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HomeMy WebLinkAboutPermit D98-0286 - KENWORTH TRUCK COMPANY - MONORAIL AND BRIDGE BEAMD98 -0286 8801 E. Marginal Way So. Kenworth Truck Co. City of Tukwila (. (206) 431 -3670 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. Parcel No: 542260 -0060 Address: 8801 EAST MARGINAL WY S Suite No: Location: Category: AMFG Type: DEVPERM Zoning: MIC /H Const Type: Gas /Elec.: Units: 001 Setbacks: North: Water: SEATTLE Wetlands: Permit No: Status: Issued: Expires: D98 -0286 ISSUED 09/23/1998 03/22/1999 Occupancy: WAREHOUSE UBC: 1997 Fire Protection: SPRINKLERS .0 South: .0 East: .0 West: .0 Sewer: SEATTLE Slopes: Y Streams: Contractor License No: JLFCOI *081RW OCCUPANT KENWORTH TRUCK COMPANY 8801 EAST MARGINAL WY S, TUKWILA WA 98188 OWNER KENWORTH MOTOR CORP 8801 E MARGINAL WAY, SEATTLE WA 98108 CONTRACTOR J L F CONSTRUCTION PO BOX 62, MILTON WA 98354 CONTACT RONALD LONG Phone: 206 -494 -9539 1000 DENNY WY, SUITE 800, SEATTLE WA 98109 **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Permit Description: INSTALL A NEW MONORAIL AND A NEW 3 TON BRIDGE BEAM. **************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Construction Valuation: $ 14,781.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: Fire Loop Hydrant: No: Size(i.n) .00 Flood Control Zone: Hauling: Start Time: Land Altering: Cut: Landscape Irrigation: Moving Oversized Load: Start Time: Sanitary Side Sewer: No: Sewer Main Extension: Private: Public: Storm Drainage: Street Use: Water Main Extension: Private: Public:. *************************•*************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** TOTAL DEVELOPMENT PERMIT FEES: $ 419.06 ***************************************}►.***.********* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** End Time.: Fill: End Time: Permit Center Authorized Signature: Date: 9��1 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: AI 6-2 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 Suite: Tenant: Type: DEVPERM Parcel #: 542260-0060 Permit NO D98-0236 Status: ISSUED Applied: 08/24/1998 Issued: .09/23/1998 ****A******************************************-kle****Ic**4*.k**A!*********.k** Permit Conditions: 1. No changes will be made to the plans unless approved by the Architect or Engineer and the.Tukwna,Building Division. 2. All permits, inspection:repordS,-:.andaPproved plans shall be available at the iob:Site:-prior to thti stat at any con- struction. These dotumentsare to:.be maintainedand avail- able until final -approVal is granted. All construction to be done in cOnformanCe:With a00.0ved plans andrequirementS of the Uniform Building CodeH(1997 Edition) as amended. Uniform Mechanica1,2Code (1997.Edition), and Washington State Energy Code (1997 Edition).— 4, Validity:of Permit_ The issliance.of a permitorapprovalof plans, sPecificati,ons, and computations shall not be,con, strued to be a permit for or an approval of, any viOlatiOn of any *of the provisions of the building code or.of an'y other ',ordinance of the-jurisdiCtiop., No permit presuming to give alithorityto violate -orcancel'the provisionsof this code'shall be valid Ali structural welding shall be•done,b,i,(A,LA.B.O. cert-V“ed welders and special :inspected (UBC,-Sec. 306(a)5).': 6. All:highstrength bolting :shall be Special inspected (UBCH Sea.' 306(a)6)- , • 7. WhenspeCial inspeCtion is:required either the owner, architect, or engineerYshall notify the 'TUkWila Building Division of 'appointment of the inspeCtion'agencies:pribriYtoM the'.4Arstbbilding inspection. Copies of ' - inspectionreports shall be submittedto theBuilding DiviSion in a timely manner. RePorts ha11 contain address projebtname. permit number and type,61:inspettion being -r t0 8. No changes will*be made to the plans unless approved hv the Architect Or Engineer and the Tukwila Btinding Division/ CITY OF I U'�WIL.A Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 OR= �STAFF,USE ONLY:.:;` Project Number: Permit Number: �� IP' Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. Project Name/Tenant: _- ,� /L /11Lf1(.7»T/-7/ //eUe_ k 6-O'it,OAA./t� Value of Construction: W' S'elE 15/e4 wi,vC. Si � / y/ 78i- Site Address: _ City State/Zip: �' [9( 6. /Z%f2G /i(J4 lotirlf) /G(d«v;L4I. L 4 9(008 Tax Parcel Number: 5�2ZGU - 0060 - 03 Property Owner: / re E A/ v/U27; /1/4T'&/-2 /• (210/2 Pho e: � 2e) ) C Z 6 - 96'x: 2- Street Address: City State /Zip: __ /z3C4vC- - Fax #: Contractor: k.74- CG/t/; T/1)fC7 /b/'/ Ax/c.- Phon 1(?,3\ 1 P e __ p 5 ~j Street Address: /a 4-cy 3O, /)2/ City State /Zip: TON/ IA 9'673 c- V Fax #: Architect: Nj4 Phone: Street Address: City State /Zip: Fax #: Engineer: , /4/'4. /s 6. ,56 e., /:1 /1.-"C Phone: r OZ)y9y — gyOei Street Address: /OCJ;'7 -/-35/01/ /,4 5.(irC`/c0 SEA; Cit State /Zip: J'7L c" / /4CJ'. e) Fax #: (2-06) 6/ `7' y -T 51' ,--) Phone: czo ) 171 q4 - 9539 Contact Person: -, - 0AJ4 -Z._) �Gti Street Address: r /noo .//c Aunt' 4, Sage f' CO City State /Zip: 'lrr'Lc 1AA ?v /09. Fax #: 9 (? °GJ V 9 `/ - an } Description of work to be done: ; .v$ r4 ?� A./ 4...7 « .2r,, - i� - i9 /2'/ /74/6 ice / /3 l�' /2,6". ,q J /1- /1-'� tv 3 TOA-' Existing use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church ® Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse El Hospital ❑ Church © Manufacturing ❑ Motel /Hotel ❑ Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes ® no If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? ❑ yes ® no fire alarm ❑ none ❑ other (specify) Existing fire protection features: d sprinklers ❑ automatic Building Square Feet: /Cr 6 (-6> existing Area of Construction: (sq. ft.) A/�1 Will there be storage of flammable /combustible hazardous material in the building? ❑ yes ❑ no N`4 Attach list of materials and storage location on se aerate 8 1/2 X 11 •a•erindicatin• •uantities & Material Safet Data Sheets 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) #: ❑ Land Altering 0 Cut ❑ Sanitary Side Sewer #: ❑ Storm Drainage ❑ Water Meter /Exempt #: ❑ Water Meter /Permanent # ❑ Water Meter Temp # ❑ Miscellaneous ❑ Flood Control Zone Size(s): cubic yds. 0 Fill cubic yds. ❑ Sewer Main Extension ❑ Street Use ❑ Water Main Extension Size(s): 0 Deduct Size(s): Size(s): Est. quantity: ❑ Hauling ❑ Landscape Irrigation O Private 0 Public O Private 0 Public 0 Water Only gal Schedule: Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Dale application accepted: Date application expires: Appli ion taken by: (initials) PLEASE SIGN..BA.CK O:F'APPLIPATION: FQR[VI::. CTPERMIT.DOC 1/29/97 L:COMMERCIAUMULTI -F. A' Y TENANT:IMPROVEMENT /ALT - ATION PERMIT :APPLICATIONS:. =: IVI IST BE.SUBMITTED WITH.THE FOLLOWING: ':`,. ALL'DRAWINC'S TOtBE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED N/A SUBMITTED ❑ ❑ Complete Legal Description ❑ ❑ Metro: Non - Residential Sewer Use Certification if there is a change in the amount of plumbing fixtures (Form H -13). Business Declaration required (Form H -10). Four (4) sets of working drawings (five(5) sets for structural work), which include ® ❑ Site Plan (including existing fire hydrant location(s) 1. North arrow and scale 2. Property lines, dimensions, setbacks, names of adjacent roads, any proposed or existing easements 3. Parking Analysis of existing and proposed capacity; proposed stalls with dimensions 4. Location of driveways, parking, loading & service areas 5. Recycle collection location and area calculations (change of use only) 6. Location and screening of outdoor storage (change of use only) 7. Limits of clearing /grading with existing and proposed topography at 2' intervals extending 5' beyond property's boundaries 8. Identify location of sensitive area slopes 20% or greater, wetlands, watercourses and their buffers (change of use only) 9. Identify location and size of existing trees that are located in sensitive areas and buffer (TMC 18.45.040), of those, identify by size and species which are to be removed and saved 10. Landscape plan with irrigation and existing trees to be saved by size and species (exterior changes or change of use only) 11. Location and gross floor area of existing structure with dimensions and setback 12. Lowest finished floor elevation (if in flood control zone) 13. See Public Works Checklist for detailed civil /site plan information required for Public Works Review (Form H- 9). ❑ ❑ Floor plan: show location of tenant space with proposed use of each room labeled ❑ ❑ Overall building floor plan with adjacent tenant use; identify tenant space use and location of storage of any hazardous materials; dimensions of proposed tenant space. ❑ ® Vicinity Map showing location of