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Permit D97-0253 - KENWORTH TRUCK COMPANY - LOW BAY CRANES
City of Tukwila Parcel No: 542260 -0060 Address: 8801 EAST MARGINAL WY S Suite No: Location: Category: NCOM Type: DEVPERM Zoning: MIC /H Const Type: Gas /Elec.: Units: 001 Setbacks: North: Water: SEATTLE Wetlands: OCCUPANT OWNER CONTACT CONTRACTOR Permit Center Authorized Signature: DEVELOPMENT PERMIT WARNING: IF CONSTRUCTION BEGINS BEFORE APPEAL PERIOD EXPIRES, APPLICANT IS PROCEEDING AT THEIR OWN RISK. Occupancy: UBC: Fire Protection: .0 South: .0 East: .0 West: Sewer: SEATTLE Slopes: Streams: Contractor License No: JLFCOI *08.1R.W;:.. Permit No: Status: Issued: Expires: (206) 431 -3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 D97 -0253 ISSUED 08/22/1997 02/18/1998 • WAREHOUSE 1994 SPRINKLERED .0 KENWORTH TRUCK COMPANY 8801 ' EAST MARGINAL WY S, TUKWILA WA 98168 KENWORTH MOTOR CORP 8801 E'MARGINAL WAY, SEATTLE WA 98108 JUN ROQUE 1601 N 8 ST, RENTON WA 98055 J F CONSTRUCTION PO BOX 62, MILTON WA 98354 k************ * * * * * * * * * * * * * *ik * * * * * * * * * * * ** Permit Description: INSTALL NEW LOW BAY CRANES. k***************************************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * *k Construction Valuation: $ 89,700.00 PUBLIC WORKS PERMITS: *(Water Meter Permits Listed Separate) Eng. Appr: Curb Cut /Access /Sidewalk /CSS: `Fire Loop Hydrant: No: Size(in): .00 Flood Control Zone: Hauling: Start Time: End Time: Land Altering: Cut: Fill: Landscape Irrigation: Moving Oversized Load: Start Time: End Time: Sanitary Side Sewer: No: Sewer'Main Extension: Private: Public: Storm Drainage: Street Use: Water Main Extension: Private: Public: k***************************************** * * * * ** * * * * * * * * * * * * * * ** * * * * * * *** *fir * * *k * * * *k TOTAL DEVELOPMENT PERMIT FEES: $ 1,365.34 kk*************************************************** * * * * * * * ** * * * * * * * * * * * * * * * * * * * * ** 'Phone: 425 227 - 5832 DatecDD_:en_ 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 _` Date: s��r1 Print Name : ji/II,jJ jA/ 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 EAST MARGINAL WY S Permit No: Address: Su,i te: Tenant Sta tus ISSUED Type : DEVPERM Applied ,; 07/28/1997 Parcel # 542260 -006Q Issued: 08/22/1997 **,**** 4;** k fr***k• h• k• k****• k* kk** k• k4* k** 4**** ° 4*k* *k.kk *•k *k** *** * Permit Conditions: • No changes wi 1.1.be :' made, : to the plans, unless approved by the Architect or Engineer and the Tukwila:,puilding Division. • All permits,• inspe ction records, anti approved plans shall available at the job site °prior to the start of � any con struction These; uments 'ar``.e to b'e maintained •and avail- a'tile anti 1 f in ` i'nspect.1ort approval is granted. When 'specia.l .tncpec,ttionYis req'u:i'red e;i ther `th "e owner, , architect o engi »eer' :sh'a1.1 notify the Tukwilar:Building. Division for/ ap.p`ointment oft the inspection agencies.:,.prcthr, to the firstffbuilding inspection .Copies of`al1 special t aspect ion reports shall " be submi ",tted :to. i ldi ng Division in a timely manner., Reports shall contain address', ~project name, permit punrber'••and type of inspection being p,erf T hef..s�e c.l t nspe c tor .�shal l ,submit a' final signed `�rep:ort' stating whether the . work`: requiring speGi a l inspection to t,he: best of the:Fih.sp'ectorW's knowledge, in .conformance with` approved plans :and.;'sp,eci cationsf. and the app 1 i,cabl.e' workmanship pr�o:vis,ion� of the UBC. f A11 s ttr cons,uctio'n to"' conformance >with approved . • plans and'* requirements Off tile\ lin tfrorin-' Bu Building Code .;(1994' Ed i tiion)`'"as amended, Uniform' <Mechanical .Code (1994 Edition) Valid "ity , Permit. The .issuance of a":permit =or approvaIo plans;,4 speclf,ibetions, and computations .- ;shali�,,not be con- strued to b''e. permit for, or an ,'approval ..of, any,.''violation of`. any :of the provisions of the/ pui dibg code: or of any • other.orrdinance of .the jurisdiction. ..I No permit presuming give author�i violate or cancel the. provisions of code shall . va,l id. and Washington Stat'e'�•Energy. Code (199 Edition) 1 s• irarmrem+ cwatztxlismtz;t Project Name/Tenant: iK r\v Q MI L(:1( .� .,� E- - 5iflWJiIJC -, c1 Val f Construction: c Rs 70 Site Address: qe - ' (—IA 1 UAL. City State /Zip: LA c • Tax Number: 5ua Phone: Property Owned ' KtI 3 biORtf -r l gl IC44 c , • t U- Z ff+ jOk' Street Add ess: ( / T 1.5 , PC il)t )'1`'2 City State /Zip: Fax #: Contractor: ,_) t -�" C-o tJ 5 I R U ci i Phon �� � `' { Cc? Gt Street Address: City State /Zip: , Fax #: Architect: Phone: Street Address: City State /Zip: Fax #: Engineer: "AS`s -- Lb' ��7 - I.)ly(U -�' - Phone: Street Address: City State /Zip: Fax #: Contact Person: U u C Phone: /`I 2-?-7-5-3. Street Address: � _ � 1 1•`'-' - � i . 0x �. �i — ) C , City Stato K- =C,1f 1 Vt 1 Fax #: L D 2 7— ;g 0 i, )Pt Q, r; nr∎-, - Description of work to be done: (3, L ((2/ -/J65 (i i or ? c IN6 TA t4- ti lo_) Loc) { L )c Existing use: C:71 Retail ❑ Restaurant El Multi-family El Warehouse ❑ Hospit ❑ Church 71 Manufacturing ❑ MoteVHotel ❑ Office ❑ School /College /University ❑ Other Proposed use: ❑ Retail ❑ Restaurant ❑ Multi- family ❑ Warehouse ❑Hospital ❑ Church 91 Manufacturing ❑ MoteVHotel in Office ❑ School /College /University ❑ Other Will there be a change of use? ❑ yes oo If yes, extent of change: (Attach additional sheet if necessary) Will there be rack storage? 'yes ❑ no Existing fire protection features: prinklers ,`automatic fire alarm ❑ none ❑ other (specify) Building Square Feet: existing Area of Construction: (sq. 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 TUK'NILA Permit Center 6300 Southcenter Blvd., Suite 100, Tukwila, WA 98188 (206) 431 -3670 Commercial / Multi- Family Tenant improvement / Alteration Permit Application Application and plans must be complete in order to be accepted for plan review. Applications will not be accepted through the mail or facsimile. t bU' 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 ❑ Flood Control Zone ❑ Hauling ❑ Fire Loop /Hydrant (main to vault) #: Size(s): ❑ Land Altering 0 Cut cubic yds. 0 Fill cubic yds. ❑ Landscape Irrigation ❑ Sanitary Side Sewer ft: ❑ Sewer Main Extension 0 Private 0 Public ❑ Storm Drainage ❑ Street Use ❑ Water Main Extension 0 Private 0 Public ❑ Water Meter /Exempt #: Size(s). 0 Deduct 0 Water Only El Water Meter /Permanent # Size(s). ❑ Water Meter Temp # Size(s) Est. quantity: gal Schedule: ❑ Miscellaneous Value of Construction - In all cases, a value of construction amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Permit Center to comply with current fee schedules. Expiration of Plan Review - Applications for which no permit is Issued within 180 days following the date of application shall expire by limitation. The building official may extend the time for action by the applicant for a period not exceeding 180 days upon written request by the applicant as defined in Section 107.4 of the Uniform Building Code (current edition). No application shall be extended more than once. Date application accepted: (� Data application expires: �Or a`E), Application tak y: (initials) PLEASE SIGN BACK OF APPLICATION FORM CTPERMIT.DOC 1/29/97 BUILDING OWNER OR AUTHORIZED AGENT: Signature: °e: _r 0 Citt/Ld't Phone 4f) l / Date: /� .� /. 8 /ci 7 x # �F ;/4) S- l /6 ...�( Print name:�� 0 . C H ,A/C7 Address \ S`/ S — // / s // � Cily , 0 ALL COMMERCIAUMULTI -FAAVY TENANT IMPROVEMENT /AL TION PERMIT APPLICATIONS MU BE SUBMITTED WITH THE FOL ING: N/A ALL DRAWINGS TO BE STAMPED BY WASHINGTON STATE LICENSED ARCHITECT, STRUCTURAL ENGINEER OR CIVIL ENGINEER ALL DRAWINGS SHALL BE AT A LEGIBLE SCALE AND NEATLY DRAWN BUILDING SITE PLANS AND UTILITY PLANS ARE TO BE COMBINED 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). El ❑ 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 / AM AUTHORIZED TO APPLY FOR THIS PERMIT. CTI'IRIlIT•7)OC 1/29/97 ** dr.* k k******:****** k* k* *kk.1• * •k * * **•k ***' * * *k * * * * ** r * *;4 *kk*k•k *A•k4A••*k CITY .OF.TUKWIL.A. WA TRANSMIT *** * ** *A *** * * * * * *k•* *** *•* *k ** ** *****•** k * *** *k ****kk *•kkk* * *** TRANSMIT Number: 89700620 Amount: 1.365.34 07/28/97 17:03 Paymaent. Method: CHECK Notation: KENNORTH TRUCK Init: KJP Permit No: D97 -0253 Type: DEVPERM DEVELOPMHN1 PERMIT Parcel No 542260 --0060 Site Address: 8801 EAST MARGINAL WY a Total Fees: 1,365.34 rhis Payment 1,3613.34 Total ALL Pmts: 1,365.34 Balance: .00 ** kk** k* kk k*** A** k** k* ******** yk*** ** * * *khA *kkk *kA *kA * *kk *k* ** *k K , Account Code 000/322.100 000/345.830 000/386.904 Description BUILDING —NONRES PLAN CHECK - NONRES. STATE BUILDING SURCHARGE Amount 824.75 536.09 4.;0 ,'r'0 07/30 /71.1 rOTAL 1365.34 Project: � Type of inspectit . �— � �' 1--I Arc. -�/ . . Address: `� [,�� . Date called: Special instructions: Date wanted: L ( l I j 5'�, a.m. Requester: G' A,t C ,� Phone No.: 7 G U (I O INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 9818 Approved per applicable codes. COMMENTS: Inspector: Date: / 2 (5 / /y P1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspec n, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: INSPECTION RECORD ,. Retain a copy with permL, I I D97 6 PERMIT NO. Corrections required prior to approval. Project: Type of inspe l �ic�i: A§d8$: A - I D to called: SRecial instructions: ,. E.7. 1-.i '1/1 CO e.1-1 !1W_4 L ' ( . k.i G t + /ZJ K.-. Date wanted: _ 1 `` 1' 97 p. m. f Requester: /� Phone No.: •3 - 6'3 I5 . f. INSPECTION RECOD Retain a copy with perm INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Approved,ppr applicable codes. IA tcri -oaS PERMITNO. (206) 431 -3670 Corrections required prior to approval. COMMITS: frr (R Inspector: Date: / W1 $42.00 REINSPECTION FEE REQUIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Receipt No.: Date: Projec oo V.4t. � uC Type of inspection: ` l v..1 Ad 0 • ( C tm ( : Date called: i o - i Special instructions: i Date wanted: a.m. l ° — <<'J P i I n Requester: ( p lit ��° �, cJ � " i� I Phone No.: INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 Inspector: $42.00 REINSPECTS( I FEE REQUIRED. be paid at 6300 Southcenter Blvd., Suite 100. INSPECTION RECO.RDr\ Retain a copy with perm Y ' Date: PERMIT NO. (206) 431 -3670 Prior to inspection, fee must Call to schedule reinspection. Receipt No.: Date: Project: V Type of inspection: �- t ' I. Adds, ( • f • 3 Date called: q f J 9 Special instructions: v' , t ; Date wanted: ��/ p � frO1 1 p.m. Requester: A I j i .t p Phone No.: 9411 r• / Z COMMENTS: Inspect I Receipt No.: INSPECTION RECORD Retain a copy with perm INSPECTION NO. CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 PERMIT NO. Approved per applicable codes. [X] Corrections required prior to approval. Date: rJ�-•� � (206) 431 -3670 /►mot . i iru >t� in $42.0. REINSPECTION RE6UIRED. Prior to inspection, fee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. Date: PACIFIC TESTING LABORATORIES September 15, 1997 Certificate No. 9707 -1085 Mr. Duane Griffin City of Tukwila Building Department 6300 Southcenter Boulevard, Suite 100 Tukwila, WA 98188 Subject: Project Name: Project Address: Permit #: WORK REQUIRED Reinforced concrete (cast in place) Structural steel erection Structural weld inspections Reviewed by: Robert A. Ross, E.I.T., Project Manager, Construction Services Sincerely, James C. eling, .E., Senr9 ice President JCF /RR cc: Marvin Davis 1601 North 8th St. Tukwilla, WA 98188 Kenworth Truck Co. Low Bay Crane 881U E..�Iarginal Way PTL/PSI • 3257 16th Avenue West • Seattle, WA 98119 • Phone 206/282-0666 • Fax 206/282 -0710 A Division of �= ano n o nstruction : C Con .flnp • Eng,,.nMq • listing We have completed the requested special inspections on the subject project. Our final report (CR 257830), is dated July 30th, 1997. WORK INSPECTED Reinforced concrete (cast in place) Structural steel erection Structural weld inspections 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. IS r, E P _l. 8 1991 DEVELOPMENT Iltf of )1uti011 'lb Build 011 STRUCTURAL CALCULATIONS FOR BRIDGE CRANE STRUCTURES • OFF-HIGHWAY RELOCATION LOW-BAY AREA L L L L KENWORTH TRUCK COMPANY Seattle, Washipgton July 23, 19 Prepared By: J;A101 AMU\ O4iitIONWO■ mommikwarommataumww 11=1,412110d la, VW WO EAST-WEST ENGINEERS, INC. 515 - 116th Avenue N.E., Suite 278 Bellevue, Washington 98004 (425) 646-5156 FAX: (425) 646-5157 FILE COPY I understand that the Plan Check cpr.rovc.i3 are subject to errors and omissions and approval of plans does not authorize to violation of any adopted code or ofammos nrosipt of contractor's copy of approved phis 7 /7/ ( • B p ,V77 Permit No. D972 RECEIVED CITY OF TUKWILA JUL '2 8 1997 PERMIT CENTER Den -Ma, TABLE OF. CONTENTS . TYPICAL FRAME ELEVATIONS 1 Page TYPICAL CRANE STRUCTURE (1) TYPICAL FRAME BEAM DESIGN (2) TYPICAL COLUMN DESIGN (3) COLUMN BASE PLATE 11 (4) KNEE BRACE DESIGN 12 (5) LONGITUDINAL BEAM DESIGN 13 (6) RUN -WAY BEAM DESIGN 14 (7) RUN -WAY BEAM CONNECTION 20 . FRAME DRILL CRANE STRUCTURE (1) CENTER BEAM 23 (2) FRAME BEAM 25 (3) COLUMN DESIGN 26 4. FOOTING DESIGN 29 5. APPENDIX: COMPUTER PRINTOUT x 2970 4 'CIST£a - _�C� I EXPIRES weights runway beam horizontal loads typical frame elevations ert,I . WAY 13e ?fil l ,"t K BPS I - I 1 ) ls . fi - r o EA, 1312 Pe • o,9 k 2, (0 k L-. (2 )-;)-;141.! (1-( + o , S -}- I , s �-2 % -f- 17) D,14,5 ks Li GOA 0 3-X t o ; 2 , o - 2 tLii4utol ecti 1-' ' r -r G -- 1 ; o� Lug 25 '121 •bc (6N WT L V = 0, 14141 2.1 weights steel runway beam seismic WeIc N -s STET : �. 7k 'FuNwAT Bc- = fi ' °' K'. -rRat,t.eT ; ,c-2 14-- r Cue,c /) a x n = 2,5 15Mi= &,2x1,7 = ?,o "S. 0 2 20' cc' tLEfr) It • W1C1 151.4 (tail/AT tciali; 1,1-4 le-/e-k H-oist 4 ,,vcA. 14K( 11 e 1‘ (/` t■ T; K 2e ( 01 14 W 2,o WWI 22t4, U Ro LoAP s Nq i7u yJ4, I✓ i H G - t� i.'l1` I L JgIG HTS ; (FL& 4 ; s, o PkitAW1 15c/A-vi oziDCIs ; (o1 2 =�% ' K _1 t-m(ST TxdLLe-T k 1 Cuzc t ; l l,o uo2� 4,0 e-,t lc G 0,=-5x1,0 X 2 5 gw �. 0,2 V.1 _ O ( -- +33 0 +4,0) = 0,2-x19,-3-= 310 3. typical crane structure IL Axt kdv coL: 741 K-ft 310/ao Fen 1-4 r= 12.0 0e. , 0 1 • U 'S v 9 x 43 1 1 't lu,xg 94, I osoxibl f3vcfri T3-ctgy.1 1 a a7 ‘719,051,3 Rul\I-WA( teAti (A54)014(1)) 6te/eit'5/-fr, 1 T ixDL1' 13K1ps • t-IDKeTNTixt, (.00.6 z • 1.M•icill) A 111A-1., • 0 ,1X(0,P64-1)(1 0,- c7 .0 ) -- 1• 7 U1 ,0 ) 'RL11 , 1-101 iDe14) • •• ,••:•• • ',; •• ' •.' t4 • coop (:r ) 31 DK (I) F.= 0., or.24x1r-, + 10 It I (2_ f aXia a -j o 0 C 153ox 3 3 xi o" �' 13�X1 xl.i. ex•••• ••••••• - °r Fortsi6 41 19>< 1 t Nit, • 31, (7 0 420g 1 (. 7 - )(12 ) 4 21, x511 TK (ZX 50 ,± 14,1x &TA:41X 11,0 - a ) ( 221 2 n • S S' L X 000' I- . c (21)(22)xo\I > 1:o oz2 Zl 21�ZZ. Kum-wA,-( 13cA Nei t41 iek7j: ,a te1 FOK rut (,,o/A - rOgsv(le.se 1, P I 1 ( t oG4-M4 t2. 6 '. 4 ) izug-wAt .1)-(1.t; 1224bh oto)«,3 1 g- i k-c2A a 're r tic- -► --c-10)4 7/1,6)(1s e 00 r-ti iGa . le A 7 l BIZ t K� F12)< Fvd- 0Lf1 <1. 