- H1 -3 .096 10 6.71 C .00 1.14 .00 PASS AISC- H2 -1 .503 10 29.69 T .00 2.46 72.28 PASS AISC- H2 -1 .328 10 17.70 T .00 2.46 .00 PASS AISC- H2 -1 .141 10 6.54 T .00 1.61 00 PASS AISC- H2 -1 .029 2 .00 T .00 -1.04 .00 PASS COMPRESSION .476 10 8.79 C .00 .00 .00 PASS COMPRESSION .429 10 6.70 C .00 .00 .00 PASS COMPRESSION .266 10 4.65 C .00 .00 .00 PASS COMPRESSION .073 10 2.55 C .00 .00 .00 PASS TENSION .337 10 13.74 T .00 .00 .011 PASS TENSION .456 10 12.58 T .00 .00 .00 PASS TENSION .448 10 11.29 T .00 .00 .00 PASS TENSION .323 10 6.60 T .00 .00 .00 • TRUSS ANALYSIS- ALL UNITS ARE - KIP INCH (UNLESS OTHERWISE NOTED) ° MEMBER TABLE __ 250. FINISH r: ` /ORTH RESULT/ FX CRITICAL COND/ MY 58 PRI SMAT PASS AISC- H1 -1 .310 10 35.60 C .00 87.11 168.00 59 PRI SMAT PASS AISC- H1 -3 .207 12 17.71 C .00 - 122.64 168.00 60 LD L35 254 PASS COMPRESSION .191 10 4.61 C .00 .00 .00 61 ST L30 254 PASS COMPRESSION .274 10 3.67 C .00 .00 .00 62 ST L30 254 PASS COMPRESSION .274 10 3.67 C .00 .00 .00 63 LD L35 254 PASS COMPRESSION .191 10 4.61 C .00 .00 .00 1 64 LD L25 204 PASS AISC- H1 -3 .089 10 2.22 C .00 .13 72.64 65 LD L25 204 PASS AISC- H1 -3 .090 10 2.22 C .00 .13 .00 66 LD L25 204 PASS AISC- H1 3 .090 10 2.22 C .00 .13 72.64 67 LD L25 204 PASS AISC- H1 3 .089 10 2.22 C .00 .13 .00 68 ST L25 204 PASS TENSION .134 10 2.73 T .00 .00 .00 69 LD L30 254 PASS AISC- H1 -1 .198 10 5.28 C .00 .45 101.59 70 LD L30 254 PASS AISC- H1 -3 .096 10 2.24 C .00 .45 .00 71 LD L30 254 PASS AISC- H1 -3 .096 10 2.24 C .00 .45 101.59 72 LD L30 254 PASS AISC- H1 -1 .198 10 5.28 C .00 .45 .00 73 ST L25 204 PASS TENSION .133 10 2.71 T .00 .00 .00 END OF STAAD -III RATIO/ MZ "'" DATE= JUL 22,1999 TIME= 9:21:59 " 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. 12 LOADING/ LOCATION " STRUCTURE DATA TYPE = PLANE NJ = 39 NM = 74 NE = 0 N5 = 0 NRJ= 2 NL = 10 XMAX= 994.0 YMAX= 392.6 ZMAX= .0 LN_ 12 MN /ELEM SELF.W,EIGHT...Y. -1.•0 'Ira/ All1111L ■ibvii- opt■ 7 • J= 39.M =74 UNIT INC KIP 5 T A A 0 P 0 5 T P L 0. TITLE: TRUSS ANALYSIS -. KENWORTH YLD 32.00 04 Ei E4 G4 04 Ex4 12.18 FCZ 18.93 19.20 FCY 18.93 18.93 OFT 19.20 12.80 • STAAD POST-QUERY (REV: 22.3) Query:STEEL DESIGN PER AISC-89 , MEMBER # Title :TRUSS ANALYSIS- KENWORTH Date: JUL 22, 1999 8 9 Member # 9 X SD L35254 L= .17 - High Value 23.05 ocation ' .00 Loadingi_ _13 10 6.05 Ft 8 Critical Low Abs Max Beta= DESIGN SUMMARY- KIP,INCH Result Condition Ratio FX MY MZ Load Location Max Forces Based On 1/12th Section - FT ,KIP Axial Shear Y .09 .00 13 Shear Z .00 .00 13 STRESSES (KIP, INCH) PASS AISC- H1-1 . 