site ❑ ❑ Rack Storage: If adding new racks or altering existing rack storage, provide a floor plan identifying rack layout and all exit doors. Show dimensions of aisles, include dimensions of height, length, and width of rack. Structural calculations are required for rack storage eight feet and over. ❑ ❑ Indicate proposed construction of tenant space or addition and walls being demolished ❑ ❑ Construction details ❑ ❑ Sprinkler details - details of sprinkler hangers, specifically penetrations in structure, i.e., roof; size of water supply to sprinkler vault with documentation from contractor stating supply line will meet or exceed sprinkler system design criteria as identified by the Fire Department. ❑ ❑ Washington State Non- Residential Energy Code Data shall be noted on the construction drawings. ❑ ❑ SEPA Checklist - if intensification of use (check with Planning Department for thresholds). ❑ ❑ Attach plans, reports or other documentation required to comply with Sensitive Area Ordinance or other land use or SEPA decisions. ❑ ❑ Food service establishments require two (2) sets of stamped approved plans by the Seattle -King County Department of Public Health prior to submitting for building permit application. The Department of Public Health is located at 201 Smith Tower, Seattle, WA or call (206) 296 -4787. (Form H -5) ❑ ❑ Copy of Washington State Department of Labor and Industries Valid Contractor's License. If no contractor has been selected at time of application a copy of this license will be required before the permit is issued OR submit Form H -4, "Affidavit in Lieu of Contractor Registration ". Building Owner /Authorized Agent If the applicant is other than the owner, registered architect/engineer, or contractor licensed by the State of Washington, a notarized letter from the property owner authorizing the agent to submit this permit application and obtain the permit will be required as part of this submittal HEREBY CERTIFY THAT 1 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. BUILDING OWNER OR AUTHORIZED A NT: Signature: , ` ) �7/i = Date: I, ice. , 9oe, Print name: Re N .9 L 0 Phon 'Ze0 ;l4 y - s • - - . i . Fax # 706) L./9y-9c - °0 71' ) . L.4 N 6 Address ,,acv ve n.- .a. ;, (.i 4,, cf TE rj'Q9 City /State /Zip5E(rL4' wA l8 ,D 9 C7TERMIT.DOC 1/29/97 7- --"C47,777,7,1�������'�■•• ..•:■ rttir • +++^*+74++++++«*+++*+4+-A++*A+u**A**A*+A*.A++A+a+*4A*+++k+**+*6*.A 1TY OF TUKNILA. NA lkA@94TT +++*++*+++*******+h.+++*+*+A*++A++++**+k**A+.A+�*+*+*++«.A+A+*+ 11.:ANSMIT Number: R97O0816 Amount: 419.06 08/24/98 09:24 Pvment Methodr CHECK Notation: HARRIS GROUP Init: DLH Permit No: D98-0286. Tyner, DEVPERM DEVELOPMENT PERMIT Parcel No: 54326O''0060 ' SItp Addre,iis: 8801 EAST MARGINAL WY S Total Fees: 419.06 This Pavment 419~06 Total ALL Pmts: ' 4|9.O6 Ba|an'e: .+A+*+x*++*.A*,+akk+h++*++*+�a+a*+*++A*+**+»k**+k+*+*A+AkA*++k++k`` Account Code Descrbtion Amount O00/322.100 BUILDING ~ NONKES 251.25 60;/345.830 PLAN CHECK - NONKES ' ' ,183.31'�� 0O0/386.904 STATE BUILDING SURCHARGE ���� 4.50 5108 08/27 9717 WM. ''419"06 `'-` INSPE TION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100; Tukwila, WA 9818 INSPECTION RECORD Retain a copy with pi )it b'- 02.8( PERMIT NO. (206) 431 -3670 Project: e.-r. WO v- 1-1,jrtA e- CO T of insp c)ion:N i1 oa.� Addre s: ✓ ego I East �'1Rrgt r T Date c 0 7 ciR Special instructions? 1449 cJL &4f of e c i_E S-E- W Le-b, - Sc'i f q Date me • t D '�q S a.m. C—DT Re ter. i4 o j Ph'neN • /Approved per applicable codes. 'COMMENTS: Corrections required prior to approval. Inspecto Date: qg $42 0 - INSPECTION FFEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. CaII to schedule reinspection. Receipt No.: Date: ..• ..• • . . • . . / ( ■ '4$ 41T777777,777-7711)- - City of Tukwila John W Rants, Mayor Fire Department Thomas P. Keefe, Fire Chief TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM PrOject Name .A. v.-)o te TH Address &3O1 Permit No. )1( Retain current inspection schedule Needs shift inspection Suite # ( Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: 10219 g Authorized gIgnature Date , FINALAPP.FRM Rev. 2/19/98 T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: 1206) 575-4404 • Fax (206) 575-4439 AM deb i Information L� �To Build On Engineering • Consulting • Testing SEATTLE DIVISION 1206) 282.0888 FAX (206) 282.0710 EASTSIDE DMSION (425) 485-4244 FAX (425) 485-4811 TACOMA DIVISION t=R 7794 PORTLAND CS DIVISION (503)254-8418 FAX (503) 252.5808 PORTLAND FORENSICS DMSION (253)589-1804 FAX (253) 589.2138 (503) 232.7852 FAX (503 232.7 CLIENT ADDRESS 'ATTENTION PROJECT JLF CONSTRUCTION PO BOX 62 MILTON WA 98354 STEVE HOECK Verbal /1 - gic/t W. f/zvN r 4>e4- 4Tek%9 SPOKANE DIVISION (509) 535.3571 FAX (509) 535 -1287 PENINSULA DMSION (380) 297-8821 FAX (380) 297.8828 ,FILE5NO PERM I.T!NO ENGE 7- /.5-SS 5' :DATE; 1 8 ' f- ys 2 r: t (/4/44 � w4 4 t NI Erie v5E,' /x4-- r/ 1 l .P ROT-ADDRESS:. J-Z. � 'FIELD REPORT 01'1, 5-7T ' i:--0 (//S'vid91- 4,t -0 4z7`A/9 Y0,,%4% E7Cg/yiA'i9yT /a,`•' /95' ()E /r /-9 ( v&; -i / Ni r 9'9,60 O(vr -� /w5 1! Pi'g, /1 4,-.0 /rSPc77o' ' &f That f o/ ebttirhg I) 05-6-- r i-4 ,c L O s ) P7i9 r; ei-hG s e ties Ar-0 R/ 4 /.. /ri Po/ 5/ X GaG ii�N 5 f AND /%S -SC6 (3EAr'/S. DE11 f/() Lv4 Igo ‘E '7 5 r-ot 0/t FUGCva,/ ' - 4i T,/, ,,,,fit- -,..,1---_6 z - e °G ti, tt /g,7 34.1- i►,/11,-- - s -:7L S'•g---log" EQUIPMENT. IDENTIFICATION AND,STN:.(ASrAPPLIGAtil COPIES`.TO MAILED `' 1NSPE('�T�41�:i� OWNER ENGINEER ARCHTECT CONTRACIOR = MALDIN DEPT SUPPLIER .. .-„ ,J:„.-„, i9'LL:ITEMSIWSPECTED`A ,'"i' NFORM NG NON CONFORM NG 'T:O ARPRQI(ED,PCA "NS ^ ... FI _, D ,•NTACT: IDATE $'' i'`;; $ - J. L. S .-1: r"4 % "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 written permission of Professional Service Industries, Inc., is prohibited." "This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent inspection, approval or acceptance of other associated work or a warranty of design or workability of the specification requirements." 7-, HOURS MILES NAME ON OFF ST OT t.rAM- ACA /73 0 / 0 0 I c/,5" Zb TOTAL HRS. Certified Report by Professional Service Industries FR-98-1 DATE E'26-eg �Info rmatioi; To Build On Engineering • Consulting • Testing SEATTLE DIVISION (206) 292-0886 FAX (208) 292.0710 EASTSI DE DIVISION (425) 4854244 FAX (425) 485.4611 TACOMA DIVISION (253) 599.1804 FAX (253) 589.2136 ,dE 0863 PORTLAND C5 DIVISION SPOKANE DIVISION (503) 254.9118 FAX (603) 252.5608 (509) 535.3571 FAX (509) 535.1267 PORTLAND FORENSICS DMSION (503) 232.7852 FAX (503 232.7886 PENINSULA DIVISION (360) 297.8821 FAX (360) 297.8828 (CLIENT !ADDRESS ;ATTENTION 1 P.O:?NO. PROJECT fE rt yYf1�y(' r'I125751E •o �,� k�NWor 7, FILENO.. 27)5 - 39 ,JDATE _9-_-_-/44- j� PERMITNO. IFOS NO. ,2._. CITY . 7-u /(LA/a, Ito ENGINEER 09 o PHA b�: ARCHITECT CONTRACTOR `` ?'4� PROJ. ADDRESS 11 fi ULTRASONIC EXAMINATION REPORT Specification No.: AWS D1.1 -96 / NDE -UT -2 Material Alloy: - L'J Weld Joint: GJJ" Standard No.: AWS D1.1 -96 Table 6. Material Thickness: l2 ' Weld Process: fei—l'- Calibration Standard: IIW Type 1 n 2 I DSCI IARef. Dwg /detail: --- _.:.._ns=near_sIde,.fssfar side,•.Tf_ =_top flange,_Bf=bottom.flange..Wb =Web, N,S,E,W=compass_directions;.t =top, bottom;'T- &.Bf = -top•and bottom- flange - • FABRICATION ID /GRID WELD ID o cc W o J W QUANTITYOF WELDS MEETS CODE FAILS CODE PROCEDURE LEGEND TRANSDUCER ANGLE DATA DESCRIBED IN AWS D1.1 DISCONTINUITY INFO I REFERENCE REPORT NO. LEG A - DEFECT LEVEL B - REFERENCE LEVEL C - ATTENUATION FACTOR F 1- I— w u_ W o SOUND PATH (ANGULAR DISTANCE) LENGTH DEPTH FROM SURFACE "A" DISTANCE FROM WELD CENTER "X" DISTANCE FROM WELD END "Y" NeKf/i_ S/ r wX. -f ÷ Oi- r+- 5 r'1 kl 2 2. v v "1-- ( 1 l 70er 70° I. /-z 5i "°4 ;ce "p, sr- ]'-d- 9v r-i 2, 70 a 1 "Z .51 • COPIES TO MAILED: • • INSPECTOR -- DATE::1 g--,'Ic..- FIELD CONTACT: DATE:: Ultrasonic Test (UT) Equipment Make: k 6 SN ir %s ' °6io7 =7yi', ' „arty.. ��°�: Daily QTY Conforming Welds (p_ OWNER.•- ENGINEER ~ CONTRACTOR • • • BUILDING DEPT.: - . Transducer: size 5/8 "x5 /8" SN 17/2.0y- Test QTY Nonconform Welds _ — Couplant yL,T/Q/I fit[ Summary QTY Welds ARCHTECT . .. ASTM Test Method: A587 Frequency: 2.25 MHz or 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 written permission of Professional Service Industries, Inc. is prohibited." 'This certification attests to the accuracy of the results obtained from the actual test performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent inspection, approval or acceptance HOURS MILES NAMES ON OFF ST OT C � L ; /`'f /L4b / j` .T., 0 of other associated work or a warranty of design or workability of the specification requirements." /1 TOTAL HRS. Certified Report by Professional Service Industries UE -98 -1 DATE 9. 