0 A y r : . I , o" �. (6, o 1/; < - Ec-. 14 2�,a f � S3 '1u 'wkr A( pA6i 4-011 (2X4 C W(2)(40 U) T9 Geo /d/ 13.0(T, 9e GoNwO'cT'a zik 7= 2 6,3 k. K-- 4 (2$ 4° FeK t - D, 6. , rl 12/--= I , 27" = 1.644 ctf- ,"1 vAti I' r= 0,6x15/4 = 6 ,(1z ) = ( -' v o S I om o — [GI. ' 454 i A 0,117, 1- 0, (4) S (2X4o,g -*rev A gT �, � (0,3x1, rF zhp,/,(1-1-e,111,6) o, 62 < A = a. 691" o, L. 1.. C2-) ..,'; ‘,.... „, .....„ ,„-. ..,..„,,, , ' --'. ' '' * • ''• - '-'• - - `,.:1:,...,•.: ;:.::::::',1,—..ii.'s,,.;::','..-i.,-...,:::::,•.', •:•,...ic;'',,,,,..-..!..f.:::: „,... 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" ' , • E. w (1._)( ( - 1K-f (4) 6(604 Ft'K k- p 7-1 b c/::= 2, 4&4" p = 011 13,b/ 1, , X('5XI393. 0 r F6 3,15 x 3C r 7/3 citcy [ 0, 011 (0,11,05 = 1 , oN= i3,5x 0,54,( — 1,1 < 39 k Ito5) • \ ti . • • • 0 1 ' • 27 wei& t-rrs:: Ful4wpi 60-A41 otfiex x 1.1( br.arco4 9,2 K.- 13izipe. kk :C,T, DLIT 1 • 111,44,(01 tiq 1 14-tt 2-q ; • la2,1 tAilqiX&No pi 13 t 7/c ag: ,a [1,0 er- K ez1.7,) footing design 4'-o")(4Lau)(((o ) iqk , ‘A 1- 2, ---- to, 6,1 a0 jXl 4-41- 1,1 t v s t 144)4, LestspeD umuket V 11A 2 .;ro I pe-N AU 11/4‘o KS"( K A 4)(1 1 : 1x - 1 ‘ . He 27.1 )(Mx =-- p—o O% $1 ‘) K C4) °. v4i9" a 130T, (i) La01 FtRAMS (FM S41t1 ( FP ( 1 - 1 - ° — • PN-waze BeAti f ro (B) 1 9 1 _, )Liej -r*s f\i i coL V-- H -2.,gsfz9 s xi- , 2 0 11%143 o‘ 1 1- D. + 11 1 TeikIldt I 7d F'T cH4 -0113 sT,4\11.\ - P1 1 x 4v4x li4 z 1, t • l I IZ — >> e,?-e A) t K p N 3,1 Xo,45 I `1 -I vG -- KGBIs - rN s (Li AToITI D MfrL- gV71 C, Ncs SAN 1 13` CIAS Del qeA p G- T'�� VvGI�N l� u I c T N. � 91sTr1.19 s Tcs L s t9, K -KT 3 e e, c 1t'= o��xo pax ) - TRAws t/tise- tee e),/ (A) T.0tti-- (0 • 2L7, • 13)<1 ‘ 3 2,->< 1,0' ii ± A IS lest I le- 1 _ f2 g t 2. -2 rh Kst - =1 , 0 Fkoi--4 Fps vieni c4-(.cu L4-p, 1,0 14-eft K. u (5) s 9 L ii L o — , , I 01-1e‘g. I/ITT OTI i 1 1 a * No sws ) r15 6i - , J. coo mo -1d 57i .L5) 1allo1 �a 8'1 IL (6) 1,K_ v= reo - r - 1461 IL0)(7,2, ° N3 4 , . 5 4 t I 0,10 6,41 + F V 17 5'\,47-0 Cl) TrAf4sVersa DiRs (A) T 14,,31e— V 1,0 L .1•5 - V 1 ‘ • 14. t. °Al ue-,e 444/io ke, 1 A oAcv WA' f2 — 0,9, st -T61441 G I� 14 T c pr t(p P9'T o )(2)--oux 0) - TrAgSveKse ----- 0 12-V" II, o °)X5 1,2_ t o l‘ ie-St e, K I • • • 4S • • • 2A" Utd9a Stscfrl Keix1F. As - Frpe A frailAq inIZIA.= &Me- ± P1)(2,I7 9 -)s 0 14 6,&(0 IA - NI) Tet.ISt 014 APPENDIX: COMPUTER PRINTOUT ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** *. * * STAAD- III Revision 21.1W Proprietary Program of RESEARCH ENGINEERS, Inc. Date = JUL 23, 1997 Time= 17:12:34 * USER ID: EAST -WEST ENGINEERS, INC. ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE (KENWORTH LOW -BAY BRIDGE CRANE FRAME #1) 2. UNIT FT KIP 3.. JOINT COORDINATES 4. 1 0.00 16.50; 2 1.33 16.50; 3 15.00 16.50; 4 28.67 16.50 5. 5 30.00 16.50; 6 31.33 16.50; 7 45.00 16.50; 8 58.67 16.50 6. 9 60.00 16.50; 10 61.33 16.50; 11 75.00 16.50; 12 88.67. 16.50 7. 13 90.00 16.50; 14 0.00 0.00; 15 30.00 0.00; 16 60.00 0.00 8. 17 90.00 0.00 10. MEMBER INCIDENCE 11. 1 1 2; 2 2 3; 3 3 4; 4 4 5; 5 5 6 12. 6 6 7; 7 7 8; 8 8 9; 9 9 10; 10 10 11 13. 11 11 12; 12 12 '13; 13 14 1; 14 15 5; 15 16 9 14. 16 17 13 16. MEMBER PROPERTY 17. 1 TO 12 TA ST W12X40 18. 13 TO 16 TA ST W10X33 20. UNIT INCH 21. CONSTANTS 22. E 29000. ALL 23. DENSITY STEEL ALL 25. SUPPORT 26. 14 TO 17 PINNED 28. UNIT FT 29. LOADING 1 (MAX DL + LL @ COL.) 30. SELFWEIGHT 1.0 31. JOINT LOAD 32. 2 4 FY -3.4 33. 6 FY -3.4 34. 8 10 FY -13.5 35. 12 FY -3.4 37. LOADING 2 (MIN. DL + LL @ COL.) 38. SELFWEIGHT 1.0 39. JOINT LOAD 40. 2 4 FY -3.4 41. 6 FY -13.5 42. 8 FY -3.4 43. 10 FY -13.5 44. 12 FY -3.4 46. LOADING 3 (HORIZONTAL +X) 47. JOINT LOAD 48. 1 FX 4.3 User ID: EAST -WEST ENGINEERS, INC. PAGE NO. „. • , User ID: EAST-WEST ENGINEERS, INC (KENWORTH LOW-BAY BRIDGE CRANE FRAME #1) -- PAGE NO • 2 50. LOADING 4 (HORIZONTAL -X) 51. JOINT LOAD 52. 1 FX -4.3 54. LOAD COMBINATION 5 (DL + LL + HORIZONTAL +X) 55. 1 1.0 3 1.0 57. LOAD COMBINATION 6 (DL + LL + HORIZONTAL -X) 58. 1 1.0 4 1.0 60. LOAD COMBINATION 7 (DL + LL + HORIZONTAL +X) 61. 2 1.0 3 1.0 63. LOAD COMBINATION 8 (DL + LL + HORIZONTAL -X) 64. 2 1.0 4 1.0 66. PERFORM ANALYSIS PROBLEM STATISTICS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 17/ 16/ 4 ORIGINAL/FINAL BAND-WIDTH = 13/ 2 TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 43 SIZE OF STIFFNESS MATRIX = 301 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.03/ 224.3 MB, EXMEM = 15.3 MB ++ Processing Element Stiffness Matrix. ++ Processing Global Stiffness Matrix. ++ Processing Triangular Factorization. ++ Calculating Joint Displacements. ++ Calculating Member Forces. 68. UNIT FT 69. DRAW JOINT MEMBER SUPPORT 17:12:34 17:12:34 17:12:34 17:12:34 17:12:34 VRAW JO INI MEIIRER iLIFPORT User ID: EAST-WEST ENGINEERS, INC (KENWORTH LOW-BAY BRIDGE CRANE FRAME #1) -- PAGE NO 71 . UNIT INCH 72 . PRINT MATERIAL PROPERTIES User ID: EAST-WEST ENGINEERS, INC. KENWORTH LOW-BAY BRIDGE CRANE FRAME #1) -- PAGE NO MATERIAL PROPERTIES. ALL UNITS ABE -:KIP INCH, MEMBER 1 29000.0 29000.0 • 3 29000.0 29000.0 29000.0 29000.0 7 • 29000.0 29000.0 29000.0 10 29000.0 11 • 29000.0 12 29000.0 • 13 29000.0 14 29000.0 29000.0 16 29000.0 G. 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 DEN 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 4 *********** END OF DATA FROM INTERNAL STORAGE • • " PRINT MEMBER PROPERTIES ALPHA 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 ************ Li is L. MEMB PROFILE . Uttar ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #1) PAGE'NO: 'MEMBER.PROPERTIES. UNIT - INCH ST W12 X40 ST W12 X40 3 ST W12 X40 4 ST W12 X40 ST W12 X40 ST W12 X40 ST W12 X40 ST W12 X40 ST W12 X40 10 ST W12 X40 11 ST W12 X40 12. ST W12 X40 13 ST W10 X33 14 ST W10 X33 15 ST W10 X33 16 ST W10 X33 * * * * * * * * * * ** AX/ IZ/ IY/ IX/ AY AZ SZ SY 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 9.71 170.00 36.60 0.58 2.82 4.62 34.94 9.20 9.71 170.00 36.60 0.58 2.82 4.62 34.94 9.20 9.71 170.00 36.60 0.58 2.82 4.62 34.94 9.20 9.71 170.00 36.60 0.58 2.82 4.62 34.94 9.20 END OF DATA FROM INTERNAL STORAGE 75. UNIT FT 76. PRINT JOINT COORDINATES * * * * * * * * * * ** JOINT COORDINATES COORDINATES ARE FEET UNIT JOINT X 1 0.000 2 1.330 3 15.000 4 28.670 30.000 6 31.330 7 45.000 8 58.670 9 60.000 10 61.330 11 75.000 12 88.670 13 90.000 14 0.000 15 30.000 16 60.000 17 90.000 ************ END OF DATA I PRINT MEMBER 16.500 16.500 16.500 16.500 16.500 16.500 16.500 16.500 16.500 16.500 16.500 16.500 16.500 0.000 0.000 0.000 0.000 o.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 •0.000 o . 000 0.000 INTERNAL STORAGE **** 4 ******* User. ID: EAST-WEST ENGINEERS ,r, INC.. (KEW/ORTH LOW-BAY BRIDGE CRANE ' FRAME #1) . PAGE NO. 14 15 • 16 17 ' - ' • .. _ . ., , User-ID:..EAST -VEST ENGINEERS'i::INC. (KENWORTIFLOW -BAY BRIDGE CRANE FRME : 411)H ..•-:, ',!.. • ' . -- NO.. _ .. MEMBER INFORMATION MEMBER START END JOINT JOINT 1 1 2 2 2 . 3 3 3 4 4 5 6 6. 6 7. 7 8 8 8' 9 9 10' 10. 10 11 11 11 12 12 12 13 . . 13 : 14 1 14' ' 15 5 15. 16 9 '16' 17 13 _ ************ END OF 78. PRINT SUPPORT INFORMATION LENGTH (FEET) 1.330 13.670 13.670 1.330 1.330 13.670 13.670 1.330 1.330 13.670 13.670 1.330 16.500 16.500 16.500 16.500 DATA FROM INTERNAL STORAGE SUPPORT INFORMATION (1=FIXED, 0=RELEASED) UNITS FOR SPRING CONSTANTS ARE KIP FEET DEGREES JOINT FORCE-X/ KFX 1 0.0 1 0.0 1 0.0 1 0.0 FORCE-Y/ FORCE-Z/ KFY KFZ BETA, (DEG) RELEASES 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 ****** ****** MOM-X/ MOM-Y/ MOM-Z/ KMX KMY KMZ 1 1 1 1 0 0.0 0.0 0.0 0.0 0.0 1 1 1 1 0 0.0 0.0 0.0 0.0 0.0 1 1 1 1 0 0.0 0.0 0.0 0.0 0.0 1 1 1 1 0 0.0 0.0 0.0 0.0 0.0 User ID : EAST-WEST ENGINEERS, INC KENWORTH LOW-BAY BRIDGE CRANE FRAME #1) -- PAGE NO . 9 * ** *********' END OF DATA , FROM 'INTERNAL -,STORAGE * * 4 * *** * * * * * . • , • • 79 PRINT DISPLACEMENTS - ' ' User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #1) -- PAGE NO. 10 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 1 1 - 0.00229 - 0.00288 0.00000 0.00000 0.00000 - 0.00053 2 0.04306 - 0.00275 0.00000 0.00000 0.00000 - 0.00051 3 0.79146 0.00063 0.00000 0.00000 0.00000 - 0.00152 4 - 0.79146 - 0.00063 0.00000 0.00000 0.00000 0.00152 5 0.78917 - 0.00224 0.00000 0.00000 0.00000 - 0.00205 6 - 0.79374 - 0.00351 0.00000 0.00000 0.00000 0.00099 7 0.83451 - 0.00212 0.00000 0.00000 0.00000 - 0.00203 8 - 0.74840 - 0.00339 0.00000 0.00000 0.00000 0.00101 2 1 - 0.00230 - 0.01280 0.00000 0.00000 0.00000 - 0.00055 2 0.04305 - 0.01204 0.00000 0.00000 0.00000 - 0.00050 3 0.79130 - 0.02082 0.00000 0.00000 0.00000 - 0.00121 4 - 0.79130 0.02082 0.00000 0.00000 0.00000 0.00121 5 0.78900 - 0.03362 0.00000 0.00000 0.00000 - 0.00176 6 - 0.79359 0.00803 0.00000 0.00000 0.00000 0.00066 7 0.83435 - 0.03287 0.00000 0.00000 0.00000 - 0.00170 8 - 0.74824 0.00878 0.00000 0.00000 0.00000 0.00071 3 1 - 0.00239 - 0.05362 0.00000 0.00000 0.00000 0.00010 2 0.04300 - 0.03449 0.00000 0.00000 0.00000 0.00018 3 0.78968 - 0.03722 0.00000 0.00000 0.00000 0.00052 4 - 0.78968 0.03722 0.00000 0.00000 0.00000 - 0.00052 5 0.78729 - 0.09085 0.00000 0.00000 0.00000 0.00062 6 -0.79207 - 0.01640 0.00000 0.00000 0.00000 - 0.00042 7 0.83268 - 0.07172 0.00000 0.00000 0.00000 0.00070 8 - 0.74668 0.00273 0.00000 0.00000 0.00000 - 0.00034 4 1 - 0.00249 - 0.00952 0.00000 0.00000 0.00000 0.00019 2 0.04295 - 0.00936 0.00000 0.00000 0.00000 - 0.00021 3 0.78806 0.00854 0.00000 0.00000 0.00000 - 0.00045 4 - 0.78806 - 0.00854 0.00000 0.00000 0.00000 0.00045 5 0.78557 - 0.00098 0.00000 0.00000 0.00000 - 0.00026 6 - 0.79055 - 0.01805 0.00000 0.00000 0.00000 0.00064 7 0.83101 - 0.00082 0.00000 0.00000 0.00000 - 0.00066 8 - 0.74511 - 0.01790 0.00000 0.00000 0.00000 0.00024 5 1 - 0.00250 - 0.00600 0.00000 0.00000 0.00000 0.00006 2 0.04294 - 0.01283 0.00000 0.00000 0.00000 - 0.00041 3 0.78791 - 0.00024 0.00000 0.00000 0.00000 - 0.00069 4 - 0.78791 0.00024 0.00000 0.00000 0.00000 0.00069 5 0.78541 - 0.00624 0.00000 0.00000 0.00000 - 0.00062 6 - 0.79040 - 0.00576 0.00000 0.00000 0.00000 0.00075 7 0.83085 - 0.01307 0.00000 0.00000 0.00000 - 0.00110 8 - 0.74496 - 0.01260 0.00000 0.00000 0.00000 0.00027 6 1 - 0.00251 - 0.00738 0.00000 0.00000 0.00000 - 0.00006 2 0.04294 - 0.02500 0.00000 0.00000 0.00000 - 0.00051 3 0.78781 - 0.00966 0.00000 0.00000 0.00000 - 0.00052 4 - 0.78781 0.00966 0.00000 0.00000 0.00000 0.00052 5 0.78530 - 0.01704 0.00000 0.00000 0.00000 - 0.00058 6 - 0.79031 0.00228 0.00000 0.00000 0.00000 0.00046 7 0.83074 - 0.03466 0.00000 0.00000 0.00000 - 0.00103 8 - 0.74487 - 0.01534 0.00000 0.00000 0.00000 0.00000 User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAM #1) -- PAGE NO. 11 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 7 1 - 0.00260 - 0.03493 0.00000 0.00000 0.00000 - 0.00009 2 0.04285 - 0.03493 0.00000 0.00000 0.00000 0.00028 3 0.78678 - 0.00003 0.00000 0.00000 0.00000 0.00033 4 - 0.78678 0.00003 0.00000 0.00000 0.00000 - 0.00033 5 0.78418 - 0.03496 0.00000 0.00000 0.00000 0.00024 6 - 0.78937 - 0.03490 0.00000 0.00000 0.00000 - 0.00042 7 0.82963 - 0.03496 0.00000 0.00000 0.00000 0.00061 8 - 0.74393 - 0.03490 0.00000 0.00000 0.00000 - 0.00005 8 1 - 0.00268 - 0.02485 0.00000 0.00000 0.00000 0.00010 2 0.04276 - 0.00722 0.00000 0.00000 0.00000 - 0.00035 3 0.78575 0.00965 0.00000 0.00000 0.00000 - 0.00052 4 - 0.78575 - 0.00965 0.00000 0.00000 0.00000 0.00052 5 0.78307 - 0.01520 0.00000 0.00000 0.00000 - 0.00041 6 - 0.78843 - 0.03449 0.00000 0.00000 0.00000 0.00062 7 0.82851 0.00242 0.00000 0.00000 0.00000 - 0.00087 8 - 0.74299 - 0.01687 0.00000 0.00000 0.00000 0.00017 9 1 - 0.00269 - 0.02005 0.00000 0.00000 0.00000 - 0.00012 2 0.04275 - 0.01321 0.00000 0.00000 0.00000 - 0.00060 3 0.78565 0.00023 0.00000 0.00000 0.00000 - 0.00069 4 - 0.78565 - 0.00023 0.00000 0.00000 0.00000 0.00069 5 0.78296 - 0.01981 0.00000 0.00000 0.00000 - 0.00081 6 - 0.78834 - 0.02028 0.00000 0.00000 0.00000 0.00057 7 0.82840 - 0.01298 0.00000 0.00000 0.00000 - 0.00128 8 - 0.74290 - 0.01344 0.00000 0.00000 0.00000 0.00009 10 1 - 0.00270 - 0.02877 0.00000 0.00000 0.00000 - 0.00035 2 0.04274 - 0.02893 0.00000 0.00000 0.00000 - 0.00076 3 0.78561 - 0.00854 0.00000 0.00000 0.00000 - 0.00045 4 - 0.78561 0.00854 0.00000 0.00000 0.00000 0.00045 5 0.78290 - 0.03732 0.00000 0.00000 0.00000 - 0.00080 6 - 0.78831 - 0.02023 0.00000 0.00000 0.00000 0.00010 7 0.82834 - 0.03747 0.00000 0.00000 0.00000 - 0.00121 8 - 0.74287 - 0.02038 0.00000 0.00000 0.00000 - 0.00031 11 1 - 0.00281 - 0.07544 0.00000 0.00000 0.00000 - 0.00001 2 0.04258 - 0.09457 0.00000 0.00000 0.00000 0.00007 3 0.78517 0.03660 0.00000 0.00000 0.00000 0.00052 4 - 0.78517 - 0.03660 0.00000 0.00000 0.00000 - 0.00052 5 0.78235 - 0.03884 0.00000 0.00000 0.00000 0.00051 6 - 0.78798 - 0.11203 0.00000 0.00000 0.00000 - 0.00053 7 0.82775 - 0.05797 0.00000 0.00000 0.00000 0.00059 8 - 0.74259 - 0.13116 0.00000 0.00000 0.00000 - 0.00045 12 1 - 0.00293 - 0.01463 0.00000 0.00000 0.00000 0.00066 2 0.04243 - 0.01538 0.00000 0.00000 0.00000 0.00071 3 0.78473 0.02062 0.00000 0.00000 0.00000 - 0.00120 4 - 0.78473 - 0.02062 0.00000 0.00000 0.00000 0.00120 5 0.78180 0.00599 0.00000 0.00000 0.00000 - 0.00053 6 - 0.78765 - 0.03525 0.00000 0.00000 0.00000 0.00186 7 0.82715 0.00523 0.00000 0.00000 0.00000 - 0.00048 8 - 0.74230 - 0.03600 0.00000 0.00000 0.00000 0.00191 User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #1) -- PAGE NO. 12 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 13 1 - 0.00294 - 0.00293 0.00000 0.00000 0.00000 0.00064 2 0.04241 - 0.00305 0.00000 0.00000 0.00000 0.00066 3 0.78468 - 0.00063 0.00000 0.00000 0.00000 - 0.00151 4 - 0.78468 0.00063 0.00000 0.00000 0.00000 0.00151 5 0.78175 - 0.00356 0.00000 0.00000 0.00000 - 0.00087 6 - 0.78762 - 0.00230 0.00000 0.00000 0.00000 0.00214 7 0.82709 - 0.00368 0.00000 0.00000 0.00000 - 0.00085 8 - 0.74227 - 0.00242 0.00000 0.00000 0.00000 0.00216 14 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00027 2 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00008 3 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00520 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00520 5 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00493 6 0.00000 0.00000 0.00000 0.00000 0.00000 0.00548 7 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00528 8 0.00000 0.00000 0.00000 0.00000 0.00000 0.00513 15 1 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00001 2 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00012 3 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00558 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00558 5 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00559 6 0.00000 0.00000 0.00000 0.00000 0.00000 0.00557 7 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00570 8 0.00000 0.00000 0.00000 0.00000 0.00000 0.00546 16 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00008 2 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00003 3 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00556 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00556 5 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00549 6 0.00000 0.00000 0.00000 0.00000 0.00000 0.00564 7 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00559 8 0.00000 0.00000 0.00000 0.00000 0.00000 0.00553 17 1 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00029 2 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00064 3 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00516 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00516 5 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00544 6 0.00000 0.00000 0.00000 0.00000 0.00000 0.00487 7 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00580 8 0.00000 0.00000 0.00000 0.00000 0.00000 0.00452 L 1... LL , I ::•••'' • ' • •.'