930 23.309C .000 2.282 12 . 000 oment Y1Ioment Z .00 I .19 .00 .00 13J 13 YLD 32.00 Ny+p5 W G4 P4 12.18 FCZ 18.93 19.20 FCY 18.93 18.93 OFT 19.20 12.80 t . S T A A D POST-QUERY (REV: 22.3) Query:STEEL DESIGN PER AISC-89 , MEMBER # Title:TRUSS ANALYSIS- KENWORTH Date: JUL 22; 1999 2.06 2.06 SD L35254 Member # 9 10 11 L= 72.64 It Beta= High Low Abs Value 23.03 Location .00 'Loading 13 Max 9 STRESSES (KIP, INCH) DESIGN SUMMARY- KIP,INCH Result Condition Ratio FX MY MZ Load Location PASS AISC- H1-1 .905 23.295C .000 -2.075 12 .000 1 Max Forces Based On 1/12th Section - INC,KIP . 1 Axial Shear Y Shear Zivloment Y koment Z1 -.01 .00 .00 -2.061 .00 .00 .00 1 .00 13 13 13 2 13. , .:F.7..•.. , ? ) .....:.: 2.28 2.07 High Loc Lo Member # 8 10 SD L35254 L= 72.6T It Beta= Low Abs Max YLD FCZ FCY 0 FT Result Critical Condition Ratio FX MY MZ Load Location 32.00 18.93 18.93 19.20 STAAD POST-QUERY (REV: 22.3) Query:STEEL DESIGN PER AISC-89 , MEMBER # Title:TRUSS ANALYSIS- KENWORTH Date: JUL 22, 1999 8 STRESSES (KIP, INCH) FA FTZ FTY FV 12.18 19.20 18.93 12.80 DESIGN SUMMARY- KIP, INCH PASS AISC- H1-1 .930 23.309C .000 2.282 12 .000 Max Forces Based On 1/12th Section - INC,KIP Axial Shear Y Shear Z Moment Y Moment Z] Value 23.31 .09 .00 .00 2.28 ation .00 .00 .00 .00 .00 adingj 12 12 12 12 12 , .:F.7..•.. , ? ) .....:.: 2.28 2.07 High Loc Lo Member # 8 10 SD L35254 L= 72.6T It Beta= Low Abs Max YLD FCZ FCY 0 FT Result Critical Condition Ratio FX MY MZ Load Location 32.00 18.93 18.93 19.20 STAAD POST-QUERY (REV: 22.3) Query:STEEL DESIGN PER AISC-89 , MEMBER # Title:TRUSS ANALYSIS- KENWORTH Date: JUL 22, 1999 8 STRESSES (KIP, INCH) FA FTZ FTY FV 12.18 19.20 18.93 12.80 DESIGN SUMMARY- KIP, INCH PASS AISC- H1-1 .930 23.309C .000 2.282 12 .000 Max Forces Based On 1/12th Section - INC,KIP YLD 32.00 4 N > � WHHw W 12.18 FCZ 18.93 19.20 FCY 18.93 18.93 OFT 19.20 12.80 . ., 2.07 2.07 STAAD POST-QUERY (REV: 22.3) Query:STEEL DESIGN PER AISC-89 , MEMBER # 9 Title :TRUSS ANALYSIS- KENWORTH Date: JUL 22, 1999 .00 Value 23.30 Location Loadin 12 L Critical High Low Abs Max Axial Shear Y .01 00 12 Result Condition Ratio FX MY MZ Load Location STRESSES (KIP, INCH) DESIGN SUMMARY- KIP, INCH PASS AISC- H1-1 . 