0, _ f''7 Information ` ir,..*T® ®To Build On Engineering • Consulting • Testing SEATTLE DIVISION EASTSIDE DIVISION (206) 202 -0886 FAX (206) 292-0710 (425) 485-4244 FAX (425) 4854611 ;CLIENT :ADDRESS.;.; ;ATTENTION P.O::NO PROJECT; JLF CONSTRUCTION PO BOX 62 MILTON WA 98354 STEVE HOECK Ver ba..I : TACOMA DIVISION (253) 589-1804 FAX (253) 589.2136 E 0862 PORTLAND CS DIVISION (503) 2548419 FAX (503) 252.5608 PORTLAND FORENSICS DIVISION (503) 232.7852 FAX (503 232.7886 SPOKANE DIVISION (509) 515 -571 FAX 1509) 535.1267 PENINSULA DIVISION (360) 297.8821 FAX (360) 297-8828 FILE NO. 7/5--98f 97 DATE l$ 9$ PERMIT NO. FOS NO. 1 / CITY 1-N/4!VNd,9. tt-4- ENGINEER-- �h/L G- ,'‘Ffit ARCHITECT,). k r CONTRACTOR'-' . PROJ�. ADDRESS ULTRASONIC EXAMINATION REPORT Specification No.: AWS D1.1 -96 / NDE -UT -2 Material Alloy: cis- Weld Joint: C?P Standard No.: AWS D1.1 -96 Table 6. Material Thickness: / /2 :1 Weld Process: "44‘... Calibration Standard: IIW Type 1 n 2 1 DSC' Vi Ref. Dwg /detail: — ns =near skle; fs =far side; Tf = top flange, Bf= bottom flange, Wb =Web, N,S,E,W = compass directions, t =top, bottom,:T & Bf = top and bottom flange FABRICATION ID / GRID WELD ID WELDER ID QUANTITYOF WELDS MEETS CODE FAILS CODE PROCEDURE LEGEND TRANSDUCER ANGLE DATA DESCRIBED IN AWS D1.1 DISCONTINUITY INFO REFERENCE REPORT NO. LEG A - DEFECT LEVEL B • REFERENCE LEVEL C - ATTENUATION FACTOR D - DEFECT RATING SOUND PATH (ANGULAR DISTANCE) LENGTH DEPTH FROM SURFACE "A" DISTANCE FROM WELD CENTER "X" DISTANCE FROM WELD END "Y" so r T Of h Z. t, 1 7•'' i••Z 52 "0 4-7-it e r6re 7- (1 z ' ) 70° /--z 1.1 Sz SZ _ ro -�ThyT par 7' -PF 2. 'J I i0` COPIES TO MAILED:. • INSPECTOR. .__ PATE;.') 7--/3• 18' IE • . • N A T: �../' - DATE.:.,, ... . • Ultrasonic Test (UT) Equipment Make: 1 Z p SN / 37S– •x k ; r t0 �T�c 77r 13 — 4, Daily QTY Conforming Welds __ Test QTY Nonconform Welds o __ Summary QTY Welds L OWNER':..: _ CONTRACTOR . : ; -; Transducer: size 5/8 "x518" SN / T/ 2d y- _ _ ENGINEER BUILDING DEPT,: " ARCHTECT` . . - Couplant I4 [ 7Z4(-L- ASTM Test Method: A587 Frequency: 2.25 MHz or '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 written permission of Professional Service Industries, Inc. is prohibited." "This certification attests to the accuracy of the results obtained from the actual lest performed and/or observations made within the defined scope of the work. Certification shall not be construed to represent inspection, approval or acceptance HOURS MILES NAMES ON OFF ST OT . M/LLjf4; YOO / Tcc9 5►• z 0 of other associated work or a warranty of design or workability of the eciricatkm requirements." /� TOTAL HRS. Certified Report by Professional Service Industrie UE-98-1 DATE g/ 4;477 E KENWORTH TRUCK COMF 8801 EAST MARGINAL WAY SOl TUKWILA, WA 98108 Tel (206) 626 -4862 Fax (206) 767 -8577 VICINITY MAP KEY PLAN 0 00 00 SCALE NONE 4 CODE SUMMARY BUILDING =OE 1997 UNWORN WRONG COOS OCCUPANCY GROUP 7 -1 CONSIRUCIION 719E ■ FLOOR AREA »- 197650 5F 60101010 HEIGHT - - - - -- 18 FEET STORES - ONE • ACCE59B91TY REQUIREMENTS NOT AFFECTTD FIRE PR01EC110N SPRINKLERS NTER)0R WALLS HONE • °:RUCIURAL_FRAME STEEL FLOORS SUB ON GRADE • NOEPENDENT 2- STORY STRUCTURES (OFFICES AND RGST ROOFS) ARE LOCKED WITHIN BUILDING FOCI PRINT. THESE STRUCTURES ARE UNAFTECIED BY THIS WORN. .COPE OF WORK: YTWICAIICNS ARE TO FL00R- INDUNIE0 EOUPNENT M1TNN EX1511NG BUI0NG ENVELOPE. R0.00AKE E%ISTIN6 250 LB BRIDGE CRANE TO ALIT NEW PRODUCTION UNE ARRANCELIOIT. SUPPORT 8RDCE NITN 0110.. FRAME RESTING ON FLOOR SLAB. INDEPENDENT OF BUILDING STRUCTURES. REPLACE 1HAT PORTION OF RE 2 TON AXLE TACK BRIDGE CRANE MICH WAS RENOVTD DURING P1EMOUS PLANT RECONFIGURATION. USE EXISTING CONNECTIONS 70 SUPPORT RATS FROM 8010010 AT ORICRIAL LOCATION. INSTALL A TORQUE TOGUNO RACK. A NEW 3 TCN BRIDGE BEAN, AND A SMALL T00. MOIEORAL- 5'ISPENO RACK AND NEW BRIDGE BEAM FROZE 00511NG 3 1001 ORDGE CRANE DEANS. PROVIDE STOPS TO MC' TRAVEL 0f COSTING 3 TON CRANE. SUSPEND NEW MONORAIL 71,OM 97051846 I1NU5ED CRANE BEAM (CALCUTATKNS ONI. ESTIMATED CONSTRUCTION COST:. AQFA 1! $ 7.822.00 N EL ,. S 15.180.00 I WA 1• $ If.( BSI A ORANNG NO. TIRE REVISIONS REN510N5 REV BATE BY APP.D DESCRIPTION REV DATE BY APP'O DESCRIPTION B 8.21.9 A 111297 REV DAZE RML BY 155090 FOR PERY7 AREA 3 ISSUED FCR PERWT AREAS 1 it 2 APP'0 PRELIMINARY 1591E L TRUCK COMPANY RGINAL WAY SOUTH ILA, WA 98108 1862 Fax (206) 767 -8577 7 CODE SUMMARY DULDING CODE OCCUPANCY CROUP CONSTRUCTION TYPE FLOOR AREA BUILDING HECHT STORIES ACCESSI UTY REQUIREMENTS — FIRE PROTECTION INTERIOR WALLS 5'RUCTURALFRAME ROOR5 1997 UNIFORM BUILDING CODE r -1 r 197650 5F — 18 FEET ONE • NOT AFFECTED SPRINKLERS NOW • STEEL SUB CV GRADE • PAVEMENT 2— STORY STRUCTURES (OFFICES AND RGSST ROOFS) ARE LOCATED 91T11141 BUILDING FOCI PRINT. THESE STRUCTURES ARE UNAFFECTED BY THIS WORK. SCOPE OF WORK: BLit MfDOICATIONS ARE TO FLOOR- MOUNTED EQUIPMENT %THN EXISTING BUILDING ENVELOPE. RELOCATE EXISTING 255 LB BRIDGE CRANE TO SLIT NEW PRODUCTION UNE ARRANGEMENT. SUPPORT 0910CE 11I1H STEEL FRAME RESTING ON FLOOR SLAB. INDEPENDENT OF BONG STRUCTURES ALEA.2: RfPIACE THAT PORTION OF THE 2 TON AXLE TAO( BRIDGE CRANE *NCH WAS REMOVED DURING PI.EHOUS PLANT RECONFIGURATION. USE EXISTING CONNECTIONS TO SUPPORT RATS FROM 911D015 AT ORIGINAL LOCATION. N>T ALL A TOROSE TOOLING RACK. A NEW 3 TON BRIDGE BEAM, AND A SMALL TOOL MONORAIL SIS0FNO RACK AND NEW BRIDGE BEAM FROM EXISTNG 3 TON 8RIOGE CRANE BEAUS. PROVIDE STOPS TO LIMIT TRAV41. CP COSTING 3 TON CRANE. SUSPEND NEW MONORAIL RCM C95TNG UNU8D CRANE BEAU (CALCUTATONS OML ESTIMATED _CONSTRUC11ON_COST: FILE COPY 1 :j1Tderstand that the plan t;heY•., app ct1R j)`: -::_'. 1.0 f°. ro,17' ,.=(1( .) -I" tel.; :1 i•r' 4.-.. C,./q:,11 Of i T. „; 1 • .s )r: of an'.., N , >:i :. ! ,.(.‘.t.. .F 'c t of GOr1- 10l(:.': r I r, - .:,knnwledged. ,.i,1:i:T1 i' I rC _ i'.FS COW!' Oi i l By Permit No. Date - 0280 DRAWING INDEX DRAWNC N0. DRAWING T1TLE REV DATE GENERAL 1404 -01 COYER SHEET AND ORAWNG INDEX . - STRUCTURAL 1404 -51 GENERAL NOTES 1404 -52 BRAKE ASSEMBLY BRIDGE CRANE — AREA 1 1 —S3 BRAKE ASSEMBLY BRDGE CRANE — AREA 1 1 -S4 AXLE TACK BRINE — AREA 2 1 —S5 RELOCATE TORQUE TOOLING STATION — AREA 3 1v J■ 1k' 1.1i1 �• � L PROM 8.21.99 RAIL ISSUED FOR PERMIT AREA 3 A B.12.91 Rik 155540 FOR PERMIT AREAS 1 & 2 REV DATE BY APP'0 PRELIMINARY ISSUE SCALE: NTS M0 'JAY YR DRAM BY .TT 7 31 98 Harris Group Inc. DWG CNKD BY ENGINEER BY ENG CNKO BY APPROVED fl WENED QI5TY Op TUKWILA KENWORTH TRUCK COMPANY MANUFACTURING ENGINEERING SUPPORT \UG 2 1998 ATE COVER SHEET AND DRAWING INDEX PRO.ECT 98 -1404 DRAWING NUMBER 1404 -G1 !REV* PERMIT CENTER J v CONSTRUCTION NOTES; A. 1. 0O1EANINC CODE: 1997 .MORE BUIDLNC COOS (UK). AO 01ON4l CODES AND SPEC91UD0115 00 11110 THIS MORE ME NC MO N THESE NOTES. 2. SITE DESERP11016 WOES MILL BE AN E16MNC BUILDS. C00RD1NTE max MIDI 01160910 OPEAA1506i TO M141650 06RUPIf01S. 3. FIELD VEREOCA1OX: FIELD VERIFY E70S110 DMENSON6, (11641016, AHD DETAILS PR100 TO FAB6.03115 OR CONSTRUCOON DAIMONS. ELEVATE/IS. AND OETMS OF 0)51MS STRUCDIRES DESDAIED DT (R0') ARE INCOOED FOR REFORENCE 0115 MID INY 1101 REFLECT 461)41. FELD COMMONS. BONY OMER OF D&RFPMIUES OR OE6SO16 BEFORE SHOP DR6Wn0 SVDERTA S. 4. 55110U110115 (50.811(61 TO AP ROYAL BY (DMER): SUM SUBSDD0056 FOR SPECE1D PR00UCTS PRIOR TO BID. IMLUDE DOd1YEMA1106 SATISFACTORY TO OM1ER TINT SUBS1DJ1ON 6 EQUAL OR BETTER TRW SPECIFIED PRODUCT. 5. SHOP OIN1190 SUBMITTALS: SUBLET TIM PODS CF SHOP OMMIOS FOR WADE BEFORE 0486500/ 9. & CFOCOA Y COMSID 1CTICAL PROTECT OOS19C FAC11116 M/wflD BY DE WORK PROVDE TD4'ORARF IRKING AND S1fORRS TO PERFORM NNE *OK B. .1IS 1. MIND: 60 LIPlL OPOSURE B (UPC) 2. SEISM: 50116 3 (UK) 3. SJP.Y: 25 PSI ROOF LOAD C. CTRIW'OI N12 U 1Aff0t STFEI• 1. CONFORM M11N 1116 FOUANNO MAMMAL. CODES ANO SPECIFICATIONS: O. SPU0ICA110 4 009 STRUCTURAL STEEL BU1D5105. ASC. 1909 L CODE OF S1NONID PRACTICE FOR STEEL EMODIY.S AND BROCFS. ASC. 1966 a STRUCTURAL YI .5040 CODE - 51133- MS DI.1 5. 061004 2. a SIPPER PUTES, MD SUM 45111 A 30 1YPIU. 1. PIPES: AST1 A 53, TYPE E 0R S, GARDE B a TUBES A501 A 500, GRIDS B 3. ENOL101G a BOOS: AS11 A 325-1. USE 3/4' CIA UNLESS OIT1AMISE TOTED. 9. MDR 45111 A 563, HEAVY ILEX e WAVERS: AS1R F 436. PLAN WAOENED. d. USE WIWM MAW OF BOLTS FOR NNE DEPTH OF TOMER AF 0011BLE MA£ MO SWAB TAD CONNECTIONS U&F55 ODERWISE NOTED. a FULLY P55100005 ALL ECUS. C USE MUSD BOLD FOR F1f7D BOLTING TO (705190 STEEL. 4. 1111206: a ALL WF0D9O 3/041 BE PERFORMED BY 16400' CERTIFIED WINDERS. 