• . User . EAST-WEST ENGINEERS, „„ , ..• .• , , :.(KENNORTN ,LOW BR/DGE. CRANE :FRAME #1) .• •, NO. 13 80. PRINT MEMBER FORCES ... • ' - MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z User ID: EAST -WEST ENGINEERS, INC. 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(KENWORTH LOW -BAY BRIDGE CRANE FRAME #1) -- PAGE NO. 15 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 3 -3.17 0.72 0.00 0.00 0.00 -1.21 4 3.17 -0.17 0.00 0.00 0.00 7.30 7 3 3.48 -1.26 0.00 0.00 0.00 -3.63 4 -3.48 1.81 0.00 0.00 0.00 -17.32 8 3 -3.27 0.55 0.00 0.00 0.00 -0.17 4 3.27 0.00 0.00 0.00 0.00 3.91 4 1.. 4 0.20 -4.13 0.00 0.00 0.00 3.31 5 -0.20 4.18 0.00 0.00 0.00 -8.84 2 4 0.11 -4.30 0.00 0.00 0.00 6.70 5 -0.11 4.36 0.00 0.00 0.00 -12.46 3 4 3.37 -0.90 0.00 0.00 0.00 10.61 5 -3.37 0.90 0.00 0.00 0.00 -11.81 4 4 -3.37 0.90 0.00 0.00 0.00 -10.61 5 3.37 -0.90 0.00 0.00 0.00 11.81 5 4 3.58 -5.03 0.00 0.00 0.00 13.93 5 -3.58 5.09 0.00 0.00 0.00 -20.66 6 4 -3.17 -3.23 0.00 0.00 0.00 -7.30 5 3.17 3.28 0.00 0.00 0.00 2.97 7 4 3.48 -5.21 0.00 0.00 0.00 17.32 5 -3.48 5.26 0.00 0.00 0.00 -24.28 8 4 -3.26 -3.40 0.00 0.00 0.00 -3.91 5 3.26 3.45 0.00 0.00 0.00 -0.65 5 1 5 0.18 4.08 0.00 0.00 0.00 8.52 6 -0.18 -4.02 0.00 0.00 0.00 -3.14 2 5 0.18 13.62 0.00 0.00 0.00 13.68 6 -0.18 -13.57 0.00 0.00 0.00 4.40 3 5 2.14 -0.57 0.00 0.00 0.00 -8.48 6 -2.14 0.57 0.00 0.00 0.00 7.73 4 5 -2.14 0.57 0.00 0.00 0.00 8.48 6 2.14 -0.57 0.00 0.00 0.00 -7.73 5 5 2.33 3.51 0.00 0.00 0.00 0.04 6 -2.33 -3.46 0.00 0.00 0.00 4.59 6 5 -1.96 4.64 0.00 0.00 0.00 17.00 6 1.96 -4.59 0.00 0.00 0.00 -10.87 7 5 2.33 13.06 0.00 0.00 0.00 5.20 6 -2.33 -13.01 0.00 0.00 0.00 12.13 8 5 -1.96 14.19 0.00 0.00 0.00 22.16 6 1.96 -14.14 0.00 0.00 0.00 -3.33 6 1 6 0.18 0.62 0.00 0.00 0.00 3.14 7 -0.18 -0.07 0.00 0.00 0.00 1.62 2 6 0.18 0.07 0.00 0.00 0.00 -4.40 7 -0.18 0.48 0.00 0.00 0.00 1.62 3 6 2.14 -0.57 0.00 0.00 0.00 -7.73 7 -2.14 0.57 0.00 0.00 0.00 0.00 -/% L L 7 1 • 7 0.18 0.07 0.00 0.00 0.00 -1.62 8 -0.18 0.47 0.00 0.00 0.00 -1.11 2 7 0.18 -0.48 0.00 0.00 0.00 -1.62 8 -0.18 1.03 0.00 0.00 0.00 -8.65 3 7 2.14 -0.57 0.00 0.00 0.00 0.00 8 -2.14 0.57 0.00 0.00 0.00 -7.73 4 7 -2.14 0.57 0.00 0.00 0.00 0.00 � 8 2.14 -0.57 0.00 0.00 0.00 7.73 5 7 2.33 -0.49 0.00 0.00 0.00 -1.62 8 -2.33 1.04 0.00 0.00 0.00 -8.83 7 -1.96 0.64 0.00 0.00 0.00 -1.62 8 1.96 -0.09 0.00 0.00 0.00 6.62 7 7 2.33 -1.04 0.00 0.00 0.00 -1.62 8 -2.33 1.59 0.00 0.00 0.00 -16.37 8 7 -1.96 0.09 0.00 0.00 0.00 -1.62 8 1.96 0.46 0.00 0.00 0.00 -0.92 8 1 8 0.18 -13.97 0.00 0.00 0.00 1.11 9 -0.18 14.03 0.00 0.00 0.00 -19.73 2 8 0.18 -4.43 0.00 0.00 0.00 8.65 9 -0.18 4.48 0.00 0.00 0.00 -14.57 3 8 2.14 -0.57 0.00 0.00 0.00 7.73 9 -2.14 0.57 0.00 0.00 0.00 -8.48 4 8 -2.14 0.57 0.00 0.00 0.00 -7.73 9 2.14 -0.57 0.00 0.00 0.00 8.48 5 8 2.33 -14.54 0.00 0.00 0.00 8.83 9 -2.33 14.59 0.00 0.00 0.00 -28.20 6 8 -1.96 -13.41 0.00 0.00 0.00 -6.62 9 1.96 13.46 0.00 0.00 0.00 -11.25 7 8 2.33 -4.99 0.00 0.00 0.00 16.37 9 -2.33 5.04 0.00 0.00 0.00 -23.04 8 8 -1.96 -3.86 0.00 0.00 0.00 0.92 9 1.96 3.91 0.00 0.00 0.00 -6.09 1. 9 1 9 0.23 14.21 0.00 0.00 0.00 20.53 10 -0.23 -14.16 0.00 0.00 0.00 -1.67 l . L L i User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #1) -- PAGE NO. 16 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 4 6 -2.14 0.57 0.00 0.00 0.00 7.73 7 2.14 -0.57 0.00 0.00 0.00 0.00 5 6 2.33 0.06 0.00 0.00 0.00 -4.59 7 -2.33 0.49 0.00 0.00 0.00 1.62 6 6 -1.96 1.19 0.00 0.00 0.00 10.87 7 1.96 -0.64 0.00 0.00 0.00 1.62 7 6 2.33 -0.49 0.00 0.00 0.00 -12.13 7 -2.33 1.04 0.00 0.00 0.00 1.62 8 6 -1.96 0.64 0.00 0.00 0.00 3.33 7 1.96 -0.09 0.00 0.00 0.00 1.62 User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #1) -- PAGE NO. 17 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 9 0.33 14.04 0.00 0.00 0.00 16.91 10 -0.33 -13.98 0.00 0.00 0.00 1.72 3 9 0.92 -0.90 0.00 0.00 0.00 -11.75 10 -0.92 0.90 0.00 0.00 0.00 10.56 4 9 -0.92 0.90 0.00 0.00 0.00 11.75 10 0.92 -0.90 0.00 0.00 0.00 -10.56 5 9 1.15 13.31 0.00 0.00 0.00 8.78 10 -1.15 -13.26 0.00 0.00 0.00 8.89 6 9 -0.68 15.11 0.00 0.00 0.00 32.28 10 0.68 -15.05 0.00 0.00 0.00 -12.23 7 9 1.24 13.14 0.00 0.00 0.00 5.16 10 -1.24 -13.09 0.00 0.00 0.00 12.28 8 9 -0.59 14.94 0.00 0.00 0.00 28.66 10 0.59 -14.88 0.00 0.00 0.00 -8.84 10 1 10 0.23 0.66 0.00 0.00 0.00 1.67 11 -0.23 -0.11 0.00 0.00 0.00 3.57 2 10 0.33 0.48 0.00 0.00 0.00 -1.72 11 -0.33 0.06 0.00 0.00 0.00 4.61 3 10 0.92 -0.90 0.00 0.00 0.00 -10.56 11 -0.92 0.90 0.00 0.00 0.00 -1.70 4 10 -0.92 0.90 0.00 0.00 0.00 10.56 11 0.92 -0.90 0.00 0.00 0.00 1.70 5 10 1.15 -0.24 0.00 0.00 0.00 -8.89 11 -1.15 0.79 0.00 0.00 0.00 1.87 6 10 -0.69 1.55 0.00 0.00 0.00 12.23 11 0.69 -1.01 0.00 0.00 0.00 5.27 7 10 1.24 -0.41 0.00 0.00 0.00 -12.28 11 -1.24 0.96 0.00 0.00 0.00 2.91 8 10 -0.59 1.38 0.00 0.00 0.00 8.84 11 0.59 -0.83 0.00 0.00 0.00 6.31 11 1 11 0.23 0.11 0.00 0.00 0.00 -3.57 12 -0.23 0.44 0.00 0.00 0.00 1.31 2 11 0.33 -0.06 0.00 0.00 0.00 -4.61 12 -0.33 0.61 0.00 0.00 0.00 0.00 3 11 0.92 -0.90 0.00 0.00 0.00 1.70 12 -0.92 0.90 0.00 0.00 0.00 -13.96 4 11 -0.92 0.90 0.00 0.00 0.00 -1.70 12 0.92 -0.90 0.00 0.00 0.00 13.96 5 11 1.15 -0.79 0.00 0.00 0.00 -1.87 12 -1.15 1.34 0.00 0.00 0.00 -12.65 6 11 -0.69 1.01 0.00 0.00 0.00 -5.27 12 0.69 -0.46 0.00 0.00 0.00 15.28 7 11 1.24 -0.96 0.00 0.00 0.00 -2.91 12 -1.24 1.51 0.00 0.00 0.00 -13.96 8 11 -0.59 0.83 0.00 0.00 0.00 -6.31 12 0.59 -0.29 0.00 0.00 0.00 13.96 User ID: EAST -WEST ENGINEERS, INC. 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INC. 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PRINT SUPPORT REACTION END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #1) -- PAGE NO. 20 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 14 1 0.20 4.36 0.00 0.00 0.00 0.00 2 0.11 4.19 0.00 0.00 0.00 0.00 3 -0.93 -0.90 0.00 0.00 0.00 0.00 4 0.93 0.90 0.00 0.00 0.00 0.00 5 -0.72 3.46 0.00 0.00 0.00 0.00 6 1.13 5.26 0.00 0.00 0.00 0.00 7 -0.82 3.29 0.00 0.00 0.00 0.00 8 1.03 5.09 0.00 0.00 0.00 0.00 15 1 -0.02 8.80 0.00 0.00 0.00 0.00 2 0.07 18.52 0.00 0.00 0.00 0.00 3 -1.23 0.34 0.00 0.00 0.00 0.00 4 1.23 -0.34 0.00 0.00 0.00 0.00 5 -1.25 9.14 0.00 0.00 0.00 0.00 6 1.21 8.47 0.00 0.00 0.00 0.00 7 -1.16 18.86 0.00 0.00 0.00 0.00 8 1.30 18.19 0.00 0.00 0.00 0.00 16 1 0.05 28.78 0.00 0.00 0.00 0.00 2 0.14 19.06 0.00 0.00 0.00 0.00 3 -1.23 -0.33 0.00 0.00 0.00 0.00 4 1.23 0.33 0.00 0.00 0.00 0.00 5 -1.18 28.45 0.00 0.00 0.00 0.00 6 1.27 29.11 0.00 0.00 0.00 0.00 7 -1.08 18.73 0.00 0.00 0.00 0.00 8 1.37 19.39 0.00 0.00 0.00 0.00 17 1 -0.23 4.44 0.00 0.00 0.00 0.00 2 -0.33 4.61 0.00 0.00 0.00 0.00 3 -0.92 0.90 0.00 0.00 0.00 0.00 4 0.92 -0.90 0.00 0.00 0.00 0.00 5 -1.15 5.33 0.00 0.00 0.00 0.00 6 0.69 3.54 0.00 0.00 0.00 0.00 7 -1.24 5.50 0.00 0.00 0.00 0.00 8 0.59 3.71 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** 83. FINISH END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** * * * * * * * * * * * * * ** END OF STAAD -III * * * * * * * * * * * * * ** * * ** DATE = JUL 23,1997 TIME= 17:12:35 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD- III /ISDS, contact: * RESEARCH ENGINEERS, Inc at * Ph: (714) 974 -2500 Fax: (714) 921 -2543 ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** Li TL L L L E... USER ID: EAST-WEST ENGINEERS, INC. ************************************************** User ID: EAST-WEST ENGINEERS, INC. PAGE NO ************************************************** * * STAAD-III Revision 21.1W *. Proprietary Program of RESEARCH ENGINEERS, Inc. Date= JUL 26, 1997 Time= 12:27: 8 * * 1. STAAD PLANE (KENWORTH LOW-BAY BRIDGE CRANE FRAME #2) 2. UNIT FT KIP 3. JOINT COORDINATES 4.1 0.00 16.50; 2 1.33 16.50; 3 13.33 16.50; 4 25.34 16.50 5. 5 26.67 16.50; 6 0.00 0.00; 7 26.67 0.00 7. MEMBER INCIDENCE 8. 1 1 2; 2 2 3; 3 3 4 9. 4 4 5; 5 6 1; 6 7 5 11. MEMBER PROPERTY 12. 1 .2 3 4 TA ST W12X40 13. 5 6 TA ST W10X33 15. UNIT INCH 16. CONSTANTS 17. E 29000. ALL 18. DENSITY STEEL ALL 20. SUPPORT 21. 6 7 PINNED 23. UNIT FT 24. LOADING 1 (DL + LL MAX) 25. SELFWEIGHT 1.0 26. JOINT LOAD 27. 1 FY -0.5 28.2 FY -3.6 29. 4 FY -11.0 30. 5 FY -0.5 32. LOADING 2 (DL) 33. JOINT LOAD 34. 1 FY -0.5 35. 2 4 FY -1.3 36. 5 FY -0.5 38. LOADING 3 (HORIZONTAL +) 39. JOINT LOAD 40. 1 FX 2.0 42. LOADING 4 (HORIZONTAL -) 43. JOINT LOAD 44. 1 FX -2.0 46. LOADING 5 (SEISMIC MIN) 47. JOINT LOAD 48. 1 FX 0.9 50. LOAD COMBINATION 5 (DL +LL + HORIZONTAL +) 51. 1 1.0 3 1.0 • Oser-ID:'-EAST -WEST ENGINEERS, INC (KENWORTH LOW-BAY BRIDGE CRANE FRAME 42) ' 53. LOAD COMBINATION 6 (DL +LL + HORIZONTAL - 54. 1 1.0 4 1.0 56. LOAD COMBINATION 7 (DL + SEISMIC) 57. 2 1.0 5 1.0 59. PERFORM ANALYSIS NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 7/ 6/ 2 ORIGINAL/FINAL BAND-WIDTH = 5/ 1 TOTAL PRIMARY LOAD CASES = 5, TOTAL DEGREES OF FREEDOM = 17 SIZE OF STIFFNESS MATRIX = 102 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.01/ 224.6 MB, EXMEM = 15.4 MB 71-.-+.Processing.Element Stiffness Matrix. ++ Processing Global Stiffness Matrix. -l-cessing Triangular Factorization. 4+ Calculating Joint Displacements. 44'Calculating Member Forces. PROBLEM STATISTICS . • . • rzi 1 , 2 1,■( FL■NE m ■ , • • A ORAW JOINT MENDER SUPPORT •.• a User:ID :. EAST- WEST " LOW -BAY BRIDGE CRANE FRAM #2)... : :MATERIAL PROPERTIES ALL UNITS ARE - KIP INCH User''ID;: EAST -WEST ENGINEERS, INC.. (KENWORTH LOW -HAY BRIDGE CRANE FRAME 42) =- PAGE. NO •DEN. ALPHA 29000.0 14500.0 0.00028300 0.00000000 29000.0 14500.0 0.00028300 0.00000000 29000.0 14500.0 0.00028300 0.00000000 29000.0 . 14500.0 0.00028300 0.00000000 29000.0 14500.0 0.00028300 0.00000000 29000.0 14500.0 0.00028300 0.00000000 END OF DATA FROM: INTERNAL STORAGE ************ . User ID: EAST-WEST ENGINEERS, INC. KENWORTH . LOW-BAY BRIDGE CRANE FRAME #2) PAGE NO MEMBER PROPERTIES . UNIT - INCH MEMB PROFILE AX/ IZ/ IY/ IX/ SZ 1 ST W12 X40 11.80 31.0.00 44.10 0.95 3.52 5.50 51.93 11.02 2 ST W12 X40 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 3 ST 4712 X40 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 ST W12 X40 11.80 310.00 44.10 0.95 3.52 5.50 51.93 11.02 W10 X33 9.71 170.00 36.60 0.58 2.82 4.62 34.94 9.20 ST W1.0 X33 9.71 170.00 36.60 0.58 2.82 4.62 34.94 9.20 ...:•************ END OF DATA FROM INTERNAL STORAGE ************ • . 68. UNIT FT . 69. PRINT JOINT COORDINATES • • . , User ID: EAST- WEST ENGINEERS, INC (KENWORTH LOW-BAY BRIDGE CRANE FRAME #2) -- PAGE NO . JOINT COORDINATES COORDINATES ARE FEET UNIT JOINT, Y 1 .0.000 16.500 0.000 2 1.330 16.500 0.000 13.330 16.500 0.000 16.500 0.000 ' 26.670 16.500 O. 000 0.000 0.000 0.000 0.000 70. - PRINT MEMBER INFORMATION ************ END OF DATA FROM INTERNAL' STORAGE ************ • User ID v EAST-WEST ENGINEERS, INC. (KENWORTEFLOW-BAY:BRIDGE CRANE FRAME #2) PAGE NO.'' MEMBER INFORMATION MEMBER START END LENGTH BETA JOINT JOINT (FEET) (DEG) 1 2 1.330 0.00 2 12.000 0.00 3 3 4 12.010 0.00 4 5 1.330 0.00 6 1 16.500 0.00 5 16.500 0.00 ************ END OF DATA FROM INTERNAL STORAGE ************ : SUPPORT INFORMATION (1=FIXED, 0=RELEASED) UNITS FOR SPRING CONSTANTS ARE KIP FEET DEGREES 71. PRINT SUPPORT INFORMATION ' JOINT FORCE -X/ KFX ************ FORCE-Y/ FORCE-Z/ MOM-X/ MOM-Y/ MOM-Z/ KFY KFZ KMX KMY KMZ • 1 • 1 1 1 1 0 0.0 0.0 0.0 0.0 0.0 0.0 1 1 1 1 1 0 0.0 0.0 0.0 0.0 0.0 0.0 72. PRINT DISPLACEMENTS END OF DATA FROM INTERNAL STORAGE ************ User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #2) -- PAGE NO. 9 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 1 1 - 0.05625 - 0.00371 0.00000 0.00000 0.00000 - 0.00078 2 0.00003 - 0.00127 0.00000 0.00000 0.00000 - 0.00015 3 0.76863 0.00087 0.00000 0.00000 0.00000 - 0.00121 4 - 0.76863 - 0.00087 0.00000 0.00000 0.00000 0.00121 5 0.34588 0.00039 0.00000 0.00000 0.00000 - 0.00054 5 0.71237 - 0.00284 0.00000 0.00000 0.00000 - 0.00199 6 - 0.82488 - 0.00458 0.00000 0.00000 0.00000 0.00042 7 0.34591 - 0.00087 0.00000 0.00000 0.00000 - 0.00069 2 1 - 0.05627 - 0.01841 0.00000 0.00000 0.00000 - 0.00086 2 0.00002 - 0.00415 0.00000 0.00000 0.00000 - 0.00015 3 0.76858 - 0.01527 0.00000 0.00000 0.00000 - 0.00087 4 - 0.76858 0.01527 0.00000 0.00000 0.00000 0.00087 5 0.34586 - 0.00687 0.00000 0.00000 0.00000 - 0.00039 5 0.71231 - 0.03369 0.00000 0.00000 0.00000 - 0.00173 6 - 0.82486 - 0.00314 0.00000 0.00000 0.00000 0.00001 7 0.34589 - 0.01102 0.00000 0.00000 0.00000 - 0.00055 3 1 - 0.05644 - 0.11262 0.00000 0.00000 0.00000 - 0.00019 2 0.00000 - 0.01517 0.00000 0.00000 0.00000 0.00000 3 0.76816 - 0.00014 0.00000 0.00000 0.00000 0.00056 4 - 0.76816 0.00014 0.00000 0.00000 0.00000 - 0.00056 5 0.34567 - 0.00006 0.00000 0.00000 0.00000 0.00025 5 0.71172 - 0.11276 0.00000 0.00000 0.00000 0.00037 6 - 0.82460 - 0.11248 0.00000 0.00000 0.00000 - 0.00075 7 0.34567 - 0.01523 0.00000 0.00000 0.00000 0.00025 4 1 - 0.05661 - 0.03378 0.00000 0.00000 0.00000 0.00134 2 - 0.00002 - 0.00415 0.00000 0.00000 0.00000 0.00015 3 0.76774 0.01523 0.00000 0.00000 0.00000 - 0.00087 4 - 0.76774 - 0.01523 0.00000 0.00000 0.00000 0.00087 5 0.34548 0.00686 0.00000 0.00000 0.00000 - 0.00039 5 0.71113 - 0.01854 0.00000 0.00000 0.00000 0.00047 6 - 0.82435 - 0.04901 0.00000 0.00000 0.00000 0.00221 7 0.34546 0.00270 0.00000 0.00000 0.00000 - 0.00024 5 1 - 0.05663 - 0.00839 0.00000 0.00000 0.00000 0.00135 2 - 0.00003 - 0.00127 0.00000 0.00000 0.00000 0.00015 3 0.76769 - 0.00087 0.00000 0.00000 0.00000 - 0.00120 4 - 0.76769 0.00087 0.00000 0.00000 0.00000 0.00120 5 0.34546 - 0.00039 0.00000 0.00000 0.00000 - 0.00054 5 0.71106 - 0.00926 0.00000 0.00000 0.00000 0.00015 6 - 0.82432 - 0.00752 0.00000 0.00000 0.00000 0.00256 7 0.34544 - 0.00166 0.00000 0.00000 0.00000 - 0.00039 6 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00080 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00007 3 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00518 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00518 5 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00233 5 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00438 6 0.00000 0.00000 0.00000 0.00000 0.00000 0.00599 7 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00226 User ID: EAST-WEST ENGINEERS , INC. (KENWORTH LOW-BAY BRIDGE CRANE FRAME #2) -- PAGE NO. .'. JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE , . . jOINT 'LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 0.00000 0.00000 0.00000 0.00000 -0.00023 0.00000 0.00000 0.00000 0.00000 -0.00007 0.00000 0.00000 0.00000 0.00000 -0.00518 0.00000 0.00000 0.00000 0.00000 0.00518 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00233 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00541 6 0.00000 0.00000 0.00000 0.00000 0.00000 0.00494 7 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00240 7 1 0.00000 2. 0.00000 3 0.00000 4 0.00000 4 4 •* 4• ******** END OF . .. . . . .'-.73.:FRINT.MEMBER.FORCES LATEST ANALYSIS RESULT ************** User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #2) -- PAGE NO. 11 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 1 0.40 4.50 0.00 0.00 0.00 6.59 2 -0.40 -4.45 0.00 0.00 0.00 -0.64 1 0.06 1.30 0.00 0.00 0.00 0.93 2 -0.06 -1.30 0.00 0.00 0.00 0.80 1 1.00 -1.24 0.00 0.00 0.00 - 16.51 2 -1.00 1.24 0.00 0.00 0.00 14.86 1 -1.00 1.24 0.00 0.00 0.00 16.51 2 1.00 -1.24 0.00 0.00 0.00 -14.86 1 0.45 -0.56 0.00 0.00 0.00 -7.43 2 -0.45 0.56 0.00 0.00 0.00 6.69 1 1.40 3.27 0.00 0.00 0.00 -9.91 2 -1.40 -3.21 0.00 0.00 0.00 14.22 1 -0.60 5.74 0.00 0.00 0.00 23.10 2 0.60 -5.69 0.00 0.00 0.00 -15.50 1 0.51 0.74 0.00 0.00 0.00 -6.49 2 -0.51 -0.74 0.00 0.00 0.00 7.48 2 0.40 0.85 0.00 0.00 0.00 0.64 3 -0.40 -0.37 0.00 0.00 0.00 6.68 2 2 0.06 0.00 0.00 0.00 0.00 -0.80 3 -0.06 0.00 0.00 0.00 0.00 0.80 3 2 1.00 -1.24 0.00 0.00 0.00 -14.86 3 -1.00 1.24 0.00 0.00 0.00 0.01 4 2 -1.00 1.24 0.00 0.00 0.00 14.86 3 1.00 -1.24 0.00 0.00 0.00 -0.01 5 2 0.45 -0.56 0.00 0.00 0.00 -6.69 3 -0.45 0.56 0.00 0.00 0.00 0.01 5 2 1.40 -0.39 0.00 0.00 0.00 -14.22 3 -1.40 0.87 0.00 0.00 0.00 6.69 6 2 -0.60 2.09 0.00 0.00 0.00 15.50 3 0.60 -1.61 0.00 0.00 0.00 6.67 7 2 0.51 -0.56 0.00 0.00 0.00 -7.48 3 -0.51 0.56 0.00 0.00 0.00 0.80 3 1 3 0.40 0.37 0.00 0.00 0.00 -6.68 4 -0.40 0.11 0.00 0.00 0.00 8.22 2 3 0.06 0.00 0.00 0.00 0.00 -0.80 4 -0.06 0.00 0.00 0.00 0.00 0.80 3 3 1.00 -1.24 0.00 0.00 0.00 -0.01 4 -1.00 1.24 0.00 0.00 0.00 -14.85 4 3 -1.00 1.24 0.00 0.00 0.00 0.01 4 1.00 -1.24 0.00 0.00 0.00 14.85 5 3 0.45 -0,56 0.00 0.00 0.00 -0.01 4 -0.45 0.56 0.00 0.00 0.00 -6.68 • MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW-BAY BRIDGE CRANE FRAME #2) -- PAGE NO. 12 5 3 1.40 -0.87 0.00 0.00 0.00 -6.69 4 -1.40 1.35 0.00 0.00 0.00 -6.63 6 3 -0.60 1.61 0.00 0.00 0.00 -6.67 4 0.60 -1.13 0.00 0.00 0.00 23.07 7 3 0.51 -0.56 0.00 0.00 0.00 -0.80 4 -0.51 0.56 0.00 0.00 0.00 -5.89 4 0.40 -11.11 0.00 0.00 0.00 -8:22 5 -0.40 11.17 0.00 0.00 0.00 -6.59 4 0.06 -1.30 0.00 0.00 0.00 -0.80 5 -0.06 1.30 0.00 0.00 0.00 -0.93 4 1.00 -1.24 0.00 0.00 0.00 14.85 5 -1.00 1.24 0.00 0.00 0.00 -16.49 4 -1.00 1.24 0.00 0.00 0.00 -14.85 5 1.00 -1.24 0.00 0.00 0.00 16.49 4 0.45 -0.56 0.00 0.00 0.00 6.68 5 -0.45 0.56 0.00 0.00 0.00 -7.42 5 4 1.40 -12.35 0.00 0.00 0.00 6.63 5 -1.40 12.40 0.00 0.00 0.00 -23.09 6 4 -0.60 -9.87 0.00 0.00 0.00 -23.07 5 0.60 9.93 0.00 0.00 0.00 9.90 7 4 0.51 -1.86 0.00 0.00 0.00 5.89 5 -0.51 1.86 0.00 0.00 0.00 -8.36 5 1 6 5.55 -0.40 0.00 0.00 0.00 0.00 1 -5.00 0.40 0.00 0.00 0.00 -6.59 2 6 1.80 -0.06 0.00 0.00 0.00 0.00 1 -1.80 0.06 0.00 0.00 0.00 -0.93 3 6 -1.24 1.00 0.00 0.00 0.00 0.00 1 1.24 -1.00 0.00 0.00 0.00 16.51 4 6 1.24 -1.00 0.00 0.00 0.00 0.00 1 -1.24 1.00 0.00 0.00 0.00 -16.51 5 6 -0.56 0.45 0.00 0.00 0.00 0.00 1 0.56 -0.45 0.00 0.00 0.00 7.43 5 6 4.31 0.60 0.00 0.00 0.00 0.00 1 -3.77 -0.60 0.00 0.00 0.00 9.91 6 6 6.78 -1.40 0.00 0.00 0.00 0.00 1 -6.24 1.40 0.00 0.00 0.00 -23.10 7 6 1.24 0.39 0.00 0.00 0.00 0.00 1 -1.24 -0.39 0.00 0.00 0.00 6.49 6 1 7 12.21 0.40 0.00 0.00 0.00 0.00 5 -11.67 -0.40 0.00 0.00 0.00 6.59 2 7 1.80 0.06 0.00 0.00 0.00 0.00 5 -1.80 -0.06 0.00 0.00 0.00 0.93 3 7 1.24 1.00 0.00 0.00 0.00 0.00 5 -1.24 -1.00 0.00 0.00 0.00 16.49 IT . . , KENWORiW,LOWBAY BRIDGE CRANE IL Li IL IL MEMBER END FORCES STRUCTURE TYPE = 'PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR-Y : 4.7. -1.24 -1.00 5 1.24 1.00 5 7 0.56 0.45 -0.45 5 7 13.45 1.40 -1.40 6 7 10.97 -0.60 5 -10.43 0.60 7 7 2.36 0.51 5 -2.36 -0.51 **************':END'OF LATEST ANALYSIS RESULT *** . . 74. , PRINT SUPPORT REACTION . . Mier ID: EAST-WEST ENGINEERS, INC . , SHEAR -Z TORSION • 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 **44(******* 0.00 0.00 000 0.00 0.00 0.00 0.00 0.00 0.00 0.00 MOM-Y -MOM-Z' 0 7:42' 0.00 -9.90 0.00 * - . AKENWORTH SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE'=.PLANE JOINT .LOAD 6 1 3 4 . 5 5 7 1 4 5 5 7 FORCE -X 76. FINISH User:ID:.XAST-WESTENGINEERS,. INC. LOW-BAY BRIDGE CRANE FRAME #2) ; PAGE NO. 14'Y' 0.40 0.06 -1.00 • 1.00 - 0.45 - 0.60 1.40 -0.39 - 0.40 -0.06 - 1.00 1.00 - 0.45 -1.40 0.60 - 0.51 FORCE-Y FORCE-Z 5.55 1.80 - 1.24 1.24 - 0.56 4.31 6.78 1.24 12.21 1.80 • 1.24 - 1.24 0.56 13.45 10.97 2.36 .************4* END OF LATEST ANALYSIS 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 MOM-X 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 MOM-Y RESULT ************** *************** END OF STAAD-III *************** **** DATE= JUL 26,1997 TIME= 12:27:11 **** 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 ********************************************************* * For questions on STAAD-III/ISDS, contact: RESEARCH ENGINEERS, Inc at * Ph: (714) 974-2500 Fax: (714) 921-2543 * ********************************************************* MOM Z 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 L *************************************************** * * * * * User STAAD- III Revision 21.1W Proprietary Program of RESEARCH ENGINEERS, Inc. Date= JUL 26, 1997 Time= 12: 7:46 USER ID: EAST-WEST ENGINEERS, INC. ************************************************** ID: EAST-WEST ENGINEERS, INC. PAGE NO. 1 1. STAAD PLANE (KENWORTH LOW-BAY FRAME DRILL CRANE X-X AXIS #3) 2. UNIT FT KIP 3. JOINT COORDINATES 4. 1 0.00 16.20; 2 1.33 16.20; 3 20.84 16.20; 4 40.33 16.20 5. 5 41.67 16.20; 6 0.00 0.00; 7 41.67 0.00 7. MEMBER INCIDENCE 8. 1 1 2; 2 2 3; 3 3 4 9. 4 4 5; 5 6 1; 6 7 5 11. MEMBER PROPERTY 12. 1 2 3 4 TA ST W18X50 13. 5 6 TA ST W12X65 15. UNIT INCH 16. CONSTANTS 17. E 29000. ALL 18. DENSITY STEEL ALL 20. SUPPORT 21. 6 7 PINNED 23. UNIT FT 24. LOADING 1 (DL + LL) 25. SELFWEIGHT 1.0 26. JOINT LOAD 27. 1 FY -3.0 28. 2 FY -7.0 29. 3 FY -0.6 30. 4 FY -1.9 31. 5 FY -3.0 33. LOADING 2 (DL + LL) 34. SELFWEIGHT 1 0 35. JOINT LOAD 36. 1 FY -3.0 37. 2 FY -1.9 38. 3 FY -8.0 39. 4 FY -1.9 40. 5 FY -3.0 42. LOADING 3 (SEISMIC +X) 43. JOINT LOAD 44. 1 FX 2.1 46. LOADING 4 (SEISMIC -X) 47. JOINT LOAD 48. 1 FX -2.1 50. LOAD COMBINATION 5 (DL + LL + SEISMIC) 51. 1 1.0 3 1.0 53. LOAD COMBINATION 6 (DL + LL + SEISMIC) 54. 1 1.0 4 1.0 56. LOAD COMBINATION 7 (DL + LL + SEISMIC) 57. 2 1.0 3 1.0 59. LOAD COMBINATION 8 (DL + LL + SEISMIC) 60. 2 1.0 4 1.0 62. PERFORM ANALYSIS PROBLEM STATISTICS User ID: EAST-WEST ENGINEERS, INC. (KENWORTH LOW-BAY FRAME DRILL CRANE X-X AXIS #3) -- PAGE NO. 2 NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 7/ 6/ 2 ORIGINAL/FINAL BAND-WIDTH = 5/ 1 TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = 17 SIZE OF STIFFNESS MATRIX = 102 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.01/ 224.5 MB, EXMEM = 15.4 MB ++ Processing Element Stiffness Matrix. 12 : 7 : 47 ++ Processing Global Stiffness Matrix. 12: 7:47 ++ Processing Triangular Factorization. 12 : 7 : 47 Calculating Joint Displacements. 12 : 7 : 47 Calculating Member Forces. 12 : 7 : 47 User ID: EAST-WEST ENGINEERS, INC KENWORTH LOW-HAY FRAME DRILL CRANE X-X AXIS #3) -- PAGE NO • • • . . ' ''•,' • • '' ' , . . 7 . . : • 1 ,'-', -. 1 '...' . ..- ..„'. -.. -, .2'' -. .. ..'• " ' • -.. ' -. , ' ' . • - :'. i'.. . ': . . '.' - " : . . •", ,' .. :.. , . . , ,. . L - ' • . „ - .., L ,,,.,;-:,.: ,.. .... .... ... . . . . .................. :..........„. ........ . 1 . .. ......... .. s . •, .. .. , .:J,.:•:, • L L L User ID: EAST-WEST ENGINEERS, INC. (KENWORTH LOW-BAY FRAME DRILL CRANE X-X AXIS #3) -- PAGE NO. MATERIAL PROPERTIES . . ALL UNITS ARE - KIP INCH . mBER 29000.0 29000.0 • 29000.0 29000.0 • 29000.0 29000.0 ************ END OF DATA FROM 69.- PROPERTIES 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 DEN 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 ALPHA 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 INTERNAL .STORAGE'************ * *********** END OF DATA FROM INTERNAL STORAGE ****** * * * * * * User ID: EAST-WEST ENGINEERS, INC (ICENWORTH LOW-BAY FRAME DRILL CRANE X-X AXIS #3) -- PAGE NO . •, 6 MEMBER • PRCPERTIES UNIT • - INCH MEMB PROFILE • AX/ IZ/ AY AZ ' SZ SY 1 ST W18 X50 14.70 800.00 40.10 1.24 6.39 5.70 88.94 10.70 2 ST W18 X50 14.70 800.00 40.10 1.24 6.39 5.70 88.94 10.70 3 ST W18 X50 14.70 800.00 40.10 1.24 6.39 5.70 88.94 10.70 4 ST W18 X50 14.70 800.00 40.10 1.24 6.39 5.70 88.94 10.70 5 ST W12 X65 19.10 533.00 174.00 2.18 4.73 9.68 87.95 29.00 6 ST W12 X65 19.10 533.00 174.00 2.18 4.73 9.68 87.95 29.00 • • • • User ID: EAST-WEST ENGINEERS, INC KENWORTH LOW-BAY FRAME DRILL CRANE X-X AXIS #3) -- PAGE NO 7 JOINT COORDINATES COORDINATES ARE FEET UNIT JOINT X Y Z 1 0.000 16.200 0.000 1.330 16.200 0.000 3 20.840 16.200 0.000 4 40.330 16.200 0.000 5 41.670 16.200 0.000 6 0.000 0.000 0.000 7 41.670 0000 0.000 ********* * " END OF DATA FROM INTERNAL STORAGE ************ L L L KENWORTH LOW -BAY FRAME DRILL MEMBER INFORMATION MEMBER START END LENGTH BETA JOINT JOINT (FEET) (DEG) RELEASES 1 2 1.330 0.00 2 3 19.510 0.00 3 3 4 19.490 0.00 4 5 1.340 0.00 5 6 1 16.200 0.00 7 5 16.200 0.00 ************ END OF DATA FROM INTERNAL STORAGE ************ 74.' 'PRINT SUPPORT INFORMATION SUPPORT' INFORMATION (1=FIXED, 0=RELEASED) UNITS FOR•SPRINGOONSTANTS ARE KIP FEET DEGREES JOINT FORCE-X/ FORCE-Y/ FORCE-Z/ MOM-X/ MOM-Y/ MOM -Z KFX KFY. KFZ KMX KMY KMZ 6 1 0.0 0.0 7 1 1 0.0 0.0 ************ END OF DATA FROM INTERNAL STORAGE ************- 75. PRINT DISPLACEMENTS 1 1 1 0 0.0 0.0 0.0 0.0 1 1 1 0 o.o o.o o.o o.o User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY FRAME DRILL CRANE X -X AXIS #3) -- PAGE NO. 9 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 1 1 0.02545 - 0.00411 0.00000 0.00000 0.00000 - 0.00072 2 0.00118 - 0.00367 0.00000 0.00000 0.00000 - 0.00189 3 0.31443 0.00029 0.00000 0.00000 0.00000 - 0.00075 4 - 0.31443 - 0.00029 0.00000 0.00000 0.00000 0.00075 5 0.33988 - 0.00382 0.00000 0.00000 0.00000 - 0.00147 6 - 0.28898 - 0.00439 0.00000 0.00000 0.00000 0.00003 7 0.31561 - 0.00339 0.00000 0.00000 0.00000 - 0.00263 8 - 0.31325 - 0.00396 0.00000 0.00000 0.00000 - 0.00114 2 1 0.02542 - 0.01753 0.00000 0.00000 0.00000 - 0.00077 2 0.00110 - 0.03721 0.00000 0.00000 0.00000 - 0.00215 3 0.31439 - 0.01037 0.00000 0.00000 0.00000 - 0.00061 4 - 0.31439 0.01037 0.00000 0.00000 0.00000 0.00061 5 0.33981 - 0.02790 0.00000 0.00000 0.00000 - 0.00138 6 - 0.28896 - 0.00716 0.00000 0.00000 0.00000 - 0.00016 7 0.31548 - 0.04758 0.00000 0.00000 0.00000 - 0.00276 8 - 0.31329 - 0.02684 0.00000 0.00000 0.00000 - 0.00154 3 1 0.02503 - 0.12918 0.00000 0.00000 0.00000 0.00008 2 - 0.00015 - 0.50729 0.00000 0.00000 0.00000 0.00000 3 0.31381 - 0.00026 0.00000 0.00000 0.00000 0.00036 4 - 0.31381 0.00026 0.00000 0.00000 0.00000 - 0.00036 5 0.33885 - 0.12944 0.00000 0.00000 0.00000 0.00043 6 - 0.28878 - 0.12892 0.00000 0.00000 0.00000 - 0.00028 7 0.31366 - 0.50755 0.00000 0.00000 0.00000 0.00036 8 - 0.31396 - 0.50703 0.00000 0.00000 0.00000 - 0.00036 4 1 0.02464 - 0.01113 0.00000 0.00000 0.00000 0.00054 2 - 0.00139 - 0.03750 0.00000 0.00000 0.00000 0.00216 3 0.31324 0.01037 0.00000 0.00000 0.00000 - 0.00060 4 - 0.31324 - 0.01037 0.00000 0.00000 0.00000 0.00060 5 0.33788 - 0.00075 0.00000 0.00000 0.00000 - 0.00006 6 - 0.28859 - 0.02150 0.00000 0.00000 0.00000 0.00114 7 0.31184 - 0.02713 0.00000 0.00000 0.00000 0.00155 8 - 0.31463 - 0.04788 0.00000 0.00000 0.00000 0.00276 5 1 0.02462 - 0.00243 0.00000 0.00000 0.00000 0.00046 2 - 0.00148 - 0.00367 0.00000 0.00000 0.00000 0.00189 3 0.31320 - 0.00029 0.00000 0.00000 0.00000 - 0.00074 4 - 0.31320 0.00029 0.00000 0.00000 0.00000 0.00074 5 0.33781 - 0.00272 0.00000 0.00000 0.00000 - 0.00028 6 - 0.28858 - 0.00214 0.00000 0.00000 0.00000 0.00120 7 0.31172 - 0.00396 0.00000 0.00000 0.00000 0.00115 8 - 0.31468 - 0.00339 0.00000 0.00000 0.00000 0.00263 6 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00015 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00089 3 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00203 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00203 5 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00188 6 0.00000 0.00000 0.00000 0.00000 0.00000 0.00218 7 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00115 8 0.00000 0.00000 0.00000 0.00000 0.00000 0.00292 END OF LATEST ANALYSIS 76. PRINT MEMBER FORCES User ID: EAST-WEST ENGINEERS, INC. (KENWORTH LOW-BAY FRAME DRILL CRANE X -X AXIS #3) -- PAGE NO 10 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 0.00000. 0.00000 0.00000 0.00000 0.00000 -0.00041 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00088 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00202 0.00000 0.00000 0.00000 0.00000 0.00000 0.00202 5 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00243 6 0.00000 0.00000 0.00000 0.00000 0.00000 0.00162 7 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00291 8 0.00000 0.00000 0.00000 0.00000 0.00000 0.00114 RESULT ************** User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW-BAY FRAME DRILL CRANE X -X AXIS #3) -- PAGE NO. 11 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 1 0.71 8.18 0.00 0.00 0.00 11.51 2 -0.71 -8.11 0.00 0.00 0.00 -0.68 1 2.27 6.94 0.00 0.00 0.00 36.75 2 -2.27 -6.87 0.00 0.00 0.00 -27.56 1 1.05 -0.82 0.00 0.00 0.00 -17.03 2 -1.05 0.82 0.00 0.00 0.00 15.94 1 -1.05 0.82 0.00 0.00 0.00 17.03 2 1.05 -0.82 0.00 0.00 0.00 -15.94 1 1.76 7.36 0.00 0.00 0.00 -5.52 2 -1.76 -7.29 0.00 0.00 0.00 15.26 1 -0.34 8.99 0.00 0.00 0.00 28.54 2 0.34 -8.93 0.00 0.00 0.00 -16.62 1 3.32 6.12 0.00 0.00 0.00 19.72 2 -3.32 -6.06 0.00 0.00 0.00 -11.62 1 1.22 7.76 0.00 0.00 0.00 53.77 2 -1.22 -7.69 0.00 0.00 0.00 - 43.50 2 0.71 1.11 0.00 0.00 0.00 0.68 3 -0.71 -0.14 0.00 0.00 0.00 11.50 2 2.27 4.97 0.00 0.00 0.00 27.56 3 -2.27 -4.00 0.00 0.00 0.00 59.97 3 2 1.05 -0.82 0.00 0.00 0.00 -15.94 3 -1.05 0.82 0.00 0.00 0.00 0.01 4 2 -1.05 0.82 0.00 0.00 0.00 15.94 3 1.05 -0.82 0.00 0.00 0.00 -0.01 5 2 1.76 0.29 0.00 0.00 0.00 -15.26 3 -1.76 0.68 0.00 0.00 0.00 11.51 6 2 -0.34 1.93 0.00 0.00 0.00 16.62 3 0.34 -0.95 0.00 0.00 0.00 11.49 7 2 3.32 4.16 0.00 0.00 0.00 11.62 3 -3.32 -3.18 0.00 0.00 0.00 59.98 8 2 1.22 5.79 0.00 0.00 0.00 43.50 3 -1.22 -4.82 0.00 0.00 0.00 59.95 3 . 1 3 0.71 -0.46 0.00 0.00 0.00 -11.50 4 -0.71 1.44 0.00 0.00 0.00 -7.00 2 3 2.27 -4.00 0.00 0.00 0.00 -59.97 4 -2.27 4.97 0.00 0.00 0.00 -27.49 3 3 1.05 -0.82 0.00 0.00 0.00 -0.01 4 -1.05 0.82 0.00 0.00 0.00 -15.90 4 3 -1.05 0.82 0.00 0.00 0.00 0.01 4 1.05 -0.82 0.00 0.00 0.00 15.90 5 3 1.76 -1.28 0.00 0.00 0.00 -11.51 4 -1.76 2.25 0.00 0.00 0.00 -22.90 User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY FRAME DRILL CRANE X -X AXIS #3) -- PAGE NO. 12 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION. MOM -Y MOM -Z 6 3 -0.34 0.35 0.00 0.00 0.00 -11.49 4 0.34 0.62 0.00 0.00 0.00 8.90 3. 