905 23.295C . 000 -2.075 12 . 000 Max Forces Based On 1/12th Section INC,K P - Shear Zj4oment Y Moment Z .00 .00 -2.07 .00 .00 .00 12 I 12 12 ..: a: N.• rfrrx '.:u DEPARTMENTS: Building Division C Alva g-6141 Public Works Complete ' 3K Comments: PLAN REVI r�Z Fire Prevention FT Structural DETERMINATION OF COMPLETENESS: (Tues., Thurs.) Incomplete n n REVIEWER'S INITIALS: CORRECTION DETERMINATION: Approved Approved with Conditions \PRROUTLDOC 5/99 /ROUTING SLIP Planning Division ACTIVITY NUMBER D99 -0261 DATE 7 -23 -99 PROJECT NAME: KENWORTH TRUCK COMPANY X. Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter Revision # After Permit Is Issued N n Permit Coordinator DUE DATE: 7 -27 -99 Not Applicable TUES /THURS ROUTING: Please Route Structural Review Required C No further Review Required ri DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE 8-24-99 Approved ri Approved with Conditions El Not Approved (attach comments) REVIEWER'S INITIALS: DATE: DUE DATE Not Approved (attach comments) ri REVIEWER'S INITIALS: • DATE: I'h:t 11n.11111 t1N71 FAX NO. UcI:I ?;112'1'itiENT Or LABOR AND 1ND&)RIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST. # EXP, DATE CCO1 SUNINI *011LS 06/10/2000 FE EF CTIVE DATE 06/10/1999 UN S INNOVATIONS INC BOX OX 430 MILTON ON WA 98354 • I'41:1•011 (10.1 IN.471 - i :.��r•� �r�w+�.ernr. i. r..:��. ^, REGISTERED AS PROVIDED BY LAW AS 1 CONST CONT GENERAL REGIST, # EXP. DATE CCO1 SUNINI *011LS 06/10/2000 EFFECTIVE DATE 06/10/1999 SUN INNOVATIONS INC PO BOX 430 MILTON WA 98354 iisued by UEPARTMkt'T t,) LABOR AND LNDUSTRIES P. 02 Please Remove And Sian Identification Card Before Placing, In Billfold DRAWING INDEX DRAWING NO. DRAWING TITLE REV DATE GENERAL 10559 —G1 COVER SHEET AND DRAWING INDEX C C 7/23/99 STRUCTURAL 10559 -51 GENERAL NOTES B 6/28/99 10559 -62 AREA 1 — PLAN & SECTIONS SHEET I OF 2 B 6/28/99 10559 —S3 AREA 1 — SECTIONS & DETAILS SHEET 2 OF 2 B 6/28/99 10559 —S4 AREA 2 — PLAN, SECTIONS & DETAILS SHEET 1 OF 2 9 6/28/99 10559 -55 AREA 2 — SECTIONS & DETAILS MEET 2 Of 2 A 6/28/99 7/23/991 10559 —S7 AREA 11 — SLEEPER BUILD CRANE — PLAN A 10559 —S8 AREA 11 — CRANE TRACK SECTIONS & DETAILS A 7/23/99 10559 -59 AREA 12 — TRACK CONVEYOR PLAN, SECT'S & DETAILS A 7/23/99 10559 —SID AREA 12— TRACK CONVEYOR SECTIONS & DETAILS A 7/23/99 10559 —S11 AREA 13 — WELDING BOOTHS PLAN, SECT'S & DETAILS B 7/23/99 A A ESTIMATED CONSTRUCTION COST: AREA 1: $1200 RECEIVED 400 CITY OF TUKWILA NOT REQ'D. FLOOR MOUNTED PARTITIONS) PFFIMI1' CENTER err$ 1 . RFA 11.3 Lis AREA 12: 3 33,500 ARFA 13: PERMIT PROJECT SITE SW y ' 08th 4,\ SW 116th (n I SW 128th SW 152nd Glendale Wy S VICINITY MAP roharn St S 144t St Bangor S SCALE: NONE REVI81ON8 KEY PLAN £i 1 8 i.e'_J — AREA 12 AREAS 11 & 13 REV DATE BY APP•D DESCRIPTION DHJ DHJ BY RML RML APP'D ISSUED FOR PERMIT — AREAS 11 & 12 ED FOR BID — AREA 13 ISSUED FOR PERMIT — AREAS 1 & 2 PRELIMINARY PRELIMINARY ISSUE KENWORTH TRUCK COMPANY 8801 EAST MARGINAL WAY SOUTH TUKWILA, WA 98108 Te l ( ?06) 626 -4862 Fax (206) 767 -8577 SW ®L'J 60 SCALE N 4 I1. S'" CODE SUMMARY BUILDING CODE - - --- 1997 UNIFORM BUILDING CODE OCCUPANCY GROUP F -1 CONSTRUCTION TYPE — — III FLOOR AREA — — 197650 SF BUILDING HEIGHT 18 FEET STORIES ONE • ACCESSIBILITY REQUIREMENTS — NOT AFFECTED FIRE PROTECTION SPRINKLERS INTERIOR WALLS NONE • STRUCTURAL FRAME — — STEEL FLOORS — — SLAB ON GRADE • INDEPENDENT 2— STORY STRUCTURES (OFFICES AND REST ROOMS) ARE LOCATED WITHIN BUILDING FOOT PRINT. THESE STRUCTURES ARE UNAFFECTED BY THIS WORK. SCOPE OF WORK: AREA 1: ADO ANOTHER TAD TON CRANE TO COSTING RAIL AND TWO TON CRAM SYSTEM AND EXTEND COSTING RAILS TO COLUMN LINE 5. AREA 7: MODFY 1}E EXISTING TWO —TON BRIDGE CRANE AND RATS TO ACCOMMODATE TWO ADDITIONAL CRANES THE DIMING TWO TON BRIDGE RILL SPAN TWO 24' BAYS AND TRAVEL 40' EAST — WEST. THE NEW TWO —TON AND THREE TON BRIDGE CRAMS WLL SPAN OILT TIE SOUTHERNMOST 24' BAY, BUT WILL TRAVET. 80' EAST — WEST. EXTEND EXS1ING 2000 lb BRIDGE CRAM SYSIFAI NORTH APPRO)OMAIELY 40 FEET. USE COSTING MATERIALS OF SAME RZE AND TIDE ON HAND FOR RAILS. FABRICATE NEW HANGER ASSEMBLES AS REQUIRED FOR ATTACHMENT TO ROOF TRUSS BOTTOM CHORD. AREA 12: INSTALL SUPPORT FRAME AND 110419TD50 CONLIMR RAO( SI` ATTACH S"PT FRAME TO EXISTING ROOF TRUSSES, HANG CONVEYER FROM