6. Mf1DN0 ELECD1006 SWU. BE (70101. LOW 1ODR00Q1 UNLESS NOTED ODIEANSE e FILLET WEEDS SHALL BE INSPECTED BY V6WL INSPECTION. 4 ALL F15. PE0EIRA110N WELDS SHALL BE NSPECTED BY U.IRASOMC MIRE. 5. 50491111 CURLED SHOP DRAWINGS TO THE 050(0 FOR RENEW. FABRICATE US1C RENEWED SHOP ORAWNCS. 1 COWREIE 4091 PENETRADDN WEEDS WILL REOIF1E 51'ECU. ISPECDON. D. NNCIM 002t2S 0. AOIIESTIE ANCHORS: INS 00040(D R00. SET N 1n IN -150 ADHESIVE AS 6ANUFADTURED BY 111TL 2. DRAWER 411CIIORS: (MIN -BOLT 9 BY TEL TYPE 316 SUNLESS SIM. 3. NUTS: 5504 A 563. CRAM A 4. WASIRA a FIAT RAMS: X61 81122.1, � A 35 1461(4141. M. PLATE OR CUT WA91ERSt A51M- 36 DRAWING N0. TITLE REVISION5 REVISIONS REV DATE BY APP'0 O050450TION REV DATE BY APP'0 DESCRIPTION A REV (1290 DA 1E R1& BY ISSUED FOR PF369T APP'0 PRELIMINARY ISSUE L nou 5/15/ o0 A REV 6.12.9 e Ral DATE BY 558E FOR PERIAT APP'() PRELIMINARY ISSUE • C RECEIVED �' ITY OF TUKWILA 'r AUG 2 4 1998 PERMIT CENTER °•2 SCALE NTS 1.10 DRANK BY JTT 8 DAC CHK'0 BY ENGINEER BY ENC CHR'0 BY APPROVED Harris Group Inc. KENWORTH TRUCK COMPANY MANUFACTURING ENGINEERING SUPPORT DATE GENERAL NOTES PROJECT 98 -1404 CRAWING NUMBER 1404 —S1 IREVQ J s•� E 1 25' -0' (REF) 25' -0• (REF) 12' -6' 2- L3:34/8 BRIDLE STOP. FOR DETS 2 -- PLACES) 2 9. -0. COST CRANE RAM. MST W12 COST CRANE RAIL B IYDCE CRANE S15 :42.9 W/ C10d6.3 5 10'_9 I 6 1110. 9• -0• COST W,2 2- L3013/3 BRIDGE STOP. FOR DETS SEE S C PUH 3 -_ I 0 TOOL RAIL (BY OTHERS) 0 (REF) E)GST 012 OE, TYP DOLT RAfX EXIST RACX F8I5I RACK ELTST RACX WEL DETAIL O SCALE: 1/4'.1' -0' EXIS RACK E 2ST RACC DETAIL SGAL1= 1 72=7E :7 FYIST RACK (MAYANS N0. nn.0 RENSIONS REN5K1N5 REV DATE BY APP•D DESCRIPTION REV DATE BY APP'D DESCRIPTION 17323 3`-rONA1. �a drEiv 1 EXPIRES: 6/15/ / 1.2/. 7& 1 A REV 1121.9 DATE PHIL ISSUED FOR PERMIT BY APP.° PRELIMINMY ISSUE L ST RACK SEE EXIST 512 SEE PLAN E10ST W12 PLATE 1/2x4 1/2 xG -6• LC NS & FS EXIST W12 41 TYP DETAIL SCALE 1 1/2'.1' -0' 1 TOOL RAL (BY OTHERS) T00L RAL (BY OTHERS) SECTION SOALL 3/4'.I' -0' 3/4'. BOLTS. rm. SPACER BAR 1/2' SOx8' LG. TACK WELD TO UPPER PLATE AFTER ASSEMBLY. TIP PLATE I/2x3 1/4 x0' -10 I/2 LC H5 & FS • Lx0' ' di-6'3118G Tyr kifutEs . .c, 17323 Crsrr Ir" ON EXPIRES: 5/15/0o/ g . v A 8.21.90 RUL ISSUED FOR PERMIT FEY DAIS 13 APPII PRFLWNARY ISSUE SECTION scALE: 1 1/2' -i' -0' SIS BRIOCC CRANE (TROLLEY & BY OTHERS) MAST SECTION SCALE: 1 1/2'•1' -0' C10 s15 . SECTION SCALE 1 1/2• -I' -O' 98 1 SCALE: AS NOTED WARN BY JYT OMG O1K0 BY ENGINEER BY ENG 0M O BY U0 AY YR 8 12 98 APPROILD -- HarrifGroup Inc. KENWORTH TRUCK COMPANY MANUFACTURING ENGINEERING SUPPORT DATE RELOCATE TORQUE TOOLING STATION — AREA 3 PROJECT 98 -1404 ()RAPING NUMBER 1404 —S5 IREVQ CITY OAF TUKWIL AUG 2 4 1998 PERMIT CENTER J KENWORTH TRUCK COMPANY 98 -1404 MANUFACTURING ENGINEERING SUPPORT Bridge Crane Modifications PREVIOUSLY SUBMITTED PREVIOUSLY SUBMITTED THIS SUBMITTAL THIS SUBMITTAL THIS SUBMITTAL PREVIOUSLY SUBMITTED THIS SUBMITTAL CIVIL / STRUCTURAL CALCULATIONS AREA 1. BRAKE ASSEMBLY BRIDGE CRANE RELOCATION 2. AXLE TACK BRIDGE CRANE REPLACEMENT 3A. TORQUE TOOLING BRIDGE CRANE 3B. 3 TON AXLE HOIST BRIDGE CRANE 3C. CROSS MEMBER MONORAIL 4. 2 TON UPGRADE TO 3 TON 5. FIFTH WHEEL BRIDGE CRANE EXTENSION 6. CAB ASSEMBLY BRIDGE CRANE EXTENSION 7. JIB CRANE RELOCATION ( throughout building ) APPENDIX - STAAD ANALYSES A. B. C. BRAKE ASSEMBLY 3 TON AXLE HOIST FIFTH WHEEL SEP ' B 1998 r -- BUiLt)41\ IG D4gl tON 7 pages 15 pages to come PAGES 1 -11 1 -8 1 -10 1 -3 1 -2 to come to come to come to come RECEIVED CITY OF TUKWIIA puG 2 4 1998 PERMIT CENTER ED —TIMES: Op r,i.xlt IV& mei° 1 t • X /C -C " E+USr�,J• V..)12 L 9 ' tXISrI1.JG slz I EN sr) NG, W2x3o GX,STNc, Sit ,,8 Fie lei verr /, t'J t ,2 -F 512 /c e c_Ceva.•,b. -t 'P = Lo AD FR-0 M TOoI.._ jZ A I L-S. "oo1 rc,l / is by other S, Q.v,c/ c/e{;'i / '.e • Logic /s e e... vet Ze• hie . A cb'sc („4,5 sl.orl a ✓/ tL, k6g //'1eprerea 1fi� Cr've su,}ga5 "& of t5 ioL7' rAoccC he: CG /e�tGCt tt .e fog- �6,e to8/L /-11 /Z s -+ -Eoc&. 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PAGE / OF /0 ENG.002.1.97 LdGa I - e a ' : '�.1r 5 -'-e - - 1-w WV)ee1 LCC.CI = �'- ji` t4htce. /S 6yo = c�aPw = Cy, Pt-o CX0 _ - /.D9ra /. 095 2, f U. /92 C y o = -c, 98/ - /. g7Y -+- /. /2 e 1,322 z CXI 3, ylo j - `/ '3 5 ,L - 3.965 c -z.��5 Cy, = /•il0 - /. /502 4 /.060e -7.7"1. Fo PL O 6 ctc.,.) e 5- Pei ci'i,4A -lit 7/ _5 2./3 e/ U54 r , ] It ten:LJi eJt:E'• T� (� 0 fbr tti (CC, cr44'et' ✓e) x Val cce S ere. ere.- el SYerSL' re5.:e5 ✓c.1.'er awe ' (VC,-6,e-cd 1() +� ('CG L'. C: r "C./ (�'G::�> 'a. �C.:I : ✓h �' % r. =�''7 S- t'b Nev-;Cc I Lc.c.c!) = 16.95/ K5J -sec feev,•or.• -S 5-1, get Fb ( «� . ro,.� /) _ PQ "o. �'` (25')62."/r,) - I• `/6 K51; 25-4, eel OAA-A A�C,�E�T NC-•iC WCfs - /6.9 z/ f- o -/ 0.75/• $7) 3.A/ ks . �NrKA C _ Cr 2. x .,r{ieis,= 8e ;,c /,,, resr 1r (fbL (/5:3.e — -r Z- •r,TQ-y -r 3 x Y Z.. - Co. 5 K s t. 12.1/Z. cM4A A 7,1 3,q, TITLE: ,/ E6t/ 3T- ?/'& C7 4•(/E E //C /. % PROJECT NO. iyo1/ PROJECT: // C, . tN-t /NEE / /%)C 5upPc,T /•c&NGVOR -TN - 5.6:477-LC DATE /'�J�e DATE .21 le REV. PAGE OF Id ENG.002.1.97 cs- _ C � �s� 7 -a.5 -* 1 • y - ( -G, 5 )(/5.,3,1)-,- 3 (12,14) t 3G'.99 c/. (c KS/ Ai C.-7 --- Try 5-15 % <12.y ',..'/ For /7O cooO, C2�i )1212. 2.9YJ c►o x 15..3 /x.33 C ,V? K5 r(0; 57.°3(12) = G.52 ies: /a 5. • CLZ 577. o3 1-/Z..) /0,4/0 cx. = `57.13 ks� y.9y K, . cr-v 5.13 JC 5 PE... TbL TA, t i (1 /. 5 r - s, /3 Ft I /e n 5.5 2'756 e) : Ic /(7. /• yF -s, • /O,98 b arm =-/.y ,( ;• /o. 4/0 o 0. 75r/.4/ - S. /3 le s- f. 3 Z /G ; t L PA 4/ -4-5',13 Z-' 11.51 - (45%13)(11.5I )t3(g.3z ;)hPet Lo..cl FI,L = /0'1/0 a• I.il) 40.75 ( /o., /9.77 lcs = 1491/ 44.5 " 2 " " 77 - y 9°/ ) = . 7, .92 k- /4/, �/ • C. i - C� - 'I `1.91 . d' 19712 - y:yH 09.77) 3(7•`1Z)-4• _ Z7. �7 /e3,' % 2 / -40 /a.6eci s¢v-eSS exceeJS. a / /ek;Gt /e by 00 ly 1. 7 °70 . Con s.-' er ese •>`ct)o rsei-vc i'✓e ' u wi f e s'e r s i'i i 7 . i .- `L Gi e //Si S' • \ler Ca-) impact / Laaci /con S�'c�e�c'c� etJ. e&<e.- (,✓/ 6-/l L1cre•ZC� 66 L.acueY... . • / o L� e,- � �ev/�fi r! l s -e g' CG �Gr �Lt �CCI e;S cLEive. 4.- tiie 4v %e L.I.Sed- cg. = 2o.6 ((5: 21.6 cC/c Cc e e- C.. 4 -pt I i s ©k- .3 TITLE: i✓6-1. d ?% $K./ 7G,E /VC - AXLE yc/ST- PROJECT NO. y8- /1 /c`/ PROJECT: k6-4.4vC(z- r#( 4 ?TLC DATE %//98. DATE 8-V'78 REV. PAGE 3 OF /� ENG.002.1.97 T't 2'.'. NEi.c'Cr t I ,-i q ' c'se. . N, ff — 6f) M d:st• z'c MQ - y37 0.622" /1,L/ lecc. 9.37" (• 7E 4, = G, 931 /(/0.11 ) = 9. 7/ Kse -T121. = 9.7/ + c - c' /5(- I - °/S) _ 145,: /e c e , .c/ , re, 5,/3 1_sc 2�is,Co -5.13 ) L Ks-c' 1 5,1 3z+ V, (o Z — 5,I3 re, lo) -r 3(/.1k1)1' S /5xy2,9 w/ CEOn/5. 3 (-A? (�?.z lrcf) CHECk. CAP,QC/T Y Of EX /.57//1/( 3/z /DC -rE 7c'I l LS CutNNEL Vy r- ANG.LE Atcmzez.5 ----.. ▪ • 5t2x31.8 " ' 7F P • ez S '7'-c " C -ANNEL `V t t .e & to eG/ e Cgvc e.,6/, TAei- avoloeR ,-6C/ fez he some Vc r /a=loe /LA); +t '(:lie // of L�.t-�c /)IC(,,7•' 7774 d:',.1e, /;7Cil ' di' /Vie„ S-1001 s e be! re./ E:er be tke r'• 1.0 v 2 a:.IGrL','Orl.. %es't 9.er-re .'c 9• 7' 9 EACH 754/ Imips = Use_/ 5T<1AD P) 0 rccre/ 1/ ha }/S dl tir,.S �'• I �r P � e � evi r',14 6-e roe n ,7 , , CT,b E-4 i . r c t S U' s,!o kt t e yr ve 10/7 e Ccreis//eer *H p 2 - 3 `t-a., L'r,, rf . La..c/ La/ e -rt carl�r'at✓0. fia TITLE: 4/GGt% �%- .x',L' / (;e44VE - 4,'1L5 A /O /ST PROJECT NO. PROJECT: . C VG /'VLE i (A % C. j prOK77- 1/Gue/6 -77/ - 5-64 77-[.E DATE // 9g REV. /L/u_ DATE �f e1. z/. 96 PAGE / OF /O ENG.002.1.97 L ,4DS ,4P7,1-1 ED To 5/2 x 31.g C72ANE F2.4 /L. NEW C z44/E P = Lpco( '- St. $ r !Aft._ Fr,S K '(z5')(5e:z pcf) = 9.23 k PAT 2 ' ' %' Lc' (u w, i n ,' 111 ,4. ■•h Le,act .ILCQ kc s(c. d Eic /l,'c s i = 0.23 k- E g1 5'7- /uC4 GF �I.vE �, '- /7')(314 4 • /5,3.4 .'/) - 9..;7 /- 4'47 ' 5;1 .1E S a/ )c ye = C.23 !t Fro.„ 5744 fr/ / / (/ ' 37- 73r Cro. Ttel / c /1d c2- lark/ "E/v» s . CASE 1 : Loa ci C ary 6, , /C Ti / cr-a /0 3 Casa 2 — A// 6-5a5 L i, Z5 � = 300 ,j2.: / 7 / /C - � •/-7 may,= 6:19 k • /a 7 /1/.0z z _ /L/ (O %C • / %7 �yy = /3.. k• /n �"G 4 /la/.i1 '2 ..e = 3do = 25R. G, 7 5_ / o o � co C�) _ J/9.0 nr 1 • I b 36, ..1.-10 Coo r.: /%0000(1) = 2.5.1 s ( x• r-r) L (Z 59, ca) Z lL,00a C. t.2 : /z,0o0 (/) 9,07 /csc ( "r /A f) (3co)(41.0 /77r = a.75 T 1 = 0.75 (C0) = ,27 ,ZEF. 4 /5C ,z) .5-7) 9 y F/, 3 f F2. I 7br /'/ /•n r� 3c... -I ;a3. y / 3.14/ g ' Y1 L/ 97 = 3,69 e. - r`' TITLE: 4/J 37— BZ /DC -1E c.(4,E - , Jr/L- //C(S PROJECT: ////6*-, . CNL-,INEEe'VG 7O� , KE.A/ct/C2 % fl - 5-E477 c -c BY C DATE PROJECT NO. - /yoq' REV. DATE PAGE r of /0 ENG.002.1.97 C4SEl ' �- // k'i'p = y, 97 �s� F,6,� S" ,L( ;n3 = _ (o. /9 /c.