3.32 -4.82 0.00 0.00 0.00 -59.98 4 -3.32 5.79 0.00 0.00 0.00 -43.39 3 1.22 -3.18 0.00 0.00 0.00 -59.95 4 -1.22 4.16 0.00 0.00 0.00 -11.59 4 0.71 -3.34 0.00 0.00 0.00 7.00 5 -0.71 3.40 0.00 0.00 0.00 -11.51 4 2.27 -6.87 0.00 0.00 0.00 27.49 5 -2.27 6.94 0.00 0.00 0.00 -36.75 4 1.05 -0.82 0.00 0.00 0.00 15.90 5 -1.05 0.82 0.00 0.00 0.00 -16.99 4 -1.05 0.82 0.00 0.00 0.00 -15.90 5 1.05 -0.82 0.00 0.00 0.00 16.99 4 1.76 -4.15 0.00 0.00 0.00 22.90 5 -1.76 4.22 0.00 0.00 0.00 -28.50 4 -0.34 -2.52 0.00 0.00 0.00 -8.90 5 0.34 2.59 0.00 0.00 0.00 5.48 4 3.32 -7.69 0.00 0.00 0.00 43.39 5 -3.32 7.76 0.00 0.00 0.00 -53.74 4 1.22 -6.06 0.00 0.00 0.00 11.59 5 -1.22 6.12 0.00 0.00 0.00 -19.75 1 6 12.23 -0.71 0.00 0.00 0.00 0.00 1 -11.18 0.71 0.00 0.00 0.00 -11.51 2 6 10.99 -2.27 0.00 0.00 0.00 0.00 1 -9.94 2.27 0.00 0.00 0.00 -36.75 3 6 -0.82 1.05 0.00 0.00 0.00 0.00 1 0.82 -1.05 0.00 0.00 0.00 17.03 4 6 0.82 -1.05 0.00 0.00 0.00 0.00 1 -0.82 1.05 0.00 0.00 0.00 -17.03 5 6 11.41 0.34 0.00 0.00 0.00 0.00 1 -10.36 -0.34 0.00 0.00 0.00 5.52 6 6 13.04 -1.76 0.00 0.00 0.00 0.00 1 -11.99 1.76 0.00 0.00 0.00 -28.54 7 6 10.17 -1.22 0.00 0.00 0.00 0.00 1 -9.12 1.22 0.00 0.00 0.00 -19.72 6 11.81 -3.32 0.00 0.00 0.00 0.00 1 -10.76 3.32 0.00 0.00 0.00 -53.77 6 1 7 7.45 0.71 0.00 0.00 0.00 0.00 5 -6.40 -0.71 0.00 0.00 0.00 11.51 2 7 10.99 2.27 0.00 0.00 0.00 0.00 5 -9.94 -2.27 0.00 0.00 0.00 36.75 3 7 0.82 1.05 0.00 0.00 0.00 0.00 5 -0.82 -1.05 0.00 0.00 0.00 16.99 ALL UNITS ARE KIP User ID: EAST-WEST ENGINEERS, INC KENWORTH L04-BAY FRAME DRILL CRANE X-X AXIS #3) -- PAGE NO 13 MEMBER END FORCES ' STRUCTURE'IYPEPLANE MEMBER. LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM -Y MOM -Z 4 7 -0.82 -1.05 0.00 0.00 0.00 0.00 5 0.82 1.05 0.00 0.00 0.00 -16.99 7 8.27 1.76 0.00 0.00 0.00 0.00 5 -7.22 -1.76 0.00 0.00 0.00 28.50 6 7 6.64 -0.34 0.00 0.00 0.00 0.00 5 -5.59 0.34 0.00 0.00 0.00 -5.48 7 11.81 3.32 0.00 0.00 0.00 0.00 5 -10.76 -3.32 0.00 0.00 0.00 53.74 8 7 10.17 1.22 0.00 0.00 0.00 0.00 5 -9.12 -1.22 0.00 0.00 0.00 19.75 2:.** OF LATEST ANALYSISRESULT,************* - - . , • \ User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY FRAME DRILL CRANE X -X AXIS #3) -- PAGE NO. 14 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 1 0.71 12.23 0.00 0.00 0.00 0.00 2 2.27 10.99 0.00 0.00 0.00 0.00 3 -1.05 -0.82 0.00 0.00 0.00 0.00 4 1.05 0.82 0.00 0.00 0.00 0.00 5 -0.34 11.41 0.00 0.00 0.00 0.00 6 1.76 13.04 0.00 0.00 0.00 0.00 7 1.22 10.17 0.00 0.00 0.00 .0.00 8 3.32 11.81 0.00 0.00 0.00 0.00 1 -0.71 7.45 0.00 0.00 0.00 0.00 2 -2.27 10.99 0.00 0.00 0.00 0.00 3 -1.05 0.82 0.00 0.00 0.00 0.00 4 1.05 -0.82 0.00 0.00 0.00 0.00 5 -1.76 8.27 0.00 0.00 0.00 0.00 6 0.34 6.64 0.00 0.00 0.00 0.00 7 -3.32 11.81 0.00 0.00 0.00 0.00 -1.22 10.17 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 79. FINISH * * * * * * * * * * * * * ** END OF STAAD -III * * * * * * * * * * * * * ** * * ** DATE = JUL 26,1997 TIME= 12: 7:49 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** For questions on STAAD- III /ISDS, contact: RESEARCH ENGINEERS, Inc at * Ph: (714) 974 -2500 Fax: (714) 921 -2543 ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 41 User ID: EAST -WEST ENGINEERS, INC. PAGE NO. ******** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * S T A A D- III Revision 21.1W Proprietary Program of RESEARCH ENGINEERS, Inc. Date = JUL 23, 1997 Time= 17: 6:53 * USER ID: EAST -WEST ENGINEERS, INC. ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD PLANE (KENWORTH LOW -BAY BRIDGE CRANE FRAME #4) 2. UNIT FT KIP 3. JOINT COORDINATES 4. 1 0.00 16.50; 2 8.00 16.50; 3 11.00 16.50; 4 14.00 16.50 5. 5 22.00 16.50; 6 30.00 16.50; 7 33.00 16.50; 8 36.00 16.50 6. 9. 44.00 16.50; 10 52.00 16.50; 11 55.00 16.50; 12 58.00 16.50 7. 13 66.00 16.50; 14 0.00 8.50; 15 22.00 8.50; 16 44.00 8.50 8. 17 66.00 8.50; 18 0.00 0.00; 19 22.00 0.00; 20 44.00 0.00 9. 21 66.00 0.00 11. MEMBER INCIDENCE 12. 1 1 2; 2 2 3; 3 3 4 13. 4 4 5; 5 5 6; 6 6 7 14. 7 7 8; 8 8 9; 9 9 10 15. 10 10 11; 11 11 12; 12 12 13 16. 13 14 2; 14 15 4; 15 15 6 17. 16 16 8; 17 16 10; 18 17 12 18. 19 14 1; 20 15 5; 21 16 9 19. 22 17 13; 23 18 14; 24 19 15 20. 25 20 16; 26 21 17 22. MEMBER PROPERTY 23. 1 TO 12 TA ST W8X24 24. 13 TO 18 TA ST W8X18 25. 19 TO 26 TA ST W10X33 27. UNIT INCH 28. CONSTANTS 29. E 29000. ALL 30. DENSITY STEEL ALL 31. BETA 90.0 19 TO 26 33. MEMBER RELEASES 34. 1 5 9 START MZ 35. 4 8 12 END MZ 37. SUPPORT 38. 18 TO 21 PINNED 40. UNIT FT 41. LOADING 1 (DL) 42. SELFWEIGHT 1.0 44. LOADING 2 (SEISMIC) 45. JOINT LOAD 46. 1 FX -5.8 48. LOAD COMBINATION 3 (DL + SEISMIC) 49. 1 1.0 2 1.0 LI ^ • 51.. PERFORM ANALYSIS LI Li 53. UNIT FT _ DRAW JOINT MEMBER SUPPORT „ . . .:,.. ' ' ' ;" •.' : : ',... " , ., , - - • -_ '± User ID: EAST-WEST E ENGINEERS, INC. ..: . ... , 1 1 -, d . ' 1 -'• :. :—.... :AKENWORTH.LOWBAYBR/DGE CRANEFRAME2#0 .. -. . ' .. :,..... ..: - . . . .-. .- PVOBLEM. STATISTICS bil:: :':E::: ... ,, ''.1i :•,.• : . ' • •• • " . . .. . . _ . - ,NUMBER:OFJOINTS/MEMBER+ELEMENTS/SUPPORTS.= • 21/ 26/ 4 ORIGINAL/FINAL BAND-WIDTH = 13/ - 2 TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = : 55 HYs = 495 DOUBLE PREC. WORDS :...RiORD/AVAIL. DISK SPACE = 12.04/ 224.8 MB, EXMEMH= . ..16.3 MB f'...— . . . . ++ Processing Element Stiffness Matrix. 17: 6:53. .- ++ Processing Global Stiffness Matrix. - 17: 6:64. ++ Processing Triangular Factorization. 17: 6:54 ++ Calculating Joint Displacements. : :'17: 6:54: ++ Calculating Member ,Forces. , - " 17: 6:54 .,... - User lb: EAST-WEST ENGINEERS, INC. (KENWORTH LOW-BAY BRIDGE CR EAN, FRAME #4): -'PAGE NO ' 4 56. UNIT INCH 57. PRINT MATERIAL PROPERTIES L L I. :MATERIAL PROPERTIES. ALL UNITS MEMBER 1 2 3 5 6 7 9 10 11 12 13 14 15 • 16 17 18 19 20 21 • 22 23 24 25 26 ARE -1CIP, 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 29000.0 58. PRINT MEMBER PROPERTIES 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 INCH User ID EAST-WEST ENGINEERS, INC KENWORTH LOW-BAY BRIDGE CRANE FRAME #4) DEN 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 ************ END OF DATA FROM INTERNAL STORAGE • ALPHA 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 ************ • .. L L l L t User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #4) -- PAGE NO MEMBER PROPERTIES. UNIT - INCH MEMB PROFILE 1 ST W8X 24 2 ST W8X 24 3 ST W8X 24 4 ST W8X 24 5 ST W8X 24 6 ST W8X 24 ST W8X 24 ST W8X 24 9 ST W8X 24 10 ST W8X 24 11 ST W8X 24 12 ST W8X 24 13 ST W8X 18 14 ST W8X 18 15 ST W8X 18 16 ST W8X 18 17 ST W8X 18 18 ST W8X 18 19 ST W10 X33 20 ST W10 X33 21 ST W10 X33 22 ST W10 X33 23 ST W10 X33 24 ST W10 X33 AX/ IZ/ IY/ IX/ . 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ENGINEERS, INC (ICENWORTH LOW-BAY BRIDGE CRANE ;FRAME #4) • ' • PAGE NO . . MEMBER PROPERTIES UNIT - INCH , . • MEMB PROFILE AX/ IZ/ • • ' IY/ ; • AY 25 ST W10 X33 9.71 170.00 36.60 0.58 2.82 462 3494 9.20 26 ST 1110 X33 9.71 170.00 36.60 0.58 2.82 4 62 34.94 9.20 ********** END OF DATA FROM INTERNAL STORAGE ************ • 60 . MIT FT 61 . PRINT . JOINT COORDINATES User ID:',EAST -WEST ENGINEERS,'INC, (KENWORTH LOW -BAY BRIDGE CRANE FRAME '44) -- PAGE NO JOINT COORDINATES 1 0.000 2 8.000 3 11.000 4 14.000 5 22.000 6 30.000 7 33.000 8 36.000 9 44.000 52.000 11 55.000 12 58.000 13 66.000 14 0.000 15 22.000 16 4 4. 0 0 0 17 66.000 0.000 19 22.000 20 44.000 21 66.000 16.500 16.500 16.500 16.500 16.500 16.500 16.500 16.500 16.500 16.500 16.500 16.500 16.500 8.500 8.500 8.500 8.500 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 ************ END OF DATA FROM INTERNAL STORAGE .******* : 62. PRINT MEMBER INFORMATION User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE. FRAME #4) -- PAGE NO. MEMBER INFORMATION MEMBER START END LENGTH BETA JOINT JOINT (FEET) (DEG) RELEASES 1 2 8.000 0.00 000001000000 2 2 3 3.000 0.00 3 .3 4 3.000 0.00 4 4 5 8.000 0.00 000000000001 5 5 6 8.000 0.00 000001000000 6 6 7 3.000 0.00 7. 7 8 3.000 0.00 8 8 9 8.000 0.00 000000000001 9 9 10 8.000 0.00 000001000000 10 10 11 3.000 0.00 11 11 12 3.000 0.00 12 12 13 8.000 0.00 000000000001 13 14 2 11.314 0.00 14 15 4 11.314 0.00 15 15 6 11.314 0.00 16 16 8 11.314 0.00 17 16 10 11.314 0.00 18 17 12 11.314 0.00 19 14 1 8.000 90.00 20 15 5 8.000 90.00 21 . 16 9 8.000 90.00 22 17 13 8.000 90.00 23 18 14 8.500 90.00 24 19 15 8.500 90.00 25 20 16 8.500 90.00 26 21 17 8.500 90.00 * * * * * * * * * * ** END OF DATA FROM INTERNAL STORAGE * * * * * * * * * * ** 63. PRINT SUPPORT INFORMATION SUPPORT INFORMATION (1= FIXED, 0= RELEASED) UNITS FOR SPRING CONSTANTS ARE KIP FEET DEGREES JOINT FORCE -X/ FORCE -Y/ FORCE -Z/ MOM -X/ MOM -Y/ MOM -Z/ KFX KFY KFZ KMX KMY KMZ 18 1 1 1 1 1 0 0.0 0.0 0.0 0.0 0.0 0.0 Dser::iDii:EAST7WEST.:INGINEERS;' (KENWORTH 'LOW-BAY PIRIDGE CRANE FRAME #4) ' , 1 '.-- PAGE NO - ***** END OF DATA FROM INTERNAL STORAGE ************ L 1_ User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #4) -- PAGE NO. 11 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 1 1 - 0.00026 - 0.00037 0.00000 0.00000 0.00000 - 0.00011 2 - 0.73633 - 0.00043 0.00000 0.00000 0.00000 - 0.00026 3 - 0.73659 - 0.00079 0.00000 0.00000 0.00000 - 0.00038 2 1 - 0.00025 - 0.01020 0.00000 0.00000 0.00000 - 0.00003 2 - 0.73333 0.05249 0.00000 0.00000 0.00000 - 0.00041 3 - 0.73358 0.04229 0.00000 0.00000 0.00000 - 0.00044 3 1 - 0.00026 - 0.00982 0.00000 0.00000 0.00000 0.00004 2 - 0.73254 0.02144 0.00000 0.00000 0.00000 - 0.00102 3 - 0.73280 0.01161 0.00000 0.00000 0.00000 - 0.00098 4 1 - 0.00027 - 0.00765 0.00000 0.00000 0.00000 0.00006 2 - 0.73174 - 0.01346 0.00000 0.00000 0.00000 - 0.00062 3 - 0.73201 - 0.02111 0.00000 0.00000 0.00000 - 0.00056 5 1 - 0.00013 - 0.00062 0.00000 0.00000 0.00000 0.00008 2 - 0.73052 0.00036 0.00000 0.00000 0.00000 - 0.00054 3 - 0.73065 - 0.00026 0.00000 0.00000 0.00000 - 0.00047 6 1 0.00000 0.00514 0.00000 0.00000 0.00000 0.00006 2 - 0.72907 0.01444 0.00000 0.00000 0.00000 - 0.00033 3 - 0.72906 0.01958 0.00000 0.00000 0.00000 - 0.00027 7 1 0.00000 0.00607 0.00000 0.00000 0.00000 0.00000 2 - 0.72856 - 0.00212 0.00000 0.00000 0.00000 - 0.00049 3 - 0.72856 0.00394 0.00000 0.00000 0.00000 - 0.00049 8 1 0.00000 0.00514 0.00000 0.00000 0.00000 - 0.00006 2 - 0.72806 - 0.01814 0.00000 0.00000 0.00000 - 0.00030 3 - 0.72806 - 0.01300 0.00000 0.00000 0.00000 - 0.00035 9 1 0.00013 - 0.00062 0.00000 0.00000 0.00000 - 0.00008 2 - 0.72683 - 0.00036 0.00000 0.00000 0.00000 - 0.00053 3 - 0.72670 - 0.00097 0.00000 0.00000 0.00000 - 0.00060 10 1 0.00027 - 0.00765 0.00000 0.00000 0.00000 - 0.00006 2 - 0.72538 0.01197 0.00000 0.00000 0.00000 - 0.00063 3 - 0.72511 0.00432 0.00000 0.00000 0.00000 - 0.00068 11 1 0.00026 - 0.00982 0.00000 0.00000 0.00000 - 0.00004 2 - 0.72516 - 0.02266 0.00000 0.00000 0.00000 - 0.00100 3 - 0.72490 - 0.03248 0.00000 0.00000 0.00000 - 0.00104 12 1 0.00025 - 0.01020 0.00000 0.00000 0.00000 0.00003 2 - 0.72494 - 0.05306 0.00000 0.00000 0.00000 - 0.00039 3 - 0.72469 - 0.06326 0.00000 0.00000 0.00000 - 0.00036 13 1 0.00026 - 0.00037 0.00000 0.00000 0.00000 0.00011 2 - 0.72523 0.00042 0.00000 0.00000 0.00000 - 0.00028 3 - 0.72497 0.00005 0.00000 0.00000 0.00000 - 0.00017 14 1 - 0.00999 - 0.00028 0.00000 0.00000 0.00000 - 0.00008 2 - 0.67617 - 0.00068 0.00000 0.00000 0.00000 0.00243 3 - 0.68616 - 0.00095 0.00000 0.00000 0.00000 0.00235 15 1 0.00620 - 0.00052 0.00000 0.00000 0.00000 0.00005 2 - 0.71396 0.00044 0.00000 0.00000 0.00000 0.00163 3 - 0.70776 - 0.00008 0.00000 0.00000 0.00000 0.00167 16 1 - 0.00620 - 0.00052 0.00000 0.00000 0.00000 - 0.00005 2 - 0.70920 - 0.00043 0.00000 0.00000 0.00000 0.00163 3 - 0.71540 - 0.00095 0.00000 0.00000 0.00000 0.00158 • •, • •••••'• • '••••',:. ••• • • ' • -• °•••- ••••••,•,•:' . . , L. ,•• 1_ Mier ID::EAST7VEST (KEHWORT/(LOWBAY.BRIDGE CRANE FRAME #4).,: JOINT DISPLACEMENT (INCH RADIANS) JOINT LOAD X -TRANS 17. '1 0.00999 2 -0.66727 • 3 -0,65728 1 - 0.00000 2: .0.00000 3 0.00000 -1 • 0.00000 2 0.00000 .3 0.00000 1 0.00000 2 0.00000 '3 0.00000 0,00000 2 0.00000 3 . 0.00000 26 21 65. PRINT MEMBER FORCES Y -TRANS -0.00028 0.00066 0.00038 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 • 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 STRUCTURE TYPE = PLANE Z -TRANS X -ROTAN 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 ************** END OF LATEST ANALYSIS RESULT ************** ENGINEERS, INC. - PAGE NO: "12-i Y-ROTAN Z-ROTAN 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 0.00008 0.00240 0.00248 0.00018 0.00870 0.00888 - 0.00011 0.00965 0.00954 0.00011 0.00958 0.00969 - 0.00018 0.00858 0.00840 User ID: EAST -WEST ENGINEERS, INC. KENWORTH LOW -BAY BRIDGE CRANE FRAME #4) -- PAGE NO. 13 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ABE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 1 1 -0.01 0.13 0.00 0.00 0.00 0.00 2 0.01 0.06 0.00 0.00 0.00 0.25 2 1 -6.42 -0.73 0.00 0.00 0.00 0.00 2 6.42 0.73 0.00 0.00 0.00 -5.83 3 1 -6.43 -0.60 0.00 0.00 0.00 0.00 2 6.43 0.79 0.00 0.00 0.00 -5.58 2 1 2 0.05 -0.03 0.00 0.00 0.00 -0.47 3 -0.05 0.10 0.00 0.00 0.00 0.28 2 2 -4.52 1.86 0.00 0.00 0.00 6.19 3 4.52 -1.86 0.00 0.00 0.00 -0.59 3 2 -4.47 1.84 0.00 0.00 0.00 5.71 3 4.47 -1.76 0.00 0.00 0.00 -0.31 3 0.05 -0.10 0.00 0.00 0.00 -0.28 4 -0.05 0.17 0.00 0.00 0.00 -0.12 3 -4.52 1.86 0.00 0.00 0.00 0.59 4 4.52 -1.86 0.00 0.00 0.00 5.00 3 -4.47 1.76 0.00 0.00 0.00 0.31 4 4.47 -1.69 0.00 0.00 0.00 4.87 1 4 -0.30 0.11 0.00 0.00 0.00 0.10 5 0.30 0.08 0.00 0.00 0.00 0.00 2 4 -2.61 -0.58 0.00 0.00 0.00 -4.66 5 2.61 0.58 0.00 0.00 0.00 0.00 3 4 -2.91 -0.47 0.00 0.00 0.00 -4.56 5 2.91 0.67 0.00 0.00 0.00 0.00 5 1 5 -0.29 0.07 0.00 0.00 0.00 0.00 6 0.29 0.12 0.00 0.00 0.00 -0.20 2 5 -3.11 -0.36 0.00 0.00 0.00 0.00 6 3.11 0.36 0.00 0.00 0.00 -2.88 3 5 -3.40 -0.29 0.00 0.00 0.00 0.00 6 3.40 0.48 0.00 0.00 0.00 -3.08 6 1 6 0.02 0.07 0.00 0.00 0.00 0.39 7 -0.02 0.00 0.00 0.00 0.00 -0.28 2 6 -2.88 0.65 0.00 0.00 0.00 1.88 7 2.88 -0.65 0.00 0.00 0.00 0.08 3 6 -2.86 0.73 0.00 0.00 0.00 2.27 7 2.86 -0.65 0.00 0.00 0.00 -0.20 7 1 7 0.02 0.00 0.00 0.00 0.00 0.28 8 -0.02 0.07 0.00 0.00 0.00 -0.39 User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #4) -- PAGE NO. 14 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 10 11 2 7 -2.88 8 2.88 3 7 -2.86 8 2.86 0.65 0.00 0.00 0.00 -0.08 -0.65 0.00 0.00 0.00 2.05 0.65 0.00 0.00 0.00 0.20 -0.58 0.00 0.00 0.00 1.65 8 -0.29 0.12 0.00 0.00 0.00 0.20 9 0.29 0.07 0.00 0.00 0.00 0.00 8 -2.62 -0.37 0.00 0.00 0.00 -2.93 9 2.62 0.37 0.00 0.00 0.00 0.00 8 -2.91 -0.24 0.00 0.00 0.00 -2.73 9 2.91 0.44 0.00 0.00 0.00 0.00 9 -0.30 0.08 0.00 0.00 0.00 0.00 10 0.30 0.11 0.00 0.00 0.00 -0.10 9 -3.11 -0.57 0.00 0.00 0.00 0.00 10 3.11 0.57 0.00 0.00 0.00 -4.59 9 -3.41 -0.49 0.00 0.00 0.00 0.00 10 3.41 0.68 