SUPPORT FRAME AREA 13: FABRICATE AND INSTALL 3 NEW FLOOR MOUNTED %EWING BOOTHS. BOOTHS TO HAVE STEEL PLATE WALLS, 100 II JIB CRANES, SUPPORT FOR COSTING VENTILATION EQUIPMENT AND SUPPORT FRAMES FOR WELD CURTAINS DRAWING NUMBER COVER SHEET AND DRAWING INDEX 0559 —G Harris Group Inc. T1 TRUCK COMPANY I KENWORIn IRUII COMPANY MANUFACTURING ENGINEERING SUPPORT IREV«I DRAWING N0. HIGH POINT & EXIST. TRUSS A SB TITLE _, (REF.) DUST. L 3 1/2 x 3 1/2 MST. L 3 1/2 x 3 1/2 C$D BRIDGE BRIDGE STOP STOP J 0 W REVISIONS !REV DATE BY APP'D CRANE TRACK PLAN 1/B -1 -O' DESCRIPTION 20' -0' (REF.) EXIST. L 3 1/2 x 3 1/2 EXIST. L31 /2x31/2 REV DATE BRIDGE STOP BY —1 0 I APP'D w rn REVISIONS ss TRUSS - PANEL PT. TRUSS PANEL PT. DESCRIPTION A DHJ REV DATE BY APP'D SECTION SCALE: NOT TO SCALE SSUED FOR PERMIT PRELIMINARY ISSUE TRUSS CHORD EXIST JL3 1/2 x 3 1/2 STAGGER TO MIN WARPING OF EXIST TRUSS It SCALE: AS NOTED DRAWN BY DHJ DWG CRUD BY ENGINEER BY RML 7 ENG CHK'D BY APPROVED SAW 07 -13 -99 PROJECT 99 -10559 NOTES v 1. PLANT MAINTENANCE WILL PROVIDE ALL CRANE PAIL FROM SUPPLY ON HAND. 2. USE NEW A325 BOLTS AND NUTS FOR ALL CLAMPS TO EXISTING TRUSSES. EXISTING CLAMP PLATES MAY BE RELOCATED AND REUSED. 3. SAUCE RAILS AT RAIL MANUFACTURER'S ORIGINAL JOINTS ONLY, USING NEW SAE GRADE 8 UNC BOLTS WITH UPSET THREAD LOCKNUTS AND HARDENED WASHERS. 4. BOTTOM FLANGE OF CRANE RAIL TO BE BOLTED WHEN WEB WITH FABRICATED BULB AT BOTTOM IS PROVIDED. AND WELDED (PER DETAIL 1 ON 58) WHEN FLAT PLATE WEB IS PROVIDED. DRAWING NUMBER RECEIVED CITY OF TUKWILA PERMIT CENTER KENWORTH TRUCK COMPANY MANUFACTURING ENGINEERING ;;UPPOR T AREA 11 SLEEPER BUILD CRANE — PLAN 10559 —S7 Harris Group Inc. JL 4x4 TRUSS BOTTOM CHORD DRAWING NO. 3/16 TYP 3/1 Tj'j CRANE STOP RELOCATED CRANE RAIL 8' 5/8 "B TIRE z ■- WT3 1 1/4° EXIST, JL 4x4 TRUSS BOTTOM CHORD Q 3/4 x 12 x 1' -0' 1/4' SPACER Ft 3/4 x 1' -D' - 5/8' SPACER Ft 3 1 /2' x 1' -0 Q 3/4 x 12 x 1' -0' 1/4 3 -12 /ONLY O MT { N O 1/4 3 -12 \NOTOT ES ON N S7) � 5 SPA 0 6' - 0 ° - 30' - 0 ° (REF) 4 3/4' 4 3/4' crCT1 N SCALE 3/4' =1' -0' REVISIONS DESCRIPTION 1 1/4' WT3 11/16'0 HOLES FOR 5/8 - 0 A325 BOLTS w/ HARDENED WASHERS 3 1/2 BOTH SIDES & DBL NUTS FlELD DRILL 11/16 HOLES FOR 5/8 °0 A325 BOLTS w/ (3) HARDENED WASHERS & 3 NUTS AS