�'1 /•w6 /G5� r"h% C�lG b y y Chiec /.. Lc c C / lies (c /,',' � �i �SSe� + '� -cc / LI/ e / Len arS- L MAA -# 7eg Ci Tto _ e ( Lcci.c( o C V-r, 1 LO t G)c., tom, 9, 57 re- p✓ /,ee is 2.39 le /idee/ 2 �z = 0 CXo _ - /•09. -t /0952 0,1y2e -G'd� Cy, _ —o. 98/ — 1, V79 2 f 412 e i.3ez C : 3, - 3:16,5e . �v5 Cy = /. Y'/ o - / /To Z + /, 060 E - 7.7 2 2cz b -tL) ass c.4 vvle ct = b --b- c=7, _ -7 30 ks,' cy 2./0 /es,' _ %0/ t�sr.' � I _ /5, 63 lesF <=72. = 730 t - 2. /0 t-s; Poi rye D br �45% ue.iO: ,H n I ckn 3.32.4/.2 r1260.1) t -14 + c- _ S/9 %_ - d.5�o.35i /.&(c .f 0.75(2,/0 ' = 6.64 ( ,. -c) = -730 ies . r.+ r � ✓ l �b� a., �� ! c<ti ).) �% ;!D,%it - - ].3 0) - 6.9g 4r,: ' /y'/ cr = Z e M AA F if. "A- 7 3d 2 4'6.4,6? --(-7.3o)(42.6,(;,) 6,9? -(3) = /7, /0 ks c=s5- . ��� - c. =' 21- Co ks: TITLE:/I/ k) 3-- 3feiDCE - / /C'(5'T.-. PROJECT NO. e)g- /yoy PROJECT: M1FC1 ENG /NEE .In1G� .,ui =Y `Ci 7 KE•�/�✓C Z? / I SE477 LC DATE 5�97, REV. Aqui- DATA 2/.98 PAGE G OF 10 ENG.002.1.97 / - 3 /P(' ") ° 197 '- x /'!,G 4 - 0 , 7 5 0 5 , 6 . 5 ) _ /7 9/ ,c:r,.. 40(L,4 -0 = 7C'/ G-M4� - /7 -9`/ - 'zoo _ 5.4/ /4/• 4/ Kr,' /. Z -f Z (9.01) O/ / /. 94/ - (/ -940 -+ 3 (S.iv-7 )-z- /5.30 z 2I.( ks Pont 2. -C• 3 ") (x,97) by c:5 le- ▪ C•.6(0,3g') (1 >66) 4 0,75( -2: /G) = 3,10 I vA.. Sio z. c. -E_. C0 r N - /y6 • k• "7 _ - • c/ 36. LI...,� y = /3, /e .11-7 ▪ 3.(c2 ks. 3.7g,.,3 Lo red r-esseS. Scl-/ cis • Pair re 0: [' - 5/.0/ 4 0. 5(0. 35) (�'•G9 o,75(z /o) = 57h/ _rt. b Cc s�T) - 730 k - --d CASE 1 OIG Po,,rt / (1oNG.) = yG/ +- 8 (s ) 0. '75(1s43) = ,mss,' 7b(2-47) = 70/ lcr( ( /8, 5 - 7o/) - 577; aes - - 7,orz =► f z - 7.0!(/8.5 +3(.75)1.- /9.0 4 z/• .e /9.0 14 ks� TITLE: 4/641 332 / D6ie Cr24NE -AXi -e //O/ ST PROJECT: MFC • 6N6 /,f/EEie / it/G Sv/'>'c�e -r EA/y/0 /z-77 / - Sc477 - DATE c /o4� DAT5, 7/ 98 PROJECT NO. 9e -HOY REV. PAGE ENG.002.1.97 7 ',•, L .Z : Wf'1/ How 1-1 6-C g. DE'FLCC T /o,V n-, C.-)e US 1 NC S7 -AAD 9• 675O 0.01 to" o cfn P &7- trop Q 512 x 3I . cs• RAILS Al? C A D E G UA1 Foy Z 3T OR /OGE Crc'LtiES C /i'Cc C4 PAC / T y CF Er /s77..i)61 3U /GD IA) G Fg <IME The 9rci4./E'5-• ,✓cre c%r,�/,ee/ tc-- rt /� K LGac/ ei'LL i +1, Cl S /Jell, L , • 777 La - e e C !vac t?- Cote Cd �e - ,/:)11) ec/ iC et S/h LL A "., C = 9 5-7 /e -a z? S, 5' e) _ /5 5 z !e (Cr /(y Cr1 e f.vl pnCt eXfeczea/ L ciee a Loa 4/ le a /0 arr; 6/e Lc' c%c1 - ea. rc 6 /,c r--.c-r<co/ CGt2 c -e,• Ov, c es /S-4('-e /3 he necessary. •�� be of Loa. c/r CE/a i c e,rc ce.71 To AID L' 3 Tan/ 37t l e) A C,e4NE aN & z2 ST //VG Rill LS T2°VroG /r/Ehi /32// 5-roP AT .91/4eg 7- ✓Etn(A -l—: SvPPo �7 TITLE: 4/Eid T 7312 ,e/XL E HC/ PROJECT NO. 5)S7--) 4/C L/ PROJECT: fr/FC.q.- c <v C /'/1/E-E'P-- / A/C= �;� e7'po, T k_F_NIA./C,eTf/ - s6-347rz -E DATE ..e 0 Ag. DAT�2 /,99' REV. PAGE 8' OF /0 ENG.002.1.97 re-RAMIE tiJEL b Sze coif/NEC-I— S/05 ' y1: 9 .j- C/0 .v5.3 - r-N,A, CIO = o,ro341N !t y 64„_, 571/h , q' ) 0.23 k /r'n / in i' [Js� %a „ F. / /e-f kle (,/ Fes„ " (0.3)(70 = 3.7 L 4,' ,'nifr,pcw7 aJLLO/ Le: el, _ / % ' LJrd 2 SP c,'(10 ('4)2 „(3.7'` /,,) c'.23 Vin &K3 4, 4,, b< to. . ; 6,t/ I, TITLE: &EHJ 3r 821 DC-LE Cse/!NE -4.k't HO/ 5-7- PROJECT NO. 9F - PROJECT: M. EivCINEC 5 -'Pf'c vaj Ace/'✓ac.tyri H — SEg7TGE DATE F /z/ /8 REV. /z c_ DATE PAGE 9 OF 10 ENG.002.1.97 0 d 4 v i 0 4 6 L '9 TITLE: ,ij ) 31- 8,Z1 7, C GQstNE - 4,r0 -E HoiS%` PROJECT NO. - /yU'Y PROJECT: MFG. 4/ %v "C ?i/VC1 svppo i ,k v" v 7/t 777/ • SCI DATE d / /.7,4.,i, REV. ENG.002.1.97 DATE PA �/LLC 1'V• �g io GE OF io 10' A NCC lC WI 2 FcR ,9/31 LIT s•/ -r7 C APZy NEW 1..4.1x/ 4 W11- k 30 t5, 20' V-..131.4-- 2- O G '7 CLL1:t , A, LE" CC PE,VT 4, /TL OA/ kekc -2- d Frc.,1 Co,•1 ✓ei;n s`• c., ; ,-�/ lane la 1,11er; s, ke,•r rtt, Lr,� : „lec/ • G PI c %..,ps solb� 2 e 75 15 e occ • R•.6e eic. +f, �o ,bt tA.s e/ scc l4' ce2 c,•e/ : a iz /b re //' t . rc vea l `C cc 1`;c•r, $' L7af /P 'Y1+a'�' ke/- .c%rz�/ roe./ Or(� d/ L4 S /r1_ LC GlO/SG o. 74” J/iY/, CO/+ CAr0.C, 1,• II // C[•lppµ c, r 7 e 4.,,ps ' /7U hla rN ,•S Ow 4.- 7 &•.0 wti CccGi toll Le Ot f+"0 01 Lori vet. So. -6 /o 5 "1/ 1 oen C / hap r-, a D,.56 ✓"iCZ /2'/e..v,e, Pi oT /Kar1.ie,rrlart L7 e., r1 r.e,c• Cc,-1a. (VE;r,c %rcf KBK -z) ✓ • Ict,tc- - 2 ,,v; 11 be. c.ct e.; p1.G,.•6 , 4,- !,rte -ic /e c/ ae e • 3 sur1Qo(tS needed.— — ev: C cn/ eacl, 2. -Icy -+ d.., a tt.. v.,+'ca • S/�r,.rl • bk%t-. of kit4 -z j jMCCcic/Ocej o.cces- re,,yes- '. /5 fill,. To e-c. / Load c!o-rl // G /csryf ccHc/e,- /;cr-tp -I e 7 c/a (2r.C76 -r1 s = 375/t . 73ut C /a.1.1,) C4y.lotC.t tl y /S rated/ f f SCiQ lb. t. Use• Sao 1b. Load 4 2o °70 1W,,oaCL IS on Cy te-, ec( G t- 0r1 e c %1..• -1 �0 be ec..-n . Supp °C•t A. e. 1 case I • P = lb •2.(5co tb) _ . 3d.{ I6 . SASE 21 PI = ICU 16 + 262.) " = 27q Ib PZ = 275 lb t ,(zo' +2rz.')(!5 ptr) -- y /z) • Co3 5 )b ---� Alp e, rzzo I 6. Lc4c% ?C20 ;/7 pctJ t 76z /6) TITLE: NE J � jec, S 5 ,1644 E e. Brie VC,'z4 /L_ 5.; (A) Cc 211/4%EZ. PROJECT NO. `i' '8- N/O PROJECT: rl / -C G71./6 / t/6.7C C, SuPPC / ✓G%! =-r -f - 5c 01-11 L..E BY .- /EL DATE //3/2.? DATE g•Zl.y6/ REV. ENG.002.1.97 PAGE /_OF —Z GASEI: 114„„44c PG �i ( if (. -- (1 +4)) 5341 Ib(I0')(15') (11(25)Z `/(Z5 )2 ,303 /o .126 sue. / ' /7/0 /G 05" '-t 10')> /e. f- Aidc Asp 9 ,+.2 -i% Cow�%.r7e_ SG[Jcio t yc'.wC.�''c.JS LS /v /� T ✓�✓2��_) i,cr.rJ t e...1 clz.'t:L /'J[!r [.7 t✓ C ' E: G4 tG'J�[ cJ� O '241, e rJ[�Ja4-3'7 zA = `/ C Z - � ((� � --))= PA = / /4// 16 2 ed R.5_ 156 IL. 27,(15) (41(z5).7- - IO(25fro)) 1I(29)3 2.7g( /0) (z (z5); + 2 rz5)3 IC (2 5 rt to)) P - 1-2.,, - R = 2741 - l '-/l -1510 iI - Z3 // . 2GG L t`l c-7 5 7„�u e 1 �L [�� = Co3 5 (' ) - 2o(25 + zo) I . .l . rz5)7 23 = 4:15 (2 (1.5;1 - 5 (2 - - zn')) ° 599 )b z (z)3 RA = P - gG 635 - Ss l -• Sy9 It = - '-15 It • Cen9�l�GEl� REACT /on/.5- ,�q ! Y/ -' - 4/5 = 9& /6 12-8 = /SCv 4- 5'99 655 lb 2� = 723 + F>' / = 57 /b Pt 9[c (/0') = 96 U 14' ("±- M = 9C0(5,) - ,274/65') _ /7/0 MFZ = 5�(2v') - //4O /k lb' F-L--. - >C45G 1 G.ou ; /O /.G, Pt 1/3/ k./c F b = 12 c x ? (:: ) = 9.30 Ks F b � / • 3 = /• 3 °/ Kst: . rb 5 (1 Z ")(`1 3o) 38.10 at_ -to In avt.ea. Ka - 2. fro e/stt`) W IZ x 30 TITLE: 4/E C QO= S mf,k /5E /V/(/. , Tvt/ CC2i(/Ez-: PROJECT NO. /iva PROJECT: 4'FGe. EA/ 'VEC x-zi,kJC[ 5[.••.1=royz-r- DATE VI 3A e DATE � .11 -if. REV. PAGE 1— OF 1— ENG.002.1.97 * * * STAAD /Pro STAAD -III * * Revision 2.0 * * Proprietary Program of * * RESEARCH ENGINEERS, Inc. * * Date= AUG 21, 1998. * * Time= 11:20:26 * * * * USER ID: Authorized User * ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD SPACE AXLE HOIST CRANE RAIL CHECK 2. *. 3. 4. START JOB INFORMATION 5. JOB NAME MANUFACTURING ENGINEERING 'SUPPORT 6. JOB`CLIENT PACCAR - KENWORTH 7. JOB .N0 98 -1404 . 8. JOB PART NEW AXLE HOIST. 3T CRANE 9. JOB COMMENT CHECK EXIST. RAILS FOR NEW 3T CRANE 10. ENGINEER NAME NJC 11. ENGINEER 'DATE 18- AUG -98 12. END' JOB INFORMATION. 13. * 14. * 15. INPUT WIDTH 79 16. UNIT INCHES KIP 17. JOINT COORDINATES 18. 1 0.000 0.000 0..000 19. ' 2 108.000 0.000 0.000 20. 3 192.000 "0.000' .0.000. 21. 4 300.000. , 0.000. . 0.000 22: 5 408.000 0.000 0.000 23. 6 492.000 0.000 0.000 24. 7 600.000 0:000' 0.000 25. 8 708.000 0.000': 0:000 26. 9 792.000' 0.000 0:000. 27. 10 900.000 0.000 . 0.000. 28. '.11 1008.000 0.000 0.000 29. 12, 1092 000 : 0:. 000 0.000' 30. 13' 1200.000 0.000 0 :000 31.. 14 1308.000 0.000" .0.000 32. 15 1392.000 0..000 '0.000 33. 16 1500.000 0.000, 0000 34. 17 ' 1608.000 0.000 0.000. 35. 18 1692:000 0.000 0.000 '.; 36. 19 . 18.00.000 0.000 .0.000. 37. MEMBER INCIDENCES 38. 1 • 1' 39. 2 2 40. 41. PAGE NO. 1 AXLE HOIST CRANE RAIL CHECK * 42. 5 5 6 43. 6 6 7 44. 7 7 8 45. 8 8 9 46. 9 9 10 47: 10 10 48. 11 .11. 49. 12 12 50. 13 13 51. 14 14 52. 15 15 53. 16 . 16 54'. 17 17 55. 18 18 56. 57..* 58. MEMBER. PROPERTY AMERICAN 59, 1 TO 18 TABLE'ST S12X31 60 61 62. CONSTANTS 63 E'.29000'MEMB 1.TO'1'8 64. POISSON 0.3 MEMB 1/TO 65. DENSITY 0 :000283 MEMB ALPHA .6.5E'-006: MEMB 1 67. 68. 69. SUPPORTS 70. 1 4 .7, 10-13 71: 2 3 5 6 8 9 72. 73. * 74 . LOAD.1 :.DEAD LOAD 75. SELFWEIGHT.Y =]: 78•. LOAD 2. NEW CRANE' AT 79..MEMBER LOAD . .80. 11 CON GY -9 :23 42: 81..* 82. * 83. LOAD :3 EXIST CRANE AT 84, JOINT LOAD 85. 12" FY -9.57 86. 12 FZ 0.23 87..* 88. * 89. LOAD 4 EXIST CRANE AT 90. MEMBER LOAD 91. 12 CON GY -9.57 54 92. 12 CON GZ.0 :23 54 93. 94. *' 95. LOAD 5 EXIST CRANE AT 96. JOINT.LOAD ,' 97. 13 FY 9.57 11 12 13 14 15. 16 17 18 19 18 1 TO 18 TO 18 16. 19 PINNED 11. 12.14.1517. 18'FIXED BUT FZ MX MY MZ EXISTING STOPS. 9'. FROM'.COLUMN LINE 3 4.5' FROM COL LINE 3 COL•LINE 3 -- PAGE NO. 2 AXLE HOIST CRANE, RAIL CHECK 98. 13 FZ 0.23 99: * 100. 101. LOAD 6 EXIST CRANE. AT4..5' 102. MEMBER LOAD 103. 13 CON GY" -9.57 54 104, 13•CON GZ 0.23 54 105. *: 106. 107. 108. 109: 110 111. 112. 113. 114. 115. 116. 117. 