0.00 0.00 0.00 -4.69 1 10 0.05 0.17 0.00 0.00 0.00 0.12 11 -0.05 -0.10 0.00 0.00 0.00 0.28 2 10 -1.26 1.83 0.00 0.00 0.00 4.84 11 1.26 -1.83 0.00 0.00 0.00 0.65 3 10 -1.21 2.00 0.00 0.00 0.00 4.97 11 1.21 -1.93 0.00 0.00 0.00 0.94 1 11 0.05 0.10 0.00 0.00 0.00 -0.28 12 -0.05 -0.03 0.00 0.00 0.00 0.47 2 11 -1.26 1.83 0.00 0.00 0.00 -0.65 12 1.26 -1.83 0.00 0.00 0.00 6.15 3 11 -1.21 1.93 0.00 0.00 0.00 -0.94 12 1.21 -1.86 0.00 0.00 0.00 6.62 12 1 12 -0.01 0.06 0.00 0.00 0.00 -0.25 13 0.01 0.13 0.00 0.00 0.00 0.00 2 12 0.62 -0.72 0.00 0.00 0.00 -5.77 13 -0.62 0.72 0.00 0.00 0.00 0.00 3 12 0.61 -0.66 0.00 0.00 0.00 -6.02 13 -0.61 0.85 0.00 0.00 0.00 0.00 13 1 14 0.21 0.13 0.00 0.00 0.00 0.39 2 -0.07 0.02 0.00 0.00 0.00 0.22 2 14 3.18 0.49 0.00 0.00 0.00 5.90 2 -3.18 -0.49 0.00 0.00 0.00 -0.35 3 14 3.39 0.62 0.00 0.00 0.00 6.29 2 -3.25 -0.47 0.00 0.00 0.00 -0.13 14 1 15 0.59 0.09 0.00 0.00 0.00 0.27 4 -0.45 0.05 0.00 0.00 0.00 -0.03 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 15 -3.08 -0.38 0.00 0.00 0.00 -4.61 4 3.08 0.38 0.00 0.00 0.00 0.34 3 15 -2.49 -0.28 0.00 0.00 0.00 -4.34 4 2.64 0.43 0.00 0.00 0.00 0.31 15 User ID: EAST -WEST ENGINEERS, INC. KENWORTH LOW -BAY BRIDGE CRANE FRAME #4) -- PAGE NO. 15 15 0.50 0.06 0.00 0.00 0.00 0.05 6 -0.36 0.08 0.00 0.00 0.00 -0.19 15 0.88 0.56 0.00 0.00 0.00 5.31 6 -0.88 -0.56 0.00 0.00 0.00 1.00 15 1.38 0.62 0.00 0.00 0.00 5.36 6 -1.23 -0.47 0.00 0.00 0.00 0.82 16 1 16 0.50 0.06 0.00 0.00 0.00 0.05 8 -0.36 0.08 0.00 0.00 0.00 -0.19 2 16 -0.91 -0.53 0.00 0.00 0.00 -5.12 8 0.91 0.53 0.00 0.00 0.00 -0.89 3 16 -0.41 -0.47 0.00 0.00 0.00 -5.07 8 0.55 0.61 0.00 0.00 0.00 -1.07 17 1 16 0.59 0.09 0.00 0.00 0.00 0.27 10 -0.45 0.05 0.00 0.00 0.00 -0.03 2 16 3.01 0.39 0.00 0.00 0.00 4.71 10 -3.01 -0.39 0.00 0.00 0.00 -0.26 3 16 3.60 0.49 0.00 0.00 0.00 4.98 10 -3.46 -0.34 0.00 0.00 0.00 -0.28 18 1 17 0.21 0.13 0.00 0.00 0.00 0.39 12 -0.07 0.02 0.00 0.00 0.00 0.22 2 17 -3.13 -0.48 0.00 0.00 0.00 -5.77 12 3.13 0.48 0.00 0.00 0.00 0.38 3 17 -2.92 -0.35 0.00 0.00 0.00 -5.39 12 3.06 0.49 0.00 0.00 0.00 0.60 19 1 14 0.39 0.00 -0.01 0.00 0.07 0.00 1 -0.13 0.00 0.01 0.00 0.00 0.00 2 14 -0.73 0.00 -0.62 0.00 4.96 0.00 1 0.73 0.00 0.62 0.00 0.00 0.00 3 14 -0.34 0.00 -0.63 0.00 5.03 0.00 1 0.60 0.00 0.63 0.00 0.00 0.00 20 1 15 0.42 0.00 0.01 0.00 -0.06 0.00 5 -0.15 0.00 -0.01 0.00 0.00 0.00 2 15 0.22 0.00 -0.50 0.00 4.00 0.00 5 -0.22 0.00 0.50 0.00 0.00 0.00 3 15 0.64 0.00 -0.49 0.00 3.94 0.00 5 -0.38 0.00 0.49 0.00 0.00 0.00 21 1 16 0.42 0.00 -0.01 0.00 0.06 0.00 9 -0.15 0.00 0.01 0.00 0.00 0.00 User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #4) -- PAGE NO. 16 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 16 -0.21 0.00 -0.50 0.00 3.97 0.00 9 0.21 0.00 0.50 0.00 0.00 0.00 3 16 0.21 0.00 -0.50 0.00 4.02 0.00 9 0.05 0.00 0.50 0.00 0.00 0.00 22. 1 17 0.39 0.00 0.01 0.00 -0.07 0.00 13 -0.13 0.00 -0.01 0.00 0.00 0.00 17 0.72 0.00 -0.62 0.00 4.95 0.00 13 -0.72 0.00 0.62 0.00 0.00 0.00 17 1.11 0.00 -0.61 0.00 4.88 0.00 13 -0.85 0.00 0.61 0.00 0.00 0.00 18 0.91 0.00 0.05 0.00 0.00 0.00 14 -0.63 0.00 -0.05 0.00 -0.45 0.00 18 1.86 0.00 1.28 0.00 0.00 0.00 14 -1.86 0.00 -1.28 0.00 -10.87 0.00 18 2.77 0.00 1.33 0.00 0.00 0.00 14 -2.49 0.00 -1.33 0.00 -11.32 0.00 24 1 19 1.58 0.00 -0.03 0.00 0.00 0.00 15 -1.30 0.00 0.03 0.00 0.27 0.00 2 19 -1.21 0.00 1.64 0.00 0.00 0.00 15 1.21 0.00 -1.64 0.00 -13.92 0.00 3 19 0.37 0.00 1.60 0.00 0.00 0.00 15 -0.09 0.00 -1.60 0.00 -13.64 0.00 25 1 20 1.58 0.00 0.03 0.00 0.00 0.00 16 -1.30 0.00 -0.03 0.00 -0.27 0.00 2 20 1.18 0.00 1.62 0.00 0.00 0.00 16 -1.18 0.00 -1.62 0.00 -13.80 0.00 3 20 2.76 0.00 1.66 0.00 0.00 0.00 16 -2.48 0.00 -1.66 0.00 -14.07 0.00 26 1 21 0.91 0.00 -0.05 0.00 0.00 0.00 17 -0.63 0.00 0.05 0.00 0.45 0.00 2 21 -1.83 0.00 1.26 0.00 0.00 0.00 17 1.83 0.00 -1.26 0.00 -10.72 0.00 3 21 -0.92 0.00 1.21 0.00 0.00 0.00 17 1.20 0.00 -1.21 0.00 -10.27 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 66. PRINT SUPPORT REACTION ,;.:' ' ' ' - .• ' ' '..1 '•' .......„. .. , ,., ,,..r.,':•••.: .`!..,..'....., ..'. .1 f...*:, .i , , ''''''' '. .-:".':.:::'''.1';:....'....'• ',.-:".?".: ::','''''.:::.';';:t..,''':',..•'.. ' ' • , . . • ....... ,..., . ^- , „ • . " - - - .- . •,. ,., .... _ ' - ' '' • , 1 . • ,. . . , - .. . ,.. . . • , . ....„.... . , ., . . . „ .. „ „ • .., ,,, . . , .• . • , • • - . . - ... „ . .„. ,,, „,, ., ., . . ... . . . . . . .. . .....: ... - .......- ••• • ' , I...... , "..::; ..',,1 . • User ID: EAST-WEST ENGINEERS, INC. (KENWORTH LOW-BAY BRIDGE CRANE FRAME #4) - PAGE NO. 17 , SUPPORT REACTIONS -UNIT KIP. FEET STRUCTURE TYPE =PLANE JOINT LOAD FORCE-X FORCE -Y FORCE -Z MOM-X MOM-Y 18 1 0.05 0.91 0.00 0.00 0.00 2 1.28 1.86 0.00 0.00 0.00 3 1.33 2.77 0.00 0.00 0.00 19 1 -0.03 1.58 0.00 0.00 0.00 2 1.64 -1.21 0.00 0.00 0.00 3 1.60 0.37 0.00 0.00 0.00 20 •1 0.03 1.58 0.00 0.00 0.00 2 1.62 1.18 0.00 0.00 0.00 3 1.66 2.76 0.00 0.00 0.00 21 1 -0.05 0.91 0.00 0.00 0.00 1.26 -1.83 0.00 0.00 0.00 1.21 -0.92 0.00 0.00 0.00 ************** END OF LATEST ANALYSIS RESULT ************** • • 68. FINISH • *************** END OF STAAD-III **** DATE= JUL 23,1997 TIME= 17: 6:55 **** • ********************************************************* * For questions on STAAD-III/ISDS, contact: RESEARCH ENGINEERS, Inc at * Ph: (714) 974-2500 Fax: (714) 921-2543 ********************************************************* **** MOM Z 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 • :..., ' ' „ • • • .f. • • , •-• • ••• • • • . • " • • • " " • . . • „ , -• ••..-, ••- 3 12.00 16.50; 4 7 24.00 8.50; User ID: EAST-WEST ENGINEERS, INC. PAGE NO. ************************************************** * STAAD-III Revision 21.1W Proprietary Program of RESEARCH ENGINEERS, Inc. Date= JUL 23, 1997 Time= 17: 8: 4 * USER ID: EAST-WEST ENGINEERS, INC. ************************************************** 1. STAAD PLANE (KENWORTH LOW-BAY BRIDGE CRANE FRAME #5) 2. UNIT FT KIP 3.. JOINT COORDINATES 4. 1 0.00 16.50; 2 8.00 16.50; 5. 5 24.00 16.50; 6 0.00 8.50; 6. 9 24.00 0.00 8. MEMBER INCIDENCE 9. 1 1 2; 2 2 3; 3 3 4 10. 4 4 5; 5 6 2; 6 7 4 11. 7 6 1; 8 7 5; 9 8 6 12. 10 9 7 14. MEMBER PROPERTY 15. 1 2 3 4 TA ST W8X24 16. 5 6 TA ST W8X18 17. 7 8 9 10 TA ST W10X33 19. UNIT INCH 20. CONSTANTS 21. E 29000. ALL 22. DENSITY STEEL ALL 23. BETA 90.0 7 8 9 10 25. MEMBER RELEASES 26. 1 START MZ 27. 4 END MZ 29. SUPPORT 30. 8 9 PINNED 32. UNIT FT 33. LOADING 1 (DL) 34. SELFWEIGHT 1.0 36. LOADING 2 (SEISMIC) 37. JOINT LOAD 38. 1 FX -2.0 40. LOAD COMBINATION 3 (DL + SEISMIC) 41. 1 1.0 2 1.0 43. PERFORM ANALYSIS 16.00 16.50 0.00 0.00 ,:,-.. • .. ' , User ID: EAST-WEST ENGINEERS, .INC. 1KENWORTH LOW-BAY BRIDGE .CRANE FRAME #5). . . - ..- - NO. '2 [ - • . • • • . „. ' . ..".;.• • ,• • PROBLEM STATISTICS 1 „. NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 9/ 10/ ORIGINAL/FINAL BAND-WIDTH = 5/ 2 TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 23 SIZE OF STIFFNESS MATRIX = 207 DOUBLE PREC. WORDS REQRD/AVAIL. DISK SPACE = 12.02/ 224.6 MB, EM = 15.3 MB ++ Processing Element Stiffness Matrix. 17: 8: 4 ++ Processing Global Stiffness Matrix. ++'Processing Triangular Factorization. ++ Calculating Joint Displacements. ++ Calculating Member Forces. *IT FT 46. DRAW. JOINT MEMBER SUPPORT • 17: 8: 4 17: 8: 4 17: 8: 5 17: 8: 5 UNIT [[[1 ill. i111ia • 1.1.1 1n•i1 19.5 U[TIIJUL 2T 11111 ITI 9I N User ID.. EAST-WEST ENGINEERS (KENWORTH LOW-BAY BRIDGE CRANE FRAME 45) ;PAGE NO. 4 . • • • ;.•• 48. UNIT INCH :••••: 49. . pR/NT PROPERTIES •.„ MATERIAL PROPERTIES. 50 PRINT MEMBER. PROPERTIES * * * * * * * * * * ** END DATA FROM INTERNAL STORAGE * * * * * * * * * * ** User ID: EAST -WEST ENGINEERS, INC. KENWORTH`LOW -BAY BRIDGE CRANE "FRAME #5) -- PAGE NO. ALL UNITS ARE KIP INCH MEMBER E G DEN ALPHA 1 29000.0 14500.0 0.00028300 0.00000000 2: 29000.0 14500.0 0.00028300 0.00000000 .. 3 29000.0 14500.0 0.00028300 0.00000000 4 29000.0 14500.0 0.00028300 0.00000000 5 29000.0 14500.0 0.00028300 0.00000000 6 29000.0 14500.0 0.00028300 0.00000000 29000.0 14500.0 0.00028300 0.00000000 8 29000.0 14500.0 0.00028300 0.00000000 29000.0 14500.0 0.00028300 0.00000000 10. 29000.0 14500.0 0.00028300 0.00000000 (KENWORTH MEMBER PROPERTIES'. UNIT - INCH :MEMB PROFILE 1 ST W8X 24 • ; 2 ST W8X 24 . ST W8X 24 : L ST W8X 24 wex 18 W8X 1B ST W10 X33 •i• ST W10 X33 ST W10 X33 10 ST W10 X33 IL .".****li******* END OF DATA FROM INTERNAL STORAGE 52. UNIT FT 53• PRINT JOINT LOW-SAY: BRIDGE COORDINATES User ID: EAST-WEST ENGINEERS, INC. CRANE FRAME #5) • -- PAGE NO. • AX/ 7.08 1.94 7.08 1.94 7.08 1.94 7.08 1.94 5.26 1.87 5.26 1.87 9.71 2.82 9.71 2.82 9.71 2.82 9.71 2.82 IZ/ AZ 82.80 3.46 82.80 3.46 82.80 3.46 82.80 3.46 61.90 2.31 61.90 2.31 170.00 4.62 170.00 4.62 170.00 4.62 170.00 4.62 SZ 18.30 20.88 18.30 20.88 18.30 20.88 18.30 20.88 8.00 15.21 8.00 15.21 36.60 34.94 36.60 34.94 36.60 34.94 36.60 34.94 ************ IX/ SY 0.35 5.64 0.35 5.64 0.35 5.64 0.35 5.64 0.17 3.05 0.17 3.05 0.58 9.20 0.58 9.20 0.58 9.20 0.58 9.20 - • . User ID: EAST-WEST ENGINEERS, INC: (MNWORTH LOW-BAY BRIDGE CRANE : FRAME #5) • -- PAGE NO. 7 0.000 16. 500 0 . 000 2 8.000 16.500 3 12.000 16.500 0.000 4 16.000 16.500 0.000 5 24. 000 16. 500 0 . 000 6 0.000 8.500 0.000 7 24.000 8.500 8 0.000 0.000 0.000 24. 000 0.000 O. 000 54.: PRINT MEMBER INFORMATION MEMBER", INFORMATION 'MEMBER, START END JOINT JOINT - ' 1 1 2 2 4 6 6. 7 ' 6 7 ' 8 10- , 9 ************ OF 55: PRINT SUPPORT INFORMATION SUPPORT INFORMATION (1=FIXED, 0=RELEASED) 56. PRINT DISPLACEMENTS DATA FROM INTERNAL STORAGE • . User ID i EAST ENGINEERS, INC. (KENWORTH LOW-BAY BRIDGE CRANE FRAME ' -- PAGE NO.. LENGTH BETA (FEET) (DEG) RELEASES 2 8.000 0.00 000001000000 3 4.000 0.00 4 4.000 0.00 5 8.000 0.00 000000000001 2 11.314 0.00 4 11.314 0.00 1 8.000 90.00 8.000 90.00 6 8.500 90.00 8.500 90.00 ************ END OF DATA FROM INTERNAL STORAGE ************ * * * * * * * * * * * * UNITS FOR SPRING CONSTANTS ARE KIP FEET DEGREES JOINT FORCE-X/ FORCE-Y/ FORCE-Z/ MOM-X/ MOM-Y/ MOM-Z/ KFX KFY KFZ KMX KMY KMZ 8 ' 1 1 1 1 1 0 0.0 0.0 0.0 0.0 0.0 0.0 9. 1 1 1 1 1 0 0.0 0.0 0.0 0.0 0.0 0.0 User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #5) -- PAGE NO. JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z- ROTAN 1 0.00001 - 0.00041 0.00000 0.00000 0.00000 - 0.00027 2 - 0.57739 - 0.00029 0.00000 0.00000 0.00000 - 0.00022 3 -0.57738 - 0.00070 0.00000 0.00000 0.00000 - 0.00050 1 0.00003 - 0.02277 0.00000 0.00000 0.00000 - 0.00017 2 - 0.57622 0.04168 0.00000 0.00000 0.00000 - 0.00038 3 - 0.57620 0.01891 0.00000 0.00000 0.00000 - 0.00055 1 0.00000 - 0.02701 0.00000 0.00000 0.00000 0.00000 2 - 0.57599 0.00002 0.00000 0.00000 0.00000 - 0.00104 3 - 0.57599 - 0.02699 0.00000 0.00000 0.00000 - 0.00104 1 - 0.00003 - 0.02277 0.00000 0.00000 0.00000 0.00017 2 - 0.57575 - 0.04163 0.00000 0.00000 0.00000 - 0.00038 3 - 0.57578 - 0.06440 0.00000 0.00000 0.00000 - 0.00021 1 - 0.00001 - 0.00041 0.00000 0.00000 0.00000 0.00027 2 - 0.57599 0.00029 0.00000 0.00000 0.00000 - 0.00024 3 - 0.57600 - 0.00012 0.00000 0.00000 0.00000 0.00004 1 - 0.02206 - 0.00032 0.00000 0.00000 0.00000 - 0.00014 2 - 0.53094 - 0.00050 0.00000 0.00000 0.00000 0.00192 3 - 0.55300 - 0.00082 0.00000 0.00000 0.00000 0.00178 1 0.02206 - 0.00032 0.00000 0.00000 0.00000 0.00014 2 - 0.53051 0.00050 0.00000 0.00000 0.00000 0.00192 3 - 0.50846 0.00017 0.00000 0.00000 0.00000 0.00206 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00039 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00682 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00722 1 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00039 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00682 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.00643 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 57. PRINT MEMBER FORCES User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #5) -- PAGE NO. 10 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE . -- KIP FEET MEMBER LOAD JT 6 1 7 0.36 0.16 0.00 0.00 0.00 0.67 4 -0.22 -0.02 0.00 0.00 0.00 0.34 2 7 -2.47 -0.35 0.00 0.00 0.00 -4.53 4 2.47 0.35 0.00 0.00 0.00 0.54 3 7 -2.11 -0.19 0.00 0.00 0.00 -3.86 4 2.25 0.33 0.00 0.00 0.00 0.88 7 2 AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y mom-, 1 -0.03 0.12 0.00 0.00 0.00 0.00 2 0.03 0.07 0.00 0.00 0.00 0.22 1 -2.49 -0.62 0.00 0.00 0.00 0.00 2 2.49 0.62 0.00 0.00 0.00 -4.97 1 -2.53 -0.50 0.00 0.00 0.00 0.00 2 2.53 0.69 0.00 0.00 0.00 -4.75 2 0.11 0.10 0.00 0.00 0.00 -0.56 3 -0.11 0.00 0.00 0.00 0.00 0.75 2 -1.00 1.38 0.00 0.00 0.00 5.50 3 1.00 -1.38 0.00 0.00 0.00 0.00 2 -0.89 1.47 0.00 0.00 0.00 4.94 3 0.89 -1.38 0.00 0.00 0.00 0.76 3 0.11 0.00 0.00 0.00 0.00 -0.75 4 -0.11 0.10 0.00 0.00 0.00 0.56 3 -1.00 1.38 0.00 0.00 0.00 0.00 4 1.00 -1.38 0.00 0.00 0.00 5.50 3 -0.89 1.38 0.00 0.00 0.00 -0.76 4 0.89 -1.28 0.00 0.00 0.00 6.06 1 4 -0.03 0.07 0.00 0.00 0.00 -0.22 5 0.03 0.12 0.00 0.00 0.00 0.00 2' 4 0.50 -0.62 0.00 0.00 0.00 -4.96 5 -0.50 0.62 0.00 0.00 0.00 0.00 3 4 0.47 -0.55 0.00 0.00 0.00 -5.19 5 -0.47 0.74 0.00 0.00 0.00 0.00 1 6 0.36 0.16 0.00 0.00 0.00 0.67 2 -0.22 -0.02 0.00 0.00 0.00 0.34 2 6 2.47 0.35 0.00 0.00 0.00 4.54 2 -2.47 -0.35 0.00 0.00 0.00 -0.53 3 6 2.83 0.52 0.00 0.00 0.00 5.21 2 -2.68 -0.37 0.00 0.00 0.00 -0.19 6 0.39 0.00 -0.03 0.00 0.25 0.00 1 -0.12 0.00 0.03 0.00 0.00 0.00 User ID: EAST-WEST ENGINEERS, INC. (KENWORTH LOW-BAY BRIDGE CRANE FRAME #5) -- PAGE NO • 11 MEMBER END FORCES ALL UNITS ARE -- KIP FEET - MEMBER 'LOAD JT AXIAL SHEAR-Y SHEAR -Z TORSION - 0.62 1 0.62 3 6 -0.23 1 0.50 2 6 ':•":"' 10. 1 9 7 '******4******* END 7 0.39 5 -0.12 • 7 0.62 5 -0.62 7 1.01 5 -0.74 8 7 9 7 58. PRINT SUPPORT REACTION STRUCTURE TYPE = PLANE 1.03 - 0.75 1.37 - 1.37 2.41 - 2.13 1.03 - 0.75 - 1.38 1.38 - 0.34 0.62 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 - 0.49 0.49 - 0.53 0.53 0.03 - 0.03 - 0.50 0.50 - 0.47 0.47 -0.11 0.11 1.00 - 1.00 0.89 - 0.89 OF LATEST ANALYSIS RESULT 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 ************** MOM 3.96 0.00 4.21 0.00 -0.25 0.00 3.97 0.00 3.72 0.00 0.00 -0.92 0.00 -8.50 0.00 - 9.42 0.00 0.92 0.00 - 8.50 0.00 -7.58 • • MOM7Z 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 MOM Z 000 0.00 0.00 0.00 0.00 0.00 (KK144ORTH CRANE I , SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE [ JOINT LOAD FORCE-X FORCE-Y FORCE-Z MOM-X MOM-Y 1 0.11 1.03 0.00 0.00 0.00 L 3 1.11 2.41 0.00 0.00 0.00 2 1.00 1.37 0.00 0.00 0.00 1 -0.11 1.03 0.00 0.00 0.00 3 0.89 -0.34 -1.38 0.00 0.00 0.00 0.00 0.00 0.00 END OF LATEST ANALYSIS RESULT ************** 60. FINISH L *************** END OF STAAD-III *************** L **** DATE= JUL 23,1997 TIME= 17: 8: 5 **** Li User ID EAST ENGINEERS; INC FRAME #5) : PAGE ********************************************************* * For questions on STAAD-III/ISDS, contact: * RESEARCH ENGINEERS, Inc at * Ph: (714) 974-2500 Fax: (714) 921-2543 ********************************************************* User ID: : EASTWEST ENGINEERS, INC. PAGE NO. ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * S T A A D- III Revision 21.1W * , Proprietary Program of * RESEARCH ENGINEERS, Inc. * Date= JUL 23, 1997 Time= 17:11: 5 * * * USER ID: EAST -WEST ENGINEERS, INC. ******************* * * * * * * * * * * * * * * * * * * * * * ** * * * * * * ** 1. STAAD PLANE (KENWORTH LOW -BAY BRIDGE CRANE FRAME #6) 2. UNIT FT KIP 3. JOINT COORDINATES 4. 1 0.00 16.50; 2 1.33 16.50; 3 15.00 16.50; 4 28.67 16.50 5. 5 30.00 16.50; 6 31.33 16.50; 7 44.00 16.50; 8 56.67 16.50 6. 9 58.00 16.50; 10 0.00 0.00; 11 30.00 0.00; 12 58.00 0.00 8. MEMBER INCIDENCE 9. 1 1 2; 2 2 3; 10. 6 6 7; 7 7 8; 11. 11 12 9 13. MEMBER PROPERTY 14. 1 TO 8 15. 9 TO 11 17. UNIT INCH 18. CONSTANTS 19. E 29000. ALL 20. DENSITY STEEL ALL 22. SUPPORT 23. 10 TO 12 PINNED 25. UNIT FT 26. LOADING 1 (MAX DL + LL @ COL.) 27. SELFWEIGHT 1.0 28. JOINT LOAD 29. 2 8 FY -3.4 30. 4 5 FY -12.5 32. LOADING 2 (MIN. DL + LL @ 33. SELFWEIGHT 1.0 34. JOINT LOAD 35. 2 6 FY -12.5 36. 4 8 FY -3.4 38. LOADING 3 (HORIZONTAL +X) 39. JOINT LOAD 40. 1 FX 3.3 42. LOADING 4 (HORIZONTAL -X) 43. JOINT LOAD 44. 1 FX -3.3 46. LOAD COMBINATION 5 (DL + 47. 1 1.0 3 1.0 49. LOAD COMBINATION 6 (DL + 50. 1 1.0 4 1.0 52. LOAD COMBINATION 7 (DL + TA ST W12X40 TA ST W10X33 COL.) 3 4; 4 4 5; 5 5 6 8 9; 9 10 1; 10 11 5 LL + HORIZONTAL +X) LL + HORIZONTAL -X) LL + HORIZONTAL +X) • (kiiivropdH,LOW;-BAY BRIDGE! CRANE '.FRAME "416) , PAGE NO. 2 LOAD 'COMBINATION 8 (DL,4'LL + HORIZONTAL -X) .':.58 . ANALYSIS ++:ProcessingElement Stiffness Matrix. +.1-:ProceAsing Global Stiffness Matrix. ++ Processing Triangular Factorization. 4*,CS1Oulsting Joint Displacementi:' -; .;:4+ Calculating Member Forces. 61'..DRAW.JOINT:MEMBKR_SUPPORT , . • k.o B L M S ST I ClS • NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 12/ 11/ ORIGINAL BAND-WIDTH = 9/ 2 TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM = SIZE OF STIFFNESS MATRIX = 210 DOUBLE PREC. WORDS REQRD/KVAIL. DISK SPACE = 12.02/ 224.4 MB, EXMEM = 15.3 MB 17:11: 5 • 17:11: 5 • 17:11: 5 17:11: 5 17:11: 6 UNIT TEEI •1P 'U.S UTIC Jul 13.■NVT Tin11 ITITTI i ORAW JOI111 MEMBER SUPPORT - • - User .: ID EAST-WEST ENGINEERS , (KENWORTH LOW-BAY BRIDGE CRANE FRAME 06) : . PAGE NO ' 63. UNIT INCH. 64. PRINT MATERIAL . PROPERTIES User ID: EAST-WEST ENGINEERS, INC. (KENWORTH LOW-BAY BRIDGE CRANE FRAME #6) -- PAGE NO MATERIAL PROPERTIES.. 4iLL UNiTS:ARE - MEMBER 29000.0 :3 29000.0 4 29000.0 5 29000.0 6 29000.0 7 29000.0 8 29000.0 9 29000.0 10 29000.0 , • , 65 PRINT MEMBER PROPERTIES G• DEN 14500.p 0 i00028300 14500.0 .0.00028300 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 14500.0 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 ALPHA o.00cionoo 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 • END OF DATA FROM INTERNAL STORAGE************ Li .:" .User ID EAST-WEST ENGINEERS, INC. KENWORTH LOW-BAY BRIDGE CRANE FRAME #6) -- PAGE NO. , MEMBER PROPERTIES. UNIT - INCH MEMB PROFILE 1 ST .W12 300 2 ST W12 X40 3ST WI2 X40 4 ST W12 X40 5 ST X40 • ST W12 X40 7. ' ST W12 X40 ST W12 X40. ST W10 X33 10 ST W10 X33 11 ST W10 X33 67. UNIT FT 68.. PRINT JOINT COORDINATES AX/ .AY 11.80 3.52 11.80 3.52 11.80 3.52 11.80 3.52 11.80 3.52 11.80 3.52 11.80 3.52 11.80 3.52 9.71 2.82 9.71 2.82 9.71 2.82 ************ END OF DATA FROM INTERNAL STORAGE IZ/ AZ 310.00 5.50 310.00 5.50 310.00 5.50 310.00 5.50 310.00 5.50 310.00 • 5.50 310.00 5.50 310.00 5.50 170.00 4.62 170.00 4.62 170.00 4.62 IY/ SZ 44.10 51.93 44.10 51.93 44.10 51.93 44.10 51.93 44.10 51.93 44.10 51.93 44.10 51.93 44.10 51.93 36.60 34.94 36.60 34.94 36.60 34.94 ************ IX/ SY 0.95 11.02 0.95 11.02 0.95 11.02 0.95 11.02 0.95 11.02 0.95 11.02 0.95 11.02 0.95 11.02 0.58 9.20 0.58 9.20 0.58 9.20 69: PRINT MEMBER INFORMATION User ID: EAST-WEST ENGINEERS, INC. (KENWORTH LOW-BAY BRIDGE CRANE FRAME #6) - PAGE NO. 7 0.000 16.500 0.000 1.330 16.500 0.000 15.000 16.500 0.000 28.670 16.500 0.000 30.000 16.500 0.000 31.330 16.500 0.000 44.000 16.500 0.000 8 56.670 16.500 0.000 9 58.000 16.500 0.000 10 0.000 0.000 0.000 11 30.000 0.000 0.000 12 58.000 0.000 0.000 ************ END OF DATA FROM INTERNAL STORAGE ************ L L. User ID: EAST-WEST ENGINEERS, INC. (KENWORTH LOW-BAY BRIDGE CRANE FRAME #6) -- PAGE NO 8 MEMBER INFORMATION MEMBER START END LENGTH BETA JOINT JOINT (FEET) (DEG) RELEASES 1 .2 1.330 0.00 2 3 13.670 0.00 3 3 4 13.670 0.00 5 1.330 0.00 5 6 5 6 1.330 0.00 6 7 12670 0.00 7 8 12.670 0.00 8 8 9 10 11 5 9 10 1 1.330 16.500 000 16.500 0.00 . 0.00 11 12 9 16.500 0.00 /2... ************ END OF DATA FROM INTERNAL STORAGE ************ '70. PRINT SUPPORT INFORMATION SUPPORT INFORMATION (1=FIXED, 0=RELEASED) UNITS FOR SPRING CONSTANTS ARE KIP FEET DEGREES JOINT FORCE-X/ FORCE-Y/ FORCE-Z/ MOM-X/ MOM-Y/ MOM-Z/ KFX KEY KFZ KMX KMY KMZ: 0.0 0.0 0.0 0.0 0.0 0.0 11 1 1 1 1 1 0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 0.0 ************ END OF DATA FROM INTERNAL STORAGE ************ 71. PRINT DISPLACEMENTS 0 0 L User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #6) -- PAGE NO. 9 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 1 1 - 0.02103 - 0.00307 0.00000 0.00000 0.00000 - 0.00076 2 0.08389 - 0.00887 0.00000 0.00000 0.00000 - 0.00136 3 0.83284 0.00063 0.00000 0.00000 0.00000 - 0.00165 4 - 0.83284 - 0.00063 0.00000 0.00000 0.00000 0.00165 5 0.81181 - 0.00245 0.00000 0.00000 0.00000 - 0.00241 6 - 0.85387 - 0.00370 0.00000 0.00000 0.00000 0.00089 7 0.91673 - 0.00824 0.00000 0.00000 0.00000 - 0.00301 8 - 0.74895 - 0.00950 0.00000 0.00000 0.00000 0.00030 2 1 - 0.02105 - 0.01709 0.00000 0.00000 0.00000 - 0.00082 2 0.08388 - 0.03440 0.00000 0.00000 0.00000 - 0.00130 3 0.83273 - 0.02287 0.00000 0.00000 0.00000 - 0.00133 4 - 0.83273 0.02287 0.00000 0.00000 0.00000 0.00133 5 0.81168 - 0.03996 0.00000 0.00000 0.00000 - 0.00215 6 - 0.85378 0.00578 0.00000 0.00000 0.00000 0.00051 7 0.91661 - 0.05727 0.00000 0.00000 0.00000 - 0.00263 8 - 0.74885 - 0.01153 0.00000 0.00000 0.00000 0.00003 3 1 - 0.02120 - 0.10937 0.00000 0.00000 0.00000 - 0.00011 2 0.08371 - 0.08409 0.00000 0.00000 0.00000 0.00044 3 0.83161 - 0.05004 0.00000 0.00000 0.00000 0.00052 4 - 0.83161 0.05004 0.00000 0.00000 0.00000 - 0.00052 5 0.81040 - 0.15941 0.00000 0.00000 0.00000 0.00041 6 - 0.85281 - 0.05933 0.00000 0.00000 0.00000 - 0.00063 7 0.91532 - 0.13413 0.00000 0.00000 0.00000 0.00095 8 - 0.74790 - 0.03405 0.00000 0.00000 0.00000 - 0.00008 4 1 - 0.02136 - 0.03675 0.00000 0.00000 0.00000 0.00090 2 0.08354 - 0.01057 0.00000 0.00000 0.00000 - 0.00010 3 0.83048 0.00649 0.00000 0.00000 0.00000 - 0.00031 4 - 0.83048 - 0.00649 0.00000 0.00000 0.00000 0.00031 5 0.80912 - 0.03027 0.00000 0.00000 0.00000 0.00059 6 - 0.85184 - 0.04324 0.00000 0.00000 0.00000 0.00121 7 0.91402 - 0.00408 0.00000 0.00000 0.00000 - 0.00041 8 - 0.74694 - 0.01705 0.00000 0.00000 0.00000 0.00021 5 1 - 0.02138 - 0.01886 0.00000 0.00000 0.00000 0.00077 2 0.08353 - 0.01269 0.00000 0.00000 0.00000 - 0.00038 3 0.83037 0.00006 0.00000 0.00000 0.00000 - 0.00053 4 - 0.83037 - 0.00006 0.00000 0.00000 0.00000 0.00053 5 0.80900 - 0.01880 0.00000 0.00000 0.00000 0.00024 6 - 0.85175 - 0.01893 0.00000 0.00000 0.00000 0.00131 7 0.91390 - 0.01262 0.00000 0.00000 0.00000 - 0.00091 8 - 0.74685 - 0.01275 0.00000 0.00000 0.00000 0.00016 6 1 - 0.02138 - 0.00851 0.00000 0.00000 0.00000 0.00057 2 0.08351 - 0.02454 0.00000 0.00000 0.00000 - 0.00054 3 0.83033 - 0.00627 0.00000 0.00000 0.00000 - 0.00030 4 - 0.83033 0.00627 0.00000 0.00000 0.00000 0.00030 5 0.80895 - 0.01478 0.00000 0.00000 0.00000 0.00026 6 - 0.85171 - 0.00225 0.00000 0.00000 0.00000 0.00087 7 0.91384 - 0.03080 0.00000 0.00000 0.00000 - 0.00084 8 - 0.74682 - 0.01827 0.00000 0.00000 0.00000 - 0.00023 User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #6) -- PAGE NO. 10 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 7 1 - 0.02141 - 0.00691 0.00000 0.00000 0.00000 - 0.00020 2 0.08336 - 0.06795 0.00000 0.00000 0.00000 0.00006 3 0.82989 0.04338 0.00000 0.00000 0.00000 0.00049 4 - 0.82989 - 0.04338 0.00000 0.00000 0.00000 - 0.00049 5 0.80848 0.03647 0.00000 0.00000 0.00000 0.00029 6 - 0.85130 - 0.05029 0.00000 0.00000 0.00000 - 0.00069 7 0.91326 - 0.02457 0.00000 0.00000 0.00000 0.00056 8 - 0.74653 - 0.11132 0.00000 0.00000 0.00000 - 0.00043 8 1 - 0.02145 - 0.00860 0.00000 0.00000 0.00000 0.00029 2 0.08322 - 0.01235 0.00000 0.00000 0.00000 0.00053 3 0.82946 0.02145 0.00000 0.00000 0.00000 - 0.00124 4 - 0.82946 - 0.02145 0.00000 0.00000 0.00000 0.00124 5 0.80801 0.01285 0.00000 0.00000 0.00000 - 0.00096 6 - 0.85090 - 0.03005 0.00000 0.00000 0.00000 0.00153 7 0.91267 0.00910 0.00000 0.00000 0.00000 - 0.00072 8 - 0.74624 - 0.03380 0.00000 0.00000 0.00000 0.00177 9 1 - 0.02145 - 0.00263 0.00000 0.00000 0.00000 0.00031 2 0.08320 - 0.00301 0.00000 0.00000 0.00000 0.00047 3 0.82941 - 0.00069 0.00000 0.00000 0.00000 - 0.00157 4 - 0.82941 0.00069 0.00000 0.00000 0.00000 0.00157 5 0.80796 - 0.00333 0.00000 0.00000 0.00000 - 0.00126 6 - 0.85086 - 0.00194 0.00000 0.00000 0.00000 0.00188 7 0.91261 - 0.00371 0.00000 0.00000 0.00000 - 0.00111 8 - 0.74621 - 0.00232 0.00000 0.00000 0.00000 0.00204 10 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00053 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00003 3 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00545 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00545 5 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00492 6 0.00000 0.00000 0.00000 0.00000 0.00000 0.00598 7 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00542 8 0.00000 0.00000 0.00000 0.00000 0.00000 0.00548 11 1 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00022 2 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00044 3 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00597 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00597 5 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00619 6 0.00000 0.00000 0.00000 0.00000 0.00000 0.00576 7 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00642 8 0.00000 0.00000 0.00000 0.00000 0.00000 0.00553 12 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00001 2 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00085 3 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00546 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00546 5 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00545 6 0.00000 0.00000 0.00000 0.00000 0.00000 0.00547 7 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00631 8 0.00000 0.00000 0.00000 0.00000 0.00000 0.00461 Deer ID: EAST-WEST ENGINEERS; INC. (RENWORTH • LOW-BAY BRIDGE CRANE FRAME #6) " • . • • • PAGE NO. .11 i; • ***i***** END OF LATEST ANALYSIS .RESULT li**** ,• „ • . •. ' • ' .. • ,• • .- •. . • ' • ," • , . . 72 PRINT MEMBER .FORCES User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #6) -- PAGE NO. 12 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 3 1 0.32 4.10 0.00 0.00 0.00 5.35 2 -0.32 -4.05 0.00 0.00 0.00 0.07 1 0.35 12.34 0.00 0.00 0.00 5.75 2 -0.35 -12.29 0.00 0.00 0.00 10.63 1 2.35 -0.89 0.00 0.00 0.00 -15.75 2 -2.35 0.89 0.00 0.00 0.00 14.56 1 -2.35 0.89 0.00 0.00 0.00 15.75 2 2.35 -0.89 0.00 0.00 0.00 -14.56 1 2.67 3.21 0.00 0.00 0.00 - 10.40 2 -2.67 -3.15 0.00 0.00 0.00 14.63 1 -2.02 4.99 0.00 0.00 0.00 21.09 2 2.02 -4.94 0.00 0.00 0.00 -14.49 1 2.69 11.45 0.00 0.00 0.00 - 10.00 2 -2.69 -11.39 0.00 0.00 0.00 25.19 1 -2.00 13.24 0.00 0.00 0.00 21.49 2 2.00 -13.18 0.00 0.00 0.00 -3.92 2 0.32 0.65 0.00 0.00 0.00 -0.07 3 -0.32 -0.10 0.00 0.00 0.00 5.17 2 0.35 -0.21 0.00 0.00 0.00 -10.63 3 -0.35 0.76 0.00 0.00 0.00 4.01 2 2.35 -0.89 0.00 0.00 0.00 -14.56 3 -2.35 0.89 0.00 0.00 0.00 2.33 4 2 -2.35 0.89 0.00 0.00 0.00 14.56 3 2.35 -0.89 0.00 0.00 0.00 -2.33 5 2 2.67 -0.25 0.00 0.00 0.00 -14.63 3 -2.67 0.80 0.00 0.00 0.00 7.50 6 2 -2.02 1.54 0.00 0.00 0.00 14.49 3 2.02 -0.99 0.00 0.00 0.00 2.84 7 2 2.69 -1.11 0.00 0.00 0.00 -25.19 3 -2.69 1.65 0.00 0.00 0.00 6.34 8 2 -2.00 0.68 0.00 0.00 0.00 3.92 3 2.00 -0.14 0.00 0.00 0.00 1.68 1 3 0.32 0.10 0.00 0.00 0.00 -5.17 4 -0.32 0.45 0.00 0.00 0.00 2.77 2 3 0.35 -0.76 0.00 0.00 0.00 -4.01 4 -0.35 1.31 0.00 0.00 0.00 -10.11 3 3 2.35 -0.89 0.00 0.00 0.00 -2.33 4 -2.35 0.89 0.00 0.00 0.00 -9.90 4 3 -2.35 0.89 0.00 0.00 0.00 2.33 4 2.35 -0.89 0.00 0.00 0.00 9.90 5 3 2.67 -0.80 0.00 0.00 0.00 -7.50 4 -2.67 1.34 0.00 0.00 0.00 -7.12 User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #6) -- PAGE NO. 13 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 3 -2.02 0.99 0.00 0.00 0.00 -2.84 4 2.02 -0.45 0.00 0.00 0.00 12.67 7 3 2.69 -1.65 0.00 0.00 0.00 -6.34 4 -2.69 2.20 0.00 0.00 0.00 -20.01 8 3 -2.00 0.14 0.00 0.00 0.00 -1.68 4 2.00 0.41 0.00 0.00 0.00 -0.22 4 1 4 0.32 -12.95 0.00 0.00 0.00 -2.77 5 -0.32 13.00 0.00 0.00 0.00 -14.48 4 0.35 -4.71 0.00 0.00 0.00 10.11 5 -0.35 4.76 0.00 0.00 0.00 -16.41 4 2.35 -0.89 0.00 0.00 0.00 9.90 5 -2.35 0.89 0.00 0.00 0.00 -11.09 4 4 -2.35 0.89 0.00 0.00 0.00 -9.90 5 2.35 -0.89 0.00 0.00 0.00 11.09 5 4 2.67 -13.84 0.00 0.00 0.00 7.12 5 -2.67 13.90 0.00 0.00 0.00 -25.57 6 4 -2.02 -12.05 0.00 0.00 0.00 -12.67 5 2.02 12.11 0.00 0.00 0.00 -3.40 7 4 2.69 -5.60 0.00 0.00 0.00 20.01 5 -2.69 5.65 0.00 0.00 0.00 -27.49 8 4 -2.00 -3.81 0.00 0.00 0.00 0.22 5 2.00 3.87 0.00 0.00 0.00 -5.32 5 1 5 0.08 1.05 0.00 0.00 0.00 10.37 6 -0.08 -1.00 0.00 0.00 0.00 -9.02 2 5 0.33 13.01 0.00 0.00 0.00 16.14 6 -0.33 -12.96 0.00 0.00 0.00 1.13 3 5 0.98 -0.99 0.00 0.00 0.00 -11.49 6 -0.98 0.99 0.00 0.00 0.00 10.18 4 5 -0.98 0.99 0.00 0.00 0.00 11.49 6 0.98 -0.99 0.00 0.00 0.00 -10.18 5 5 1.05 0.06 0.00 0.00 0.00 -1.12 6 -1.05 -0.01 0.00 0.00 0.00 1.16 6 5 -0.90 2.04 0.00 0.00 0.00 21.86 6 0.90 -1.98 0.00 0.00 0.00 -19.19 7 5 1.31 12.02 0.00 0.00 0.00 4.65 6 -1.31 -11.97 0.00 0.00 0.00 11.31 8 5 -0.65 14.00 0.00 0.00 0.00 27.62 6 0.65 -13.94 0.00 0.00 0.00 -9.05 6 1 6 0.08 1.00 0.00 0.00 0.00 9.02 7 -0.08 -0.49 0.00 0.00 0.00 0.38 2 6 0.33 0.46 0.00 0.00 0.00 -1.13 7 -0.33 0.05 0.00 0.00 0.00 3.70 3 6 0.98 -0.99 0.00 0.00 0.00 -10.18 7 -0.98 0.99 0.00 0.00 0.00 -2.32 User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #6) -- PAGE NO. 14 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 4 6 -0.98 0.99 0.00 0.00 0.00 10.18 7 0.98 -0.99 0.00 0.00 0.00 2.32 6 1.05 0.01 0.00 0.00 0.00 -1.16 7 -1.05 0.50 0.00 0.00 0.00 -1.94 6 -0.90 1.98 0.00 0.00 0.00 19.19 7 0.90 -1.47 0.00 0.00 0.00 2.70 6 1.31 -0.53 0.00 0.00 0.00 -11.31 7 -1.31 1.04 0.00 0.00 0.00 1.38 6 -0.65 1.44 0.00 0.00 0.00 9.05 7 0.65 -0.93 0.00 0.00 0.00 6.02 1 7 0.08 0.49 0.00 0.00 0.00 -0.38 8 -0.08 0.02 0.00 0.00 0.00 3.34 2 7 0.33 -0.05 0.00 0.00 0.00 -3.70 8 -0.33 0.56 0.00 0.00 0.00 -0.17 3 7 0.98 -0.99 0.00 0.00 0.00 2.32 8 -0.98 0.99 0.00 0.00 0.00 -14.82 4 7 -0.98 0.99 0.00 0.00 0.00 -2.32 8 0.98 -0.99 0.00 0.00 0.00 14.82 5 7 1.05 -0.50 0.00 0.00 0.00 1.94 8 -1.05 1.01 0.00 0.00 0.00 -11.47 6 7 -0.90 1.47 0.00 0.00 0.00 -2.70 8 0.90 -0.97 0.00 0.00 0.00 18.16 7 7 1.31 -1.04 0.00 0.00 0.00 -1.38 8 -1.31 1.55 0.00 0.00 0.00 -14.99 8 7 -0.65 0.93 0.00 0.00 0.00 -6.02 8 0.65 -0.43 0.00 0.00 0.00 14.64 1 8 0.08 -3.42 0.00 0.00 0.00 -3.34 9 -0.08 3.47 0.00 0.00 0.00 -1.24 2 8 0.33 -3.96 0.00 0.00 0.00 0.17 9 -0.33 4.01 0.00 0.00 0.00 -5.47 3 8 0.98 -0.99 0.00 0.00 0.00 14.82 9 -0.98 0.99 0.00 0.00 0.00 -16.13 4 8 -0.98 0.99 0.00 0.00 0.00 -14.82 9 0.98 -0.99 0.00 0.00 0.00 16.13 5 8 1.05 -4.41 0.00 0.00 0.00 11.47 9 -1.05 4.46 0.00 0.00 0.00 -17.37 6 8 -0.90 -2.43 0.00 0.00 0.00 -18.16 9 0.90 2.49 0.00 0.00 0.00 14.89 7 8 1.31 -4.95 0.00 0.00 0.00 14.99 9 -1.31 5.00 0.00 0.00 0.00 -21.60 8 8 -0.65 -2.97 0.00 0.00 0.00 -14.64 9 0.65 3.03 0.00 0.00 0.00 10.65 9 1 10 4.64 -0.32 0.00 0.00 0.00 0.00 1 -4.10 0.32 0.00 0.00 0.00 -5.35 User ID: EAST -WEST ENGINEERS, INC. KENWORTH LOW -BAY BRIDGE CRANE FRAME #6) -- PAGE NO. 15 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 10 12.89 -0.35 0.00 0.00 0.00 0.00 1 -12.34 0.35 0.00 0.00 0.00 -5.75 3 10 -0.89 0.95 0.00 0.00 0.00 0.00 1 0.89 -0.95 0.00 0.00 0.00 15.75 4 10 0.89 -0.95 0.00 0.00 0.00 0.00 1 -0.89 0.95 0.00 0.00 0.00 -15.75 5 10 3.75 0.63 0.00 0.00 0.00 0.00 1 -3.21 -0.63 0.00 0.00 0.00 10.40 6 10 5.54 -1.28 0.00 0.00 0.00 0.00 1 -4.99 1.28 0.00 0.00 0.00 -21.09 7 10 11.99 0.61 0.00 0.00 0.00 0.00 1 -11.45 -0.61 0.00 0.00 0.00 10.00 8 10 13.78 -1.30 0.00 0.00 0.00 0.00 1 -13.24 1.30 0.00 0.00 0.00 -21.49 10 1 11 27.09 0.25 0.00 0.00 0.00 0.00 5 -26.55 -0.25 0.00 0.00 0.00 4.11 2 11 18.31 0.02 0.00 0.00 0.00 0.00 5 -17.77 -0.02 0.00 0.00 0.00 0.27 3 11 -0.09 1.37 0.00 0.00 0.00 0.00 5 0.09 -1.37 0.00 0.00 0.00 22.58 4 11 0.09 -1.37 0.00 0.00 0.00 0.00 5 -0.09 1.37 0.00 0.00 0.00 -22.58 5 11 27.00 1.62 0.00 0.00 0.00 0.00 5 -26.46 -1.62 0.00 0.00 0.00 26.68 6 11 27.19 -1.12 0.00 0.00 0.00 0.00 5 -26.64 1.12 0.00 0.00 0.00 -18.47 7 11 18.22 1.38 0.00 0.00 0.00 0.00 5 -17.68 -1.38 0.00 0.00 0.00 22.85 8 11 18.41 -1.35 0.00 0.00 0.00 0.00 5 -17.86 1.35 0.00 0.00 0.00 -22.30 11 1 12 4.02 0.08 0.00 0.00 0.00 0.00 9 -3.47 -0.08 0.00 0.00 0.00 1.24 2 12 4.56 0.33 0.00 0.00 0.00 0.00 9 -4.01 -0.33 0.00 0.00 0.00 5.47 3 12 0.99 0.98 0.00 0.00 0.00 0.00 9 -0.99 -0.98 0.00 0.00 0.00 16.13 4 12 -0.99 -0.98 0.00 0.00 0.00 0.00 9 0.99 0.98 0.00 0.00 0.00 -16.13 5 12 5.00 1.05 0.00 0.00 0.00 0.00 9 -4.46 -1.05 0.00 0.00 0.00 17.37 6 12 3.03 -0.90 0.00 0.00 0.00 0.00 9 -2.49 0.90 0.00 0.00 0.00 -14.89 7 12 5.54 1.31 0.00 0.00 0.00 0.00 9 -5.00 -1.31 0.00 0.00 0.00 21.60 8 12 3.57 -0.65 0.00 0.00 0.00 0.00 9 -3.03 0.65 0.00 0.00 0.00 -10.65 4:**44********EirD OOLATisT ANALisIs4:Ep6Liy-*******,*1**** 73. PRINT SUPPORT REACTION .., i.laer ' EAST-WEET. ENGINEERS,;, INC FRAME #6) 1 .. r. • .„, „.. ••• • User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #6) -- PAGE NO. 17 SUPPORT REACTIONS -UNIT KIP FEET STRUCTURE TYPE = PLANE JOINT LOAD FORCE -X FORCE -Y FORCE -Z MOM -X MOM -Y MOM Z 10 1 0.32 4.64 0.00 0.00 0.00 0.00 2 0.35 12.89 0.00 0.00 0.00 0.00 3 -0.95 -0.89 0.00 0.00 0.00 0.00 4 0.95 0.89 0.00 0.00 0.00 0.00 5 -0.63 3.75 0.00 0.00 0.00 0.00 6 1.28 5.54 0.00 0.00 0.00 0.00 7 -0.61 11.99 0.00 0.00 0.00 0.00 8 1.30 13.78 0.00 0.00 0.00 0.00 11 1 -0.25 27.09 0.00 0.00 0.00 0.00 2 . -0.02 18.31 0.00 0.00 0.00 0.00 3 -1.37 -0.09 0.00 0.00 0.00 0.00 4 1.37 0.09 0.00 0.00 0.00 0.00 5 -1.62 27.00 0.00 0.00 0.00 0.00 6 1.12 27.19 0.00 0.00 0.00 0.00 7 -1.38 18.22 0.00 0.00 0.00 0.00 8 1.35 18.41 0.00 0.00 0.00 0.00 12 1 -0.08 4.02 0.00 0.00 0.00 0.00 2 -0.33 4.56 0.00 0.00 0.00 0.00 3 -0.98 0.99 0.00 0.00 0.00 0.00 4 0.98 -0.99 0.00 0.00 0.00 0.00 5 -1.05 5.00 0.00 0.00 0.00 0.00 6 0.90 3.03 0.00 0.00 0.00 0.00 7 -1.31 5.54 0.00 0.00 0.00 0.00 0.65 3.57 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 75. FINISH * * * * * * * * * * * * * ** END OF STAAD -III * * * * * * * * * * * * * ** * * ** DATE = JUL 23,1997 TIME= 17:11: 6 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD - III /ISDS, contact: * RESEARCH ENGINEERS, Inc at * Ph: (714) 974 -2500 Fax: (714) 921 -2543 ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • User ID: EAST-WEST ENGINEERS, INC. PAGE NO. 1 ************************************************** STAAD-III Revision 21.1W Proprietary Program of RESEARCH ENGINEERS, Inc. Date= JUL 23, 1997 * ' Time= 17: 9: 0 * USER ID: EAST-WEST ENGINEERS, INC. ************************************************** * STAAD PLANE (KENWORTH LOW-BAY BRIDGE CRANE FRAME #7) 2. UNIT FT KIP J OINT COORDINATES 4. 1 . 0.00 16.50; 2 8.00 16.50; 3 12.00 16.50; 4 16.00 16.50 5.5 :24.00 16.50; 6 0.00 8.50; 7 24.00 8.50; 8 0.00 0.00 6. 9 24.00 0.00 8. MEMBER INCIDENCE 9. 1 1 2; 2 2 3; 3 3 4 10. 4 4 5; 5 6 2; 6 7 4 11. 7 6 1; 8 7 5; 9 8 6 12. 10 9 7 14. MEMBER PROPERTY 15. 1 2 3 4 TA ST W8X24 16. 5 6 TA ST W8X18 17. 7 8 9 10 TA ST. W10X33. 19. UNIT INCH 20. CONSTANTS • 21. E 29000. ALL 22. DENSITY STEEL ALL • 23. BETA 90.0 7 8 9 10 25. MEMBER RELEASES 26. 1 START MZ 27. 4 END MZ 29. SUPPORT 30. 8 9 PINNED 32. UNIT FT 33. LOADING 1 (DL) 34. SELFWEIGHT 1.0 36. LOADING 2 (SEISMIC) 37. JOINT LOAD 38. 1 FX -3.8 40. LOAD COMBINATION 3 (DL + SEISMIC) 41. 1 1.0 2 1.0 43. PERFORM ANALYSIS PR O E M ST A T'I S TI C S NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 9/ 10/ ' • ORIGINAL/FINAL BAND-WIDTH = 5/ — 2 TOTAL PRIMARY LOAD CASES = 2, TOTAL DEGREES OF FREEDOM = 23 SIZE OF STIFFNESS MATRIX = 207 DOUBLE WORDS REQRD/AVAIL. DISK SPACE = 12.02/ 224.5 EXMEM = : 15.3 MB . . ++ Processing Element Stiffness Matrix. 17: 9: 1 ++ Processing Global Stiffness Matrix. 17: 9: 1 . ++ Processing Triangular Factorization. '.17:.9: '1., '. . -:-.++ Calculating Joint Displacements. . .- , 17: 9 1. :++ Calculating Member Forces. " 17:9: 1. User ID: EAST-WEST ', ENGINEERS, INC .(KENWORTS LOW-BAY BRIDGE CRANE FRAME #7) : PAGE NO 2 t. DRAM JOINT MEMBER SUPPORT User ID: .- EAST-WEST ENGINEERS, INC. 1tENWORTH LOW-BAY BRIDGE CRANE FRAM #7) ." PAGE NO. ' 4 MEMBER 1 29000.0 2 29000.0 3 29000.0 29000.0 5 29000.0 6 29000.0 29000.0 29000.0 29000.0 29000.0 DEN 14500.0 0.00028300 14500.0 0.00028300 14500.0 0.00028300 14500.0 0.00028300 14500.0 0.00028300 14500.0 0.00028300 14500.0 0.00028300 14500.0 0.00028300 14500.0 0.00028300 14500.0 0.00028300 User ID: EAST-WEST ENGINEERS, INC KENWDRTH LOW -EAY.BRIDGE CRANE TRAME.#7) - 7 PAGE NO .5 ALPHA 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 0.00000000 _ :.„ AX/ IZ/ IY/ AY AZ SZ 7.08 82.80 18.30 1.94 3.46 20.88 7.08 82.80 18.30 • 1.94 3.46 20.88 7.08 82.80 18.30 1.94 3.46 20.88 7.08 82.80 18.30 1.94. 3.46 20.88 5.26 61.90 8.00 1.87 • 2.31 15.21 5.26 61.90 8.00 1.87 2.31 15.21 9.71 170.00 • 36.60 2.82 4.62 34.94 9.71 170.00 • 36.60 2.82 4.62 34.94 9.71 170.00 36.60 2.82 4.62 34.94 • 9.71 170.00 • 36.60 2.82 4.62 34.94 ************ END OF DATA. FROM INTERNAL STORAGE ************ IX/ SY 0.35 5.64 0.35 5.64 0.35 5.64 0.35 5.64 0.17 3.05 0.17 3.05 0.58 9.20 0.58 9.20 0.58 9.20 0.58 9.20 • User .- ID • :EAST ENGINEERS, .:'INC iliENWORTH BRIDGE • ' PAGE NO . . „.. JOINT X 1 0.000 ' 16.500 0.000 2 8.000 16.500 0.000 3 12.000 16.500 0.000 4 16.000 16.500 0.000 5 24.000 16.500 0.000 6 0.000 8.500 0.000 7 24.000 8.500 0.000 0.000 0.000 • 24.000 0.000 0.000 *if ********** END OF DATA FROM INTERNAL STORAGE ********* * * * MEMBER ,INFORMATION MEMBER START END LENGTH BETA • JOINT JOINT (FEET) (DEG) RELEASES 1 2 8.000 0.00 000001000000 2 3 4.000 0.00 3 4.000 0.00 4 8.000 0.00 000000000001 6 2 11.314 0.00 11.314 0.00 6 1 8.000 90.00 5 8.000 90.00 8.500 90.00 9 8.500 90.00 (KENWORTH LOW-BAY BRIDGE , . ************ END OF DATA FROM INTERNAL STORAGE ************ 55. PRINT SUPPORT INFORMATION SUPPORT INFORMATION (1=FIXED, 0=RELEASED) UNITS FOR SPRING CONSTANTS ARE KIP FEET DEGREES JOINT FORCE-X/ FORCE-Y/ FORCE-Z/ MOM-X/ MOM-Y/ MOM-Z/ KFX KFY KFZ IX KMY 8 1 1 1 1 1 0 0.0 0.0 0.0 0.0 0.0 0.0 9 1 1 1 1 1 0 0.0 0.0 0.0 0.0 0.0 0.0 ************ 56. PRINT DISPLACEMENTS END OF DATA FROM INTERNAL STORAGE ************ User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #7) -- PAGE NO. JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 1 1 0.00001 - 0.00041 0.00000 0.00000 0.00000 - 0.00027 2 - 1.09704 - 0.00054 0.00000 0.00000 0.00000 - 0.00043 3 - 1.09703 - 0.00096 0.00000 0.00000 0.00000 - 0.00070 1 0.00003 - 0.02277 0.00000 0.00000 0.00000 - 0.00017 2 -1.09482 0.07919 0.00000 0.00000 0.00000 - 0.00072 3 - 1.09480 0.05642 0.00000 0.00000 0.00000 - 0.00089 1 0.00000 - 0.02701 0.00000 0.00000 0.00000 0.00000 2 - 1.09438 0.00004 0.00000 0.00000 0.00000 - 0.00197 3 -1.09438 -0.02697 0.00000 0.00000 0.00000 - 0.00197 1 - 0.00003 - 0.02277 0.00000 0.00000 0.00000 0.00017 - 1.09393 - 0.07910 0.00000 0.00000 0.00000 - 0.00072 3 - 1.09396 - 0.10187 0.00000 0.00000 0.00000 - 0.00055 1 - 0.00001 - 0.00041 0.00000 0.00000 0.00000 0.00027 2 -1.09437 0.00054 0.00000 0.00000 0.00000 - 0.00045 3 - 1.09438 0.00013 0.00000 0.00000 0.00000 - 0.00018 1 - 0.02206 - 0.00032 0.00000 0.00000 0.00000 - 0.00014 2 - 1.00879 - 0.00095 0.00000 0.00000 0.00000 0.00365 3 - 1.03084 - 0.00127 0.00000 0.00000 0.00000 0.00352 1 0.02206 - 0.00032 0.00000 0.00000 0.00000 0.00014 2 - 1.00798 0.00095 0.00000 0.00000 0.00000 0.00365 3 - 0.98592 0.00062 0.00000 0.00000 0.00000 0.00378 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00039 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.01297 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.01336 9 1 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00039 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.01296 3 0.00000 0.00000 0.00000 0.00000 0.00000 0.01257 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 57. PRINT MEMBER FORCES MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY BRIDGE CRANE FRAME #7) -- PAGE NO. 10 MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 2 2 1 -0.03 0.12 0.00 0.00 0.00 0.00 2 0.03 0.07 0.00 0.00 0.00 0.22 1 -4.74 -1.18 0.00 0.00 0.00 0.00 2 4.74 1.18 0.00 0.00 0.00 -9.44 1 -4.77 -1.06 0.00 0.00 0.00 0.00 2 4.77 1.25 0.00 0.00 0.00 -9.22 2 0.11 0.10 0.00 0.00 0.00 -0.56 3 -0.11 0.00 0.00 0.00 0.00 0.75 2 -1.90 2.61 0.00 0.00 0.00 10.45 3 1.90 -2.61 0.00 0.00 0.00 0.00 2 -1.79 2.71 0.00 0.00 0.00 9.89 3 1.79 -2.61 0.00 0.00 0.00 0.76 3 0.11 0.00 0.00 0.00 0.00 -0.75 4 -0.11 0.10 0.00 0.00 0.00 0.56 3 -1.90 2.61 0.00 0.00 0.00 0.00 4 1.90 -2.61 0.00 0.00 0.00 10.45 3 -1.79 2.61 0.00 0.00 0.00 -0.76 4 1.79 -2.52 0.00 0.00 0.00 11.01 4 -0.03 0.07 0.00 0.00 0.00 -0.22 5 0.03 0.12 0.00 0.00 0.00 0.00 4 0.94 -1.18 0.00 0.00 0.00 -9.43 5 -0.94 1.18 0.00 0.00 0.00 0.00 4 0.91 -1.11 0.00 0.00 0.00 -9.65 5 -0.91 1.30 0.00 0.00 0.00 0.00 6 0.36 0.16 0.00 0.00 0.00 0.67 2 . -0.22 -0.02 0.00 0.00 0.00 0.34 6 4.69 0.67 0.00 0.00 0.00 8.63 2 -4.69 -0.67 0.00 0.00 0.00 -1.01 3 6 5.05 0.83 0.00 0.00 0.00 9.30 2 -4.90 -0.69 0.00 0.00 0.00 -0.67 6 1 7 0.36 0.16 0.00 0.00 0.00 0.67 4 -0.22 -0.02 0.00 0.00 0.00 0.34 2 7 -4.69 -0.67 0.00 0.00 0.00 -8.60 4 4.69 0.67 0.00 0.00 0.00 1.02 3 7 -4.33 -0.51 0.00 0.00 0.00 -7.93 4 4.48 0.65 0.00 0.00 0.00 1.36 7 1 6 0.39 0.00 -0.03 0.00 0.25 0.00 1 -0.12 0.00 0.03 0.00 0.00 0.00 User ID: EAST-WEST ENGINEERS, INC. (KENWORTH LOW-BAY BRIDGE CRANE FRAME #7) -- PAGE NO 11 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET 58. PRINT SUPPORT REACTION 9 1.03 0.00 -0.11 0.00 0.00 7 -0.75 0.00 0.11 0.00 0.92 9 -2.61 0.00 1.90 0.00 0.00 7 2.61 0.00 -1.90 0.00 -16.15 9 -1.58 0.00 1.79 0.00 0.00 7 1.86 0.00 -1.79 0.00 -15.23 ************** END OF LATEST ANALYSIS RESULT ************** MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z TORSION MOM-Y MOM-Z 2 6 -1.18 0.00 -0.94 0.00 • 7.52 0.00 1 1.18 0.00 0.94 0.00 0.00 0.00 3 6 -0.79 0.00 -0.97 0.00 7.77 0.00 1 1.06 0.00 0.97 0.00 0.00 0.00 7 0.39 0.00 0.03 0.00 -0.25 0.00 5 -0.12 0.00 -0.03 0.00 0.00 0.00 1.18 0.00 -0.94 0.00 7.55 0.00 , 5 -1.18 0.00 0.94 0.00 0.00 0.00 1.57 0.00 -0.91 0.00 7.30 0.00 5 -1.30 0.00 0.91 0.00 0.00 0.00 8 1.03 0.00 0.11 0.00 0.00 0.00 -0.75 0.00 -0.11 0.00 -0.92 0.00 2.61 0.00 1.90 0.00 0.00 0.00 6 -2.61 0.00 -1.90 0.00 -16.15 0.00 8 3.65 0.00 2.01 0.00 0.00 0.00 6 -3.37 0.00 -2.01 0.00 -17.07 0.00 0.00 0.00 0.00 0.00 0.00 0.00 User ID: EAST-WEST ENGINEERS, INC. I : (KENWORTH LOW-BAY BRIDGE CRANE FRAME #7) -- PAGE NO . . SUPPORT REACTIONS. -UNIT KIP FEET STRUCTURE TYPE = PLANE. JOINT LOAD :::FORCE7X FORCE -Y:" FORCE -t MOM-X moidy - . . MOM Z •,:.,, - .. .. . .,. :. ,. - - :.:**************'END OF 60.- FINISH *************** END OF STAAD -III *************** 0.11. 1.03 0.00 0.00 1.90 2.61 0.00 0.00 2.01 3.65 0.00 0.00 -0.11 1.03 0.00 0.00 1.90 -2.61 0.00 0.00 1.79 -1.58 0.00 0.00 LATEST ANALYSIS RESULT ************** **** DATE= JUL 23,1997 TIME= 17: 9: 1 **** ********************************************************* * For questions on STAAD-III/ISDS, contact: * RESEARCH ENGINEERS, Inc at * Ph: (714) 974-2500 Fax: (714) 921-2543 * ********************************************************* 0.00 0.00 0.00 0.00 0.00 0.00 • 0.00 0.00 0.00 0.00 0.00 0.00 ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * * * * USER ID: EAST -WEST ENGINEERS, INC. ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** S T A A D- III Revision 21.1W Proprietary Program of RESEARCH ENGINEERS, Inc. Date = JUL 26, 1997 Time= 12: 9: 5 User ID: EAST-WEST ENGINEERS, INC. PAGE NO. 1. STAAD PLANE (KENWORTH LOW -BAY FRAME DRILL CRANE Y -Y AXIS #8) 2. UNIT FT KIP 3. JOINT COORDINATES 4. 1 0.00 16.20; 2 1.33 16.20; 3 20.00 16.20; 4 38.67 16.20 5. 5 40.00 16.20; 6 0.00 0.00; 7 40.00 0.00 7. MEMBER INCIDENCE 8. 1 1 2; 2 2 3; 3 3 4 9. 4 4 5; 5 6 1; 6 7 5 11. MEMBER PROPERTY 12. 1 2 3 4 TA ST W18X60 13. 5 6 TA ST W12X65 15. UNIT INCH 16. CONSTANTS 17. E 29000. ALL 18. DENSITY STEEL ALL 19. BETA 90.0 5 6 21. SUPPORT 22. 6 7 PINNED 24. UNIT FT 25. LOADING 1 (DL + LL) 26. SELFWEIGHT 1.0 27. JOINT LOAD 28. 1 FY -2.2 29. 3 FY -5.0 30. 5 FY -2.2 32. LOADING 2 (DL + LL) 33. SELFWEIGHT 1.0 34. JOINT LOAD 35. 1 FY -2.2 36. 3 FY -11.6 37. 5 FY -2.2 39. LOADING 3 (SEISMIC +X) 40. JOINT LOAD 41. 1 FX 2.1 43. LOADING 4 (SEISMIC -X) 44. JOINT LOAD 45. 1 FX -2.1 47. LOAD COMBINATION 5 (DL + LL + SEISMIC) 48. 1 1.0 3 1.0 50. LOAD COMBINATION 6 (DL + LL + SEISMIC) 51. 1 1.0 4 1.0 I. User•ID:,FAST -WEST, ENGINEERS, INC.' (KENWORTH LOW-BAY FRAME DRILL CRANE Y -Y AXIS #8) 53. LOAD COMBINATION 7 (DL + LL + SEISMIC) 54. 2 1.0 3 1.0 56. LOAD COMBINATION 8 (DL + LL + SEISMIC) 57.'2 1.0 4 1.0 59. PERFORM ANALYSIS PROBLEM STATIST:1 NUMBER OFjOINTS/MENBER+ELEMENTS/SUFPORTS =::. 7/' ::6/ :::2:: ' ORIGINAL/FINAL BAND-WIDTH = 5/ 1 • , . . • TOTAL PRIMARY LOAD CASES = 4, TOTAL DEGREES OF FREEDOM:= SIZE OF STIFFNESS MATRIX = - 102 DOUBLE PREC.:WORDS REciRD/AVAIL. DISK SPACE = 12.01/ 224.4 MB, EXMEM = '. 15.4 MB . _ . . • -,, -.: ++ Processing Element Stiffness Mhtrix. 12:':9: 5 — ';:::•.: ++ Processing Global Stiffness Mhirix. • 12: 9: 5:',, ++ Processing Triangular Factorization., , A.2:,9: 5 ++ Calculating Joint Displacements. 12: 9: 6 ++ Calculating Member Forces. 12: 9; 6 .: . 61. UNIT FT 62. DRAW JOINT MEMBER SUPPORT :L.: • • : • 0■1(1Jui. 21.1907 11111 1:: 11 DRAW JO1N7 MEMBER SUPPORT • - KENWORTH LOW