SHOWN RELOCATED CRANE RAIL AT GRID LINE SECTION SCALE: 3/16" -0° I C . JL 4x4 TRUSS BOTTOM CHORD REVISIONS EXIST TRUSS REV DATE BY APP'DI DESCRIPTION EXIST -1 1/2 x 7/2 x 1 /4 RELOCATED CRANE RAIL — A REV 5 SPA 0 6' -0 - 30' -0' (REF) EXIST L3 1/2 x 3 1/2 RI 3/4 x 3 x 1' -0" 1/4" SPACER t 3/4" x 0' -3 WELD TO 5/8" SPACER —' 5/8" SPACER Ft 3" x 0 -3 1/2 PRELI I NJ lam_ ISSUED FOR PERMIT 131117,11 =1:1 (NARY ISSUE 4 3/4" 4 3/ /4 4" Y� SECTION SCALE: 3/4 " =1' -0" 1722 ,, /O� NAL. .fain JL 4x4 TRUSS BOTTOM CHORD EXIST \ L3 1/2 x 3 1/2 R 3/4 x 3 x 1' -0" CL 11/16"o HOLES FOR EXIST. COL. — 5/8 "o A325 BOLTS w/ HARDENED WASHERS 3 SIDES BOTH SIDES & DBL NUTS TYR 1/4V RELOCATED CRANE RAIL FIELD DRILL 11/16"O HOLES FOR 5/8 "0 A325 BOLTS w/ (3) HARDENED WASHERS & 3 NUTS AS SHOWN RELOCATED CRANE RAIL SCALE: AS NOTED DRAISN BY DWG CHK'D BY ENGINEER BY ENG CANS BY APPROVED DATE 'PROJECT 99 -10559 07 -09 -99 STANDARD 2 - BOLT CONNECTION KENWORTH TRUCK COMPANY ENGINEERINC SUPPORT 1 AREA 11 SLEEPER BUILD CRANE — SECT'S & DErS DRAWING NUMBER 1 EXPIRES: W15/ 00 RECEIVED CITY OF TUK\ DETAIL SCALE 3/4 " =1' -0" , ERMI `T CE: ( +1 1 Harris Group Inc. 10559 —S8 I R Evfr, t TRUSS t TRACK R -2' -6" DACLGSED TRACK CONVEYOR 0' -3 1/4' 20 ° -O' (REF.) TRACK PLAN DETAIL SCALE: 1/81-0 " MAXIMUM LOAD ON TRACKS 100 Ibs /R R= 2' -6'- 10 ° -7 3/4" t TRUSS EXIST W12 4"7 "--EXIST COL TYP j TRACK REV DATE BY AP 'D t - TRUSS t TRACK • 18" REVISIONS DESCRIPTION 20' -0" (REF.) I0'-3 t /4° 10' -7 3/4' 5' -11/2" 5 -1 3/4" 5' -3 3/4" * 58 (MOD.) A FABRICATE FROM EXISTING REMOVAL 18' -0" (1/4 PLATE) L4 x 4 x 1/4 TRUSS ' P ANEL POINT 20' -11" SUPPORT FRAMING PLAN DETAIL SCALE: 1/8' =1' -0' A '/23/ REV DATE DHJ BY APP'D tt t TRUSS SIM TRACK TRUSS PANEL POINT EXIST W12 COL TYP A. TRUSS PANEL POINT ISSUED FOR PERMIT PRELIMINARY ISSUE DATE PROJE 07 -01 -99 99 -10559 5 PANELS 0 6' -0" - 30' -0" (REF) SECTION SCALE: I /8".1' - 0" 5 SPA ® 6' -0" - 30' -0' (REF) SECTION SCALE: 1/8 YR DRAWN BY DWG CHK'D BY ENGINEER BY ENG CHK'D BY SCALE: AS NOTED MO DAY APPROVED DRAWING NUMBER ENTER EXIST TRUSS EXIS T RUS T S RECEIVED CITY OF TUKWIL4 EXPIRES 0 1 j Harris Group Inc. KENWORTH TRUCK COMPANY H MANUFACTURING ENGINEERING SUPPORT AREA 12 TRACK CONVEYOR PLAN, SECTIONS & DETAILS • 10559 -59 