118. 119: 120. 121: 122. 123. 124. 125. .126. 127. 128. 129. 130. 131. 132:. 133. 134. 135. 136: 137, 138. 139: 140. 141. 142. 143. 144. 145. 146. 147. 148. 149. 150. 151. 152. 153. * LOAD .7.'EXIST CRANE AT 9' PAST COL 3 JOINT LOAD 14.FY -9.57 14.FZ 0.23 LOAD 8 EXIST CRANE AT MEMBER LOAD 14 CON GY -9.57 42 14 CON GZ 0.23. ;42 -- PAGE NO. 12.5' PAST COL 3 *. LOAD`'9 EXIST CRANE AT 20.5' PAST COL 3. MEMBER LOAD 1'5 CON GY - 9.57,54 15. CON GZ 0.23 54. * LOAD.'10.EXIST CRANE AT 12'.5' PAST COL 2 MEMBER `LOAD .." 17.CONGY` -9.57 42' 17 CON GZ.0..23 42..• * LOAD COMB 100 DL +. NEW .CRANE(3 -12.5) + OLD CRANE(3 -9) 1: 1 2 1 ..3 . 1. LOAD COMB 101 DL + NEW CRANE(3- 12.5)' "± OLD CRANE(3 -4.5)` 1.12141 LOAD COMB 102: DL + NEW CRANE (3 -12 5): ± OLD CRANE (3 -,0) 1" 1. 2 . 1 5.'1. LOAD COMB 103 DL + NEW CRANE(3 -12.5) +.OLD .CRANE (2 -20:5) 1 1 2: 1 .6 '1. LOAD COMB: ",104 DL. +' NEW .CRANE(3- 12.5) + OLD CRANE(2 -16)_ 1 1 2. 1 7.1 * LOAD COMB 105 DL + NEW CRANE(3- 12. :5).+ OLD CRANE(2- 12'.5) 1" 1 2 AXLE HOIST CRANE RAIL CHECK * 154. - -. PAGE NO. 4 155. LOAD COMB 106 DL + NEW CRANE(3 -12.5) + OLD CRANE(2 -4.5) 156. 1 1 2 1 9 1 157. 158. 159. LOAD COMB 107 DL + NEW CRANE(3 -12.5) + OLD CRANE(1 -12.5) 160. 1 1 2 1 10 1 161. 162. 163. PERFORM ANALYSIS P R O B L E M S T A T I S T I C S . NUMBER OF JOINTS /MEMBER +ELEMENTS /SUPPORTS = 19/ 18/ 19 ORIGINAL /FINAL BAND -WIDTH = 1/ 3. TOTAL PRIMARY LOAD CASES = 10, TOTAL DEGREES OF FREEDOM = 69 SIZE OF STIFFNESS MATRIX = 552 DOUBLE PREC. WORDS REQRD /AVAIL. DISK SPACE = 12.04/ 1140.3 MB, EXMEM = 1140.8 MB ++ Processing Element. Stiffness Matrix. ++ Processing Global Stiffness Matrix. ++ Processing Triangular Factorization. 11:20:28 11:20:29 11:20:29 ** *WARNING - IMPROPER LOAD WILL CAUSE INSTABILITY AT JOINT 19. DIRECTION = MX PROBABLE CAUSE MODELING PROBLEM 0.000E +00 ++ Calculating Joint Displacements. 11:20:29 ++ Calculating Member Forces. 11:20:29 164. LOAD LIST 100 TO 107 165. PRINT MEMBER FORCES ALL 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 MOM -Y MOM -Z 1 100 ' 1 0.00 0.12 0.00 0.00 0.00 0.00 2 0.00. 0.17 0.00 0.00 -0.10 -2.72 101 1 0.00 0.12 0.00 0.00 0.00 0.00 2 0.00 0:17 0.00 0.00 -0.05 -2:72 102 1 0:00 '.0 12 .0.00 0.00 0:00 0. "00 2.: 0.00 0717 0700 0:00 0 :00 2:.72. 103: 1 0.00 0 :12 0.00 0:'00 0:'00 0:00 • 2 0..00 0.17; 0:00, 0.00 0:03 2."72 104 . 1 0:.00 0:12 .' 0:00 0.00 0.00 0:00... 0..00 0.17' 0.00 . 0:.00 0 :04" 2 ::72 105.::; 1 0 :00: 0 :,12. 0: 00 0..00 ..0.00 0.:00• :•. 0 .:00 0.17 •. . "0.00..,, 0":,00 : 0. :.04 2.72 106" 1 .:o. oo 0'. 12,` .: 0: 00.: 0.00. 0:00 " 0.`:00. `. 2. 0:00: 0.17 0:00. 0.'00 '0:.01 -2:72 0..00` 0:.;12 •0.00. 0;.00 0.00 :. 0..00:..: 2 .. A_ 00 0,.17 '0',00 0;o0 -.0 : 01 - 2:72.. 2 2 10.7' 1 100 2 0.00 0.12. 0.00 0.00 0.10 3 0.00 0.10 0•.00 0.00 .70.18. 101 2`` 0.00 0.12: .0.00: 0.00 0.05 • 3 0.00 0,10 0.00-. 0.00 102 2 0.00. 0.12 0.00, 0.00 0 .00. 3.: 0.00 0.10 0.00 0.00 0.00, 103. 2 .0.00 . 0 :12 0,.00 0.00 -0.03 3 0:00 0.10 0.00 0..00 ,0 .05 104 2 • 0.00'` 0.12 ;0.00 0 :00 -0 :04 :.. 3;.. 0.00 0.10 0.00 0.00 '.. 0.07, 105 2 0.00 0.12 0'.00 0 .00 0.04..: 3 0.00. 0.10. 0.00 0.00 106 2 0".00 ` 0..12 '"0.00 0.00 .-0.01: 3 0..00 0.10'., 0 :00 0.00 0.02 2 0.00 0.12 0.00 0 :00 0..01 ... 3. 0.00 0.10 0.00 0..00 0.02,.: 100 101 102 0.00 0.13 0.00 0.,00 0.18.; 4 '.0.00 .� .0.15. 0.00 -0:28.... 3 0.00 0.13 ' ' 0`.00 0.00 0.09. 4 0..00 0.15 ' 0.00.. 0..00 - 0.14- 3 0.00 0.13 0.00 0.00 0.00 4 0.00 0.15... 0.00 0.00 0.00_ 103 3 0.00 0.13'' ,0..00 0.00 0.05., 4 :0.00 .0.15 0.00 0.00 0.08,. 3 0.00 ,0 .13 .. .. 0:.00 0.'00 . -0.07 4 : 0.00 ' `0:15 0.00 0.00 107 104 2.72 2.72 -1.83 2.72 - 1 :83..: •' 2.72.: .' - 1 :83'., 2:72 .. -1.83 ... . 2.72 - 1.83 2:72. .` - 1 : 83` 1'.83 -2.87 ..83.:. 2.87 1.83 1.`83 2'8.7 AXLE HOIST CRANE RAIL CHECK * MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH - PAGE NO. MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 105 3 0.00 0.13 0.00 0.00 -0.06 1.83 4 0.00 0.15 0.00 0.00 0.10 -2.87 106 3 0.00 0.13 0.00 0.00 -0.02 1.83 4 0.00 0.15 0..00 0.00 0.04 -2.87 107. 3 0.00 0.13 0.00. 0.00 0.02 1.83 0:00: 0.15 0.00 0.00 -0 ".03 - 2.87.. 0.00 0.15 0.00 0.00 0.13 0.00 0.00 0.15 0.00 0.00 .0.13. 0.00, .0.00.. 0.15 0:00 0.00. 0.13 0.00 0 :0.0 : 0.15: :.' 0..00 ' 0.00 . 0.13 0..00.. 0..00 0:15 0.00 0:00 0.13 0.00..: 0.00 ' 0.15. 0.00 0.00 0.13.. - 0.00 .0.15•. 0'.00 0.00 0.13.: 0':00 0.00 0..15 . 0.00 0.00 ' 0. :13 0 :00 0:00 0.11 0:00 0.'00 0.11 0.00 0.00 ' '0 .11 0.00 0 :00 0.11 0:00 0.00 0.11` 0.0.0 0.00 '. 0.11 0.00` 0..00 :0.11 0.00 :0.00: 0.11 '0.00: .. 0:00.. 0 :11 . .: 0.00: 0:00 0:11 0.00 0.00 0..11 0.00..,. 0.00.: 0 :.11 0.00 0.00 0.11 0 :00:. 0.00 0.11 0:00; 0:00 0.11 0.00, 0:00` 0.11 0.00 0.00 0.13 0.00 0.00:'. 0. 15 0.00 0.00 0.13 ; 0:00 .... 0:00. 0.15 • 0:00 0 .13. 0:00:. 0.00 0.15' 0 :00.:. 107 .4 100 101 102 6 103. 5 6 104 5 6.. 106 5 6. 107. 5 6 100. 101: 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 :6;00 0.00 0.00 ,0:00 0.28 0.23 0.14 0.2.1 .: :. 0.00 0:00.. - 0.08', - 0`.06 0.11: - 0.08 - 0.10 -0.08 - 0.04_' - 0. 03. :.. 0.03 0.03 . :. 0 :23`. 0.62: - 0.11. 0.30 0.00 0.00.:. 0.06. -0.17 :...0.08 .. - 0.23, 0..08 -0.22 0:03 -0 .08 - 0.03: 0.07. 0:62 1:13 -0.30 0..54 '. :. 0.00..;:: 0.0,0.- 2.87. - 1.98 2.87 - 1.97 2.87; - 1.98 2.87 - 1.98 2.'87 , -1.98 2.87' 2:87,. - 1.98 2:87:, - 1.98. 1. "98 1.97 -1:95 1:94.. 1:98: :. 1.93; 1.9.8. 1:98' 1.98.. -1.94 1.98 =1.94 . -3.00' =3..00 AXLE HOIST CRANE RAIL CHECK MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH -- PAGE NO. MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 103 6 0.00 7 0.00 104 6 0.00. 7 0.00 105 6 0.00 7 0.00 106 6 0.00 7 0.00 107 6 0.00 0.00 100 7 0.00 0.00. 101 7 0:00 0.00 102 7 0..00 0:00 103 7 0.00. 8 0.00 104 7 0.00 8. 0.00 105 7 0.00 8 0.00. 106 7 0.00 8 0.00 107 7 0.00 0.00 8 100 8 0.00.. 9 0.00 101 8 0.00 9. 0.00 102 8 ' 0.00, 9 0.00 103 8 0.00. 9 0 :00 104 8 0 :00.' 9 0.00 105 8 0.00. 9 0.00 106 . 8 0.00 9 0.00. 107 8 0.00.. 0.00 9 100 10 0 :00 0.13 0.00 0.00 0.17 0.15 0.00 0.00 -0.32 0.13 0.00 0.00 0.23 0.15 0.00 0.00 -0.42 0.13 0.00 0.00 . 0.22 0.15. 0.00 0.00 -0.40 0.13 0.00 , 0.00 0.08. 0.15 0.00 . 0.00 -0.15 0.13 0.00 0.00 - 0.07 • 0.15 0.00 0..00 0.13 1.93 -3.01 1.94 -3.00 1.94 -3.00 . 1.94 -3.00' 1.94. " -3.00 0.16 0.02 0:00 1.13 3.00 0...13 -0.02 0.00 0.16 0.01 0.00. 0.54; 2.95'. 0.13. 0.01. 0.00 0:.39'. - 1.53'. 0.16 0.00. 0:00 0.00 3.00 0.13 0..00 0.00 0.00 1 .31... 0.16 0..01 0.00 0:32. 3.01 0.13.. 0.01 0.00. 0.16 -0.01 0.00. 0:42 3.00. 0.13 0.01 0.00 0:.30 -1 :31 0.16:. -0.01 0.00. 0:40`, 3.00 0.13 0.01 0.00 0.28. 1:32 0.16 0.00 0.00. 0..15 3:00 0.13:. 0.00 0.00 0..11 1:31 0:16 '. 0.00 0.00. 0:13, 3:00 0.13 0.00:'. 0.00 -0.09 1 :31; 0..06 0.02. 0.00 0.80, 1.;31; 0.16 0 ".02' 0.00 -2.30 5:34 0.08. 0..01 0.00 0.39 1'53' 0.14 . -0.01 0.00 -1 :11 - 4.26`:. 0.06 .0.00 0 00: . ` . ,.;.0.00 .1:31' 6.16_ 0.00'': 0.00' 0.00 5.34.''` 0.06 • -0.01 0.00 -0.23 0.16 . 0.01 0.00 0 :65: - 5.59.:::' 0.06 -0.01 0.00 -0.30 '. 1.31.:. 0.16 0.01 - 0.00". 0.86., 5.34 ":.' 0.06 -0.01 0.00 0'.28 1.32 0.16. 0.01 0.00. 0.81 -5.29 0 06' 0.00 0.00 72.11. 1 :31•:;:. 0.16 0.00...: 0.00 0.31 0.06 0.00 0.00 0.09 1.31"'"; 0.16 ;0.00 " 0.00 -0 27 -5.34 0.29 0.00 0.02' -0.0,2 0;00. 4:23 5.34 10 ..0 8 1 4 AXLE HOIST CRANE RAIL CHECK MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH -- PAGE NO. MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 103 6 0.00 0.13 0.00 0.00 7 0.00 0.15 0.00. 0.00 104 6 0.00 0.13 0.00 0.00 7 0.00 0:15 0.00 0.00 105. 6. 0.00 0.13 0.00 0.00 7 0.00 0.15 0.00 0.00 106'. 6' 0.00 0.13 0.00 0.00 0.00 0.15.. 0.00 0.00 107 6 0.00 0.13 0:00 0.00. 0..00 0.15. 0.00:. 0 :00 7 100 101 102 103 104 105 106 107 0,.00.. 0. 00 0..00 0.00 0 :00. 0.60 0..00 0.00 0 .00. 0 "00. 0.00 0.00 .0:00... 0.00 0.00" 0 .00 100 8 0.00 0.00 101 8 0.00 9" 0.00 102 8 . 0.00 9 0.00 103 8:..:.. 0.00 9 0.00 104 8 0.00 9 0.00 105 8 , :0.00 9 0..00 106. .8 0.00 0.00 0.00 0.00 107 9 100 9 .. 9,. 10 0.00'. 0.16 0.02: 0.13 -0.02 0.16 0.01 0.13 -0.01 0.16. 0.00 0.13 .0.00 0.16' : -0:01 0.13 0.01 0.16.'. '- 0.01 0.13 0.01' 0.16 0.13' 0.16 0.13. 0.16 0.13 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 0:06. 0.02 0.00. 0:16 0.02 0.00 0:08. 0.01::..... 0:.00 ;. 0' :14' " : -0.01 0.00 0 .'06 • 0.16 ..: 0.06.: 0.16 0.06 0' :16 0.06 0 :16 0.06 0 0 :06 0.16. 0.29 0,: 0 0 0.00 0.00 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 0.02 0.00 :0.06 ... • 0.17 -0.32 0.23 -0.42 0,.22 0.40 0.08 -0.15" 0.07" 0.13 1.13 0:39_ 0.00 0.32: 0 :42. 0.30. 0.40. .. 0.28. 0 15 0..11 0 .13 -0.09: 0.80• 0.'39' - l.11.. o.00s. ... 0.65 0.30: 0.86: 0.81 0..09. .. 0.27. 1.93 -3.01. 1.94 -3.00 1.94 3.00" 1.94 -3.00 1 94' - 3.00 :3.00 ,2 ;95 - 1.53._': :3.00 - 1.3.1. 3 : :01` -1.27 3.00 1 :31 -1 .▪ '32 3.00 -1:31 3.00 - 1.31. . 1.31 34 .53 5.34 :" 1:2.7:` -5 59 1.31 5.34. 1.32: -5.29' 1.▪ 31.. 5'.'34 .. 5;34: 0.08 AXLE HOIST CRANE RAIL CHECK MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH -- PAGE NO.: MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 101 9 0.00 0.24 0.01 0.00 1.11 4.26 10 0.00 0.05 -0.01 0.00 -2.04 5.94 102 9_ 0.00 0.29 0.00 0.00 0.00 5.34 10 0.00 0.00 0.00 0.00 0.00 10 :08 103 9 0:00 0.30 -0.01 0.00 -0.65 5.59 10 0.00 -0.01 0.01 0.00. 1.19 11..04 104 9.. 0:00.. 0.29 0.01 0:00 -0.86 5.34 10 0':00: 0.00 0.01 0.00 1.59 10.08 9 0.00 0.28 -0.01 0.00 0.81 5:29. 10 0 :00. 0..00 ".. 0.01 0:00. 1.49 9:91 106 9 0.00 0 :29 0.00 0.00 0.31 5.35 10 0.00', 0.00 0.00 0.00 0.57 10:13 0:00 0.29 0.00 0.00. 0.27 5.34 10 0.00 0:00 0.00 0..00 0.50` 10.08.: 10. 10 0.00 -0 :47 0:: "08.: 11 0.00. 0.76 0.08 107 100 101 102 103 104 .. 105 106' 10. 0.0(1 11 0.00. 0.56 0.03 10 0.00. -0. 47 0.0.0 11 0. 00 0.76 0.00 10 0..00 -0.52 0.02 11 0.00: 0.80' 0 :02_, 10. 0.00 -0.47 0.03 11 0..00 0.76 -0.03 10; 0.00 -0.46 0 :02 11 0 :00` 0.75 10 0.00• , 0.47 11 0:00 0 :76: -0.01 107 10 .: 0.00. :-0.47 0.01: 11 0.00 -... 0 :76. 0.01 11 0. "00 4.73 - 0.08.. 12 0.00 4.73..: 0 :08. 101 11 , 0.00 3.47 -0.03 12• 0.00. .5.98:'. 0.03 102 11 0:00 4.73 0:00 12 .0.00 4.73" 0.00 103 11 0..00 5.02 0.02 12 0 :00 4:44 -0.02 104 11 .0.00 4.73 0.03 12 0.00 4.73 0:03 105 11 0.00 4.68 0;.02 12 0.00 4.78' -0.02 106 11 0.00 4.74 0.01 12 0:00.. 4..71: - 0:01.: •; 107 11 0.00. 4.73. 0.01. 12 0:00 4.73 0.01: 0.00 4.23; 10.'08: 0..00 4.14 56:.07• 0.00 2..04. 0.00 1.58• - 38.74 0.00. 0 :00 10.08 0.00 0.00• 56..07 0.00 - 1.19 - 11, :04 0.00. -0.84 60.09 0.00 -1..59- 0.00 - 1..12' 56.07 0.00 . -1.49 • -9.91 0.00 1.05 55.38 '0.00 0.57: -10.13 0.00. 0.40 56.28: . 0.00 0.50 - 10 :.08 , .: 0.00 0.35'.. .35' 56.08 : 0.00 4'.14 56.07 0.00 10.65 - 56.07. 0.00 -1.58 38.74 0.00 4.40 -143.97 0.00. 0.00 56.07 0.00 0.00'. -56.07 0.00 0.84. 60.09 -2.42 -35.66 0.00 1.12 56.07 0.00 -3.23 -56.07 0.00 1.05:; 55.38 0.00 3.03 -59.55 0.00 0.40'; 56.28 0.00 1.15 -54.99 0.00 0.35 56 :.08; 0.00 1.'01 -56.03 C 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 MOM -Y MOM -Z 12 100 12 0.00 0.76 0.15 0.00 - 10.65 56.07 13 0:00 -0.47 -0.15 .0.00 -5.82 10.08 101. 12 0.00 5.63. -0.03 0.00 -4.40 143.97 13 0.00 4:23 -0.20 0.00 -4.40 -68.39 102 12 0.,00 0.76 :'0.00. 0.00 ' 0.00. 56.07 13 0.00 0.,47 0:00: 0..00 0 :00 10' :08 103:-. 12 0.00. 0.16 : 0:02 0:00 2'.42 35 :66, '.13 0:00,.: 0.45 - 0,02.:,.. 0.00 4.46 =68'.39 104 12 0.00. .0:76. 0.03 0:00 3 :23 ,56.07 13 0.00. - 0.47`, -0 03 0.00 5 :93 10: 08. 105 12': 0.00.. 0.91'. .' 0.02 .` .. 0.00 • -- .;3.03 59 :,55 :13 ,0.`00 :70.63.. 0.02. 0.00. -5:57 '23.47 106 . 12 0 :00 0.71 0.01 0.00, 1.:15. .54.99.. 13:..... 0.00 .. -0.42: - 0.01:: 0..00 -:2.12 5794 107:::. .` 12.: : 0.00 0.•75: `. - 0 :01' :0;00 -1. :01; :; 56 :03 13 . 0.'00 0:47: :0 :01 0.00 .:.1 :86' 9.91 '13 100 13 14'. :14 • 14. 103 13 14 • 13, 14 105 •13 14:. 106 "13 14 107 13: . 101 14 100 101 102 103 104 105 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 14 0.00 15 0.00 14 0.00. 15 0.00 14 0.00 15 0.00. 14 ' 0.00 15 0.00'• . 14. 15. . 0.00; 14 ` 0..,.00 0 :00 0:00 •`0 :29 . 0 :92 =0.63 0..00'. 0.29. - 0'.02 0.02 - 0.02 0.02' 0 :00 0 :00... 4 :70 5.16 , -0.03 •0 :00. -0 :15 0.29 _ 0: 64 .. • 0.'93'. 0.20. :0 :09 0.28 0.16' 0.06 0.13 0.35 0.. 16... 0.06. 1.41 -1.19 0.16` 0.06 4 94' 4.85. 0.15 -0.12 0.12 0.03... 0.03 0.03_ - 0 Al. . - 0.02:. 0.02 - 0.02 0.02.: 0.00 0:00..'. 0.03 - 0 :03,.;. 0:08,. 0:08: 0.12 -0:.11 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 5.82 73;20 4.. 40:, -2.42' :0.00. 0..00 4.46: :5.93 10..69 5,57- 7.03 1:.64 -1.86 :3.20' -1.17 2:.42 -0 :88 0.00 -4 :41, 1. :.66. -10.69 4.30, 7.03 7 `17 - 10.08.. 5.334 68,9 15.07 _5 34 68.'39 93.24 -10.08 :. 23.47 61: 42 .: 5.:94: 11.99 .=4 :64:. 5 :.34 .. - 1:31.. 15.07.. 5.34: 93.24 -1.31 61:42"' 57.:39 '. (; AXLE HOIST CRANE RAIL CHECK MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH -- PAGE NO. 10' MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 106 14 0.00 -1.09 -0.03 0.00 -1.64 - 11.99 .15 0.00 1.32 0.03 0.00 4.56 ' -89.21 107 14 0.00 , 0.11 . 0.03 0.00 ' 1.31 4.64 15 0.00 0.11 ' -0.03 ' 0.00 -3.77. -4.83. 15 100. 15 ' . 0.00 0.13 -0.02 16 0.00 0.16 0.02 101 15 0 :00 0.17 -0.02 16 0.00 0.11 0.02 102 15 0.00 0.13 .' 0.00 16 0.00 0:16... 0.00 103 15 ..: 0.'.00 0.07. 0..03 16 0.00. 0.36 0.03.. 104 15 0 :00 0:13 0.08` 16. 0:00 0.16. 0.08 105 15 0.00 0.77` 0.11 16. 0.00 -0.48 -0.11 106 15 0.00::: 5:00 _0.03 16'. 0.00 4:86':. -0.20. 107 15 0.00.': 0.29 0.03 16 , .. .. 0.00.:: ....:.0..00 -0.03• 16 100 16 0.00 17 0.00 :. 101 : 16 • 0.00: 17 0.00. 102 16 0.00: 17... 0.00 103 16 0.00 17 0.00 104 16 ' 0.00 17 0.00 105 .16 0.00 17. 0.00 106 16 0.00 0..00 17 107 16 17 0.00 0.00. 17 100 17 0.00 18 0.00 101 17 0.00',: 18 0.00; 102 17 0.00 18. :. .. 0.00. 103 17. 0.00. 18 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 1.17 1.45 0.88 1.10 0.00 0.00 1.66: - 1.89., 4.30 3.92 - 7.17 - 5.08 - 4.56` - 4.10 3.. 7 7. 6.93. 1.31 -3.03, 5.33 - 2.07 1.31': -3.03' - 16.03 -7.17 .: 1.31 - 3.03 57.39 10.36 89.`:21' .- 81.49 4.83 10.52 0.15 0.00 0.00 -1.45 3.03. 0..13: 0.00.: 0.00 0.93 1.79.. 0.14 0.00' 0.00 -1:10 2.07. 0.14. :, .. 0.00 0.00 . 0..70. _2..04 '. 0 :15 . 0.00..... 0.00. 0..00 3.03.: 0.13. 0:00 0.00 0:00 1.79 -0.01 0`.00 1`.89 7.17 0.08: 0,.01. 0.00 1..21 _0.,,72 0.,15 -0.01 ,0:00 392. 3.03 0 .13: 0:01 0.00 -2:51 1.79 0 :00'. -0.02: 0 :00 5.08 - 10.:36 0.29: 0.02 0:0.0 -3.25 5.26 1.07 -0.01. 0.00. 4.10' 81:49 -0.78 0.01 0.00 - 2`.63 18.57 0 :50 -0.14 0.00 6.93 0:78 0.14 0.00 7'.9 8 58.56.: 0.10 0.12. :. 0.10 0.12 0.12 ..,,: 0:14 0 :00 0:00 0.00 -0..:93,,,,. 1..79.. 0.52 2..2 ..7 2:.!0,4.::::. 0;.40'.....:.. 2. 6 8 .•'•'; 0.;00 1.79 ` 0;. 0.0 2.:72 1.21 0.72 :` • -0.68 4 AXLE HOIST CRANE RAIL CHECK -- PAGE NO. 11 * MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- KIP INCH MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 104 17 0.00 0.10 -0.01 . 0.00. 2.51 1.79 18 0.00 0.12 0.01 0.00 -1.41 -2.72 105 17 0.00 0.15 -0.02 0.00 3.25 5.26 18 0.00 0.07 0:02 . 0.00 -1.83 -2.08 ' 106 17 0.00 70.19 -0.01 0.00 • 2.63 -18.57 .18 0.00 0.41. 0.00 -1.48 -6.50 107 17 0.00' 4.93 -0.14 0.00 7.98 '58.56 18 0.00 • 4.86 0.09 0 :00 9.92 . -55.33 18 100 .18 0.00 0:17. .19 ',0'.00 101 18 0.00... 0.17.. 19 ' 0.00. 0:12 .. 102 '18 0..00 0..17 :19 0:-.00: 0 12 103:', 18' 0 :00 0:17 19 0.00 0 :12 104 1S,', 0.00 0 :17 .19 0:00' .0.12 105 •18 .. 0.00. '0 :16 19 0.00. 0.12 106 18 0.00 0.20 .19 0 :00 '' ': 0.08 107 18 0' :00' 0.66 19 ' ,'0 :00 -.0.37 0.00 • 0 :00 .0.00. 0.00 0 :00 0..00 -0.01 0.01 0.01.. - 0.02 0.02 - 0.,01 0.01 0.09 -0:09 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 * * * * * * * * * * * * * *.END.OF.LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 166. PRINT SUPPORT'REACTION 0.52 0 ..00 ..,. 0.40 0.00.. :.. .9 00 0.:00 0.00 0.00 1.83' 0 :00., 148 -9.92 0:00 2.72 0.0.0 2.68 0.00' 2.72 0.00 2.92 0.00 • 2.72`. 0.00 .. 2.08, 0 :00i 6.50 0.00 55.33 0.00 V I t AXLE HOIST CRANE RAIL CHECK -- PAGE NO. 12 SUPPORT REACTIONS. -UNIT KIP INCH STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X" .FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 100 0.00 0.12 0.00 0.00 0.00 0.00 101 0.00 0.12 0.00 0.00 0.00 0.00 102 0.00 0.12 0.00 0.00 0.00 0.00 103 0.00 0.12 0.00 0.00 0.00 0.00 104 0 :00 .0.12 0.00 0.00 0.00 0.00. 105 0.00 0.12 0 .00 0.00 0.00 0.00 106 0.00 0.12 0.00 0.00 . 0.00 0.00 107 0.00 0.12 0.00 0.00. 0.00 0.00 :: 4 100 0.00 0.30 0.01. 0.00 0.00 0.00 101 0.00 0.30. :. :..:0.00 0..00 :' 0.00 - . 0.00 102 0.00" 0 :30 : 6.00 0.00 0.00 0.00 103 0.00 0.30 0.00 0.00 0.00. 0.0.0 104. 0.00 0 :30 0.00. •0.00. 0.00.. 0.00 105 0.00 x'0.30 0.00. 0.00 0:;00 0.00 106.. 0.00 .;. 0.30 0.00 0.00.. 0.00 0.00 107 0 .00- . 0.30`... 0.00: 0.00 : 0 :00 0.00 7 100. 0.00. 6.31' . 0.02:" 0.'00. 0.00 0.00. 101 0 :00 0.31 0.01 0.00..: 0.00. 0.00 102 ;; 0.00 0.31' 0.00 0.00. 0.Q0 0.00'. 103 0 00 :, . 0.31 -0.01 0.0.0 0.00 0.00 104 0.00 0.31 0.01 0.00 0.00 0.00 105 , .. 0.00. 0,.31 , -0.01 0.00. - ..0.00'.:. 0.00 :. 106 . 0.00 0.31 0.00 0.00 0.:00 0.00 107 0.00.;; 0.31 0 :00 0.00' 0.00. 0.00 10 100. 0.00 -0.47 -0.10 0.00 0.00 - 0.00 101;•,.. 0.00 -0.22 . . -0 :04 ` 0.00 0.00 0.00 102. 0.0.0 0 :47 :0.00 0 ".00 0.00 0:60 103. `0..00 0.'53 0.02 0.00 0.00. 0.00 `. 104 0.00".;, 0'.47 .. 0.03 0.00 0.00 0.00,. 105 0.00' -0.46 0.03 '0.00 0.00 .0 :00. 106 0.00 -0.47 0.01. 0.00 0.00 0.00, 107 0.00 -0.47 0.01 :0.00 0.00 0.00.:.: 13 100 0.00 ' 0.47 0.18 0.00 0:00 ..0.00, 101 0.00 ..' 5.14 -0.21 0.00.. 0 :00 0.00, 102 0.00 9.10': : -0.23 0.00 0'.00. ,0.00:. 103 '0.00`. 5.14 :0.22 '0.00 :' 0.00 0.00: 104 0.00 = 0 .47.` 0.18 0.00 0.00 0.00 105 0.00 -1.27 0.14' 0.00 0.00 '0.00 106 0.00 -9.22 0.04 0.00:..' 0.00 0.00 107 0.00 -0,.46 0.04 0.00` : 0.00 :: 0.00 16 , 100 0.00 0.31, 0.03 0 :'00 0.00 0..00 101'. 0.00 0..26 0."02 0..00 0 .00.. :0.00: 102 0.00 0.31 0.00 0.00 0.00 0.00 .. 103 0.00 0.56 -0.04 0 :00 0.00 0:.00, 104 0.00 0.31 -:0.09-' 0.00.. 0.00 0.00 105 0.00 0.49' -0..13 • :.. 0:00.. ..` 0.00 106 0.00 .5.93 -0.21 .0.00 0.00 0.00 107 0.00 -0.50 - 0.17 0.00 0.00 0'.00 AXLE HOIST CRANE RAIL CHECK -- PAGE NO. 13 SUPPORT REACTIONS -UNIT KIP INCH STRUCTURE TYPE = SPACE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 19 100 0.00 0.12 0.00 0.00 0.00 0.00 101 0.00 0.12 0.00 0.00 0.00 0.00 102 0.00 0.12 0.00 0.00 0.00 0.00 103 0.00 0.12 0.01 0.00 0.00 0.00 104 0.00 0.12 0.01. 0.00 0.00 0.00 105 0.00 0.12 0.02 0.00 0.00 0.00. 106 0.00. 0.08. 0.01 0.00 , 0.00 0.00 107 0.00 0.37 0.09' 0.00 0.00 0.00 2 100, 0.29 0.00 0.00. 0.00" 0.00 101. 0.00 0.29 0.00 0.00. 0.00 0.00" 102 0.:00 0.29. 0:.00 .0.00 0 :00 0.00 103.. 0.00 0.29 0.00... 0.00. 0.00 0.00 104;• 0.00 0.29 0.00 0.00 0.00 0.00 105 :.. •0.00 0.29 0.00 : 0.00. 0.00 0.00 0'.00 0,.29,. 0.00. ,0.00 .0.00 .. 0.00 107 0.00 0.29 0.00 0.00 0.00: 0.00 3 100 .: 0.00 0.23 0.00 0.00 0.00 0.00 101 0.00". 0 .23 ," 0.00. 0.00 0.00 0.00 102 0.00 0.23 . 0.00 0.00 0.00 0.00 103. 0:00% : 0.23 0.00 0..00 0 .00 :: 0.00 :. 104 0.00 0.23. 0 :00 0.00 0.00 0.00 105 0.,00,:,: 0.23 0.00 .0.00 0.00 0.00. 106 0.00 0.23 0.00: 0.00 0..00 0.00 107' 0.23 0.00 0'.00 0.00 0.00 100 0.00 .0.25 0.00 0.00 0..00 0.00 101 . 0.00 0.25 .0.00 0 .00 0.00 102 0.00 0.25 0.00 0.00 0.00 103 0.00.. 0.25 0.00 0.00... 0.00 0.00 104 0.00 0.25 0.00 0.00 0.00 0.00 105 .. : 0.00 0.25 0.00. 0.00. 0.00 0:00 106 0'.00 " . 0.25. 0.00. 0.00 0.00 0.00 107 "0.00 0.25'. 0.00 0;.00 0.00 0.00 100 0.00 0.24 :. 0.00: 0.00 0.00 0.00 101 0.00 0.24 0.00 0.00 0 :00 0..00 102 0.00 0.24 0.00 0.00 0.00 0.00.?;.. 103 0.00 0.24 0.00 ;0.00 0.00 .. 0.00 0.00 ` ` 0'.24 0.00 . 0'.'00. 0 00. 105. , 0.00 0.24 ,. 0.00. 0.00. . .: 0.00 0'.00 106 0:,00 0.24 0.00 0.00 0.00 0.00, 107 0.00 -0.24 0.00. :0.00 .0.00 0.00` 100. 0.00. 0.19 . 0 00 .0.00 0.:00 0.00 101 0.00 0.21 0 00 0.00 0 :00 0.00, 102 0.00 0.19 0..00 .. 0..00 0.00 • 0.00; 103 0.00 0.19: 0.00 0..00 :0.00 0 :00: 104 0.00 0.19 0.00 0.00 0.00 105 0.00 0.19 0.00 0.00 0.00 0.00 :, 106 0.00 0.19 :0.00.. .0.00 0.00 .0.00.; 107 s 0.00 0.19 0.00 0.00 :: 0.00 0.0.0; 1 , 4 , 1 AXLE HOIST CRANE RAIL CHECK SUPPORT REACTIONS -UNIT KIP INCH STRUCTURE TYPE = SPACE PAGE NO. 14 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 9 100 0.00 0.44 0.00 0.00 0.00 0.00 101 0.00 0.38 0.00 0.00 0.00 0.00 102 0.00 0.44 0.00 0.00 0.00 0:00 103 0.00 0.46 0.00 0.00 0.00 0:00 104 0.00 0.44 0.00. 0.00. 0.00 0.00 105 0.00 0.44 0.00 0.00 0:00 0.00. 106 0 :00 0 :45 0.00 0.00 0.00 0.00 107 0.00, 0.44 0.00 0.00. 0:00. 0:00 11 no 0.00 5.48 0:00 0.00 0 :00 0.00: 101 0.00 .. 4.03 0..00 0 :00. 0.:00 0.00 102 0.00 5.48:'. 0.00 0.00 0.00, 0:.00 103. 0.00. 5.82 0.00 0.00 0.00 0.00 104 0.00 5.48 0 :00 0.00' 0.00 0.00' 105 0.00 5.42 0.00. 0.00..`. ' 0.00' •0.00 106 0..00 5.50 0.00 0..00 0:00 0 :0.0 107 0 :00 5.48 000 0:00 , 0.00 0:00'. 12 100 0:00 15.05 0.00 0:00 0.00 0:00 101 0.00. 11.61 0.00. 0 ::00 0:00 0.,00:. 102'. 0.00 ,5.48 0.00 0.00. 0:00'., 0..00 103 ... .'. 0.00: 4:28 0.00. 0.00 .. 0.00. .; • `0.00 104 0.00, 5:48 0:00 0.00. 0 :00 0.00' 105 0.00 5.69 0 :00 0.00 0:00 0 00 106 0:.00 5.42 0.00 0'00.- 0 :00.. 0.00' 107 0.00. 5.48 0.00. 0.00. 000' 0.:00 14 100 0.00 0..44 0 .00 0:00 0.00 0.00 ,, 101 0.00 0..76 0.00. 0 :00' 0.00' 0.00. 102 0:00. 0.44 0.00 '0:00 0:00.. 0:00 103 0.00:. 6.57 0.00 0.00 0 :00 0:00., 104 0:00. 10: 01 0.00. 0.00 0.00, 0`.00; 105 • 0:00 5 :87 0..00 0.00 0:00 0 :00. 106. 0.00 -1:01 .: 0:'00' 0.00.. 0.00 0.00 ,.:. 107 .0..00 0".39 0.00 0:00 ' 0 : :00 '0:00 15 100 0,00 0.19 0..00 • 0.00 '0.00, 101 0.00: 0.53 0.00 000 0.00 ;0:00: "' 102 .. 0,.00 0.19' 0.00 .... 0.00 0.00 . ; 0.00..: 103 0.00 1.26. 0.00' 0.00 0 :00 0 :00 104 0.00 0.19 0:00 0.00 • 0":00 0:06: 105 0 :00 5..62 0:00 0.00 0.:00" 0 :00 106 0.'00 6.32: 0.00. 0:00 0.00 107 0.00 0.40 0.00 0.00' 0:00: 0.:00 -. 17 100 0.00 0.23 0.00 0 ".00 0 00 101 0.00 0.25 0.00. 0.00 0:00': 102 0.00 0.23 0 :00 0.00 • 0:00" 0:00' 103 0.00 0 :17 0.00 0:00 0:00, 0:00'.... 104 0:00 0.23 0:00 0.`00 .:0:00 0 00' 105 0.00. 0.44. 6.00 0:00 0'00 0:00 106 0.00 0`.97 0.00 0.00 0:00 :o.00::: 107. 0 :00 5.72 0 :00' 0..00 0.00' 0.00: AXLE HOIST CRANE RAIL C%EcK * SUPPORT REACTIONS -UNIT KIP INCH STRUCTURE TYPE = SPACE PAGE NO. 15 JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 18 100 0.00 0.29 0.00 0.00 0.00 0.00 101 0.00 0.29 0.00 0.00 0.00 0.00 102 0.00 0.29 0.00 0.00 0.00 0.00 103 0.00 0.31 0.00 0.00 0.00 0.00 104 0.00 0.29 0.00 0.00 0.00 0.00 105 0.00 0.24 0.00 0.00 0.00 0.00 106 0.00 0.61 0.00 0.00 0.00 0.00 107 0.00 5.51 0.00 0.00 0.00 .:0.00 * * * * * * * * * * * * ** END .OF LATEST ANALYSIS RESULT * * * * * * * * * * * * *.* 167. * 168. * 169. FINISH ***************,END OF STAAD -III * * * * * * * * * * * * * ** * * ** DATE = AUG 21,1998 TIME= 11:20:34 ********************** * * * * * * * * * * * * * * * * * * * * * *,r * * * * ** * FOR QUESTIONS REGARDING THIS VERSION OF PROGRAM * RESEARCH ENGINEERS, Inc at * Ph: (714) 974 -2500 Fax: (714) 921-2543 *************************** * * * * * * * * * * * * * * * * * * * * * * * * * ** * * *. 17 PLAN REVIE /ROUTIN /SLIP ACTIVITY NUMBER: D98 -0286 DATE: 8-24 -98 PROJECT NAME: KENWORTH TRUCK COMPANY _MI__ Original Plan Submittal Response to Correction Letter # Response to Incomplete Letter Revision # After Permit Is Issued DEPARTMENTS: tO Fire Prevention 6 1 -Y-I Structural P1i ing�Divisi nf, TZ tdrS DETERMINATION OF COMPLETENESS: (Tues, Thurs) Complete X Incomplete n DUE DATE: 8 -25 -98 Not Applicable Comments: TUES /THURS ROUTING: Please Route n No further Review Required Routed by Staff (if routed by staff, make copy to master file and enter into Sierra) n REVIEWERS INITIALS: DATE: APPROVALS OR CORRECTIONS: (ten days) DUE DATE: 9 -22 -98 Approved n Approved with Conditions U Not Approved (attach comments) n REVIEWERS INITIALS: DATE: CORRECTION DETERMINATION: DUE DATE. Approved Approved with Conditions Not Approved (attach comments) El REVIEWERS INITIALS: DATE: 1PR•ROUTE.DOC 6/98 I ,r City of Tukwila Fire Department Fire Department Review Control #D98 -0286 (510) John W. Rants, Mayor Thomas P. Keefe, Fire Chief September 4, 1998 Re: Kenworth Truck Company - 8801 East Marginal Way South Dear Sir: The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1. Maintain sprinkler coverage per N.F.P.A. 13. Addition /relocation of walls, closets or partitions may require relocating and /or adding sprinkler heads. Sprinkler protection shall be extended to all areas where required, including all enclosed areas, below obstructions and under overhangs greater than four feet wide. (NFPA 13 -4- 5.5.3.1) All new sprinkler systems and all modifications to existing sprinkler systems shall have fire department review and approval of drawings prior to installation or modification. New sprinkler systems and all modifications to sprinkler systems involving more than 50 heads shall have the written approval of the W.S.R.B., Factory Mutual, Industrial Risk Insurers, Kemper or any other representative designated and /or recognized by The City of Tukwila, prior to submittal to the Tukwila Fire Prevention Bureau. No sprinkler work shall commence without approved drawings. (City Ordinance #1742) Contact The Tukwila Fire Prevention Bureau to witness all required inspections and tests. (UFC 10.503) (City Ordinance #1742) 2. All electrical work and equipment shall conform strictly to the standards of The National Electrical Code. Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax (206) 575-4439 d • City of Tukwila Fire Department Page number 2 John W. Rants, Mayor Thomas P. Keefe, Fire Chief (NFPA 70) Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not imply approval of such condition or violation. Yours truly, ov\-wr) 51-b The Tukwila Fire Prevention Bureau cc: TFD file ncd Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone (206) 575 -4404 • Fax (206) 57.5-4439 I)Clawls And lji.pia; C'crtilit,ue DEPARTMENT OF LABOR AND INDUSTRIES REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST. # EXP. DATE CCO1 JLFCOI *081RW 06/10/1999 'EFFECTIVE. DATE • 12/16/1992 J L F CONSTRUCTION INC PO BOX 430 MILTON WA 98354 Ikta.h And Display CtrtitiCaw REGISTERED AS PROVIDED BY LAW AS CONST CONT GENERAL REGIST. # EXP. 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