ND. — (1 PLACE ONLY 3/16 $ 1/4 (2) 3/4'0 A325 BOLTS TYPICA= fms CONNECTION nom mt (� SCALE: 3/4 " -1' -0" \ Sg J TITLE TYPICAL BRACE CONNECTION DETAIL SCALE: 3/4 ".1' -0' S9 REVISIONS ( BEAM REINFORCING SECTION SCALE 3/4 " =1' -0" REV DATE it 1 /4 3/16N 2 - 12 SPACER BAR 3/16 V 2 - 12 TACK WELD TO ?JPPER PLATE AFTER ASSEMBLY, TV' BY APP'D EXIST JL4x4 TRUSS CHORD REVISIONS DESCRIPTION 13' 8 TYPICAL (6) PLACES SECTION SCALE: 3/4 ".1 -0 A 7/23/99 DHJ REV DATE ° /8x6x -�' It 1 /4x21 /2x1' -2' C SPACERS 5/8 x 13 x 1' -2" SPACER 0 FLANGE THICKNESS t 5/8 x 5 3/4 x 1' -2' (4) 3/4 "0 THREADED RODS W/DOUBLE NUTS (NOTE 2) BY APF'D ISSUED FOR PERMIT PRELIMINARY ISSUE S8 SECTION SCALE 3/4 " -1' -0" ENGINEER BY EXIST JL4x4 TRUSS CHORD SCALE: AS NOTED DRAWN BY DHJ DWG CHK'D BY ENG CHICO BY APPROVED DATE PROJECT 99 -10559 07 -15 -99 MO 7 RECEIVED CITY OF TUKW LA RASING NUMBER PI AN AT S4 BRACE SECTION SCALE 3/4" -1' -0" 54 BRACE (E) TOP le 5/8 x 6 x 1' -1" BOTTOM CHORD OF EXIST. TRUSS EXPIRES 0 "3 — c 1 KENWORTH TRUCK COMPANY Harris Group Inc. MANUFACTURING ENGINES RIW, SUPPORT AREA 12 TRACK CONVEYOR SECTIONS do ' DETAILS 10559 -510 v z_kA DRAWING NO_ 1/8- e W4 WELDING BOOTH PLAN SECTION SCALE: 3/4- =1' -0° 4 1 1/4" E TOP & BOTTOM EXCEPT AT FLOOR LEVEL 16 "x 16" OPENING 1/8 Q SHELF _J ® TOP OF WALL a 1 LI 1/2 x 1 1/2 x 3/16 UNDER 19' TS4x4x3 /16 i /8 " F.S. 1 T54x4x3 If TS4x4x3/16'" 19 It BRACE UNDER SHELF 19" 4 16 1 -- OPEN TS4x4x3 16 TS4x4x3d6 1/8" C E 5/8" x 10 x o' -10" w/ (4) 5/8" EXPANS. / ANCHOR 4" EMBED It 5/8" x 5 x 0' -5" w/ (1) 5/8" EXPANS. ANCHOR 4" EMBED L 4 x 4 x 1/4 1/8" E 4' -6" 2 3/16 SECTION SCALE: 3/4 " =1` -O" W4 R 5/8" x 10 x 0' -10" w/ (4) 5/8" EXPANS. ANCHOR 4" EMBED 7/23/99 DHJ 7/20/99 DHJ DATE BY APP'D ISSUED FOR BID ISSUED FOR BID PRELIMINARY ISSUE SECTION SCALE: 1/4 N c DATE 07 -15 -99 lGf:FIVFf CITY OF �E M CENTEF 'PROJECT DRAWING NUMBER 99 -10559 1/8" E 19' SECTION SCALE: 1/4 10' -0" 19" TENSION ROD JIB CRANE RE:1S!ONS DRAWN BY DWG CHWD BY ENGINEER BY ENG CHK'D BY Harris Group Inc. DESCRIPTION REVISIONS DESCRIP11 ON APPROVED EXEXPIRES03 - 1 7 71 KENWORTH TRUCK COMPANY MANUFACTURING ENGINEERING SUPPORT AREA 13 WELDING BOOTHS PLANS, SECTIONS a DETAILS 10559 —S11 1 100 LBS MAX. L11/2x FAR SIDE L4x4x1/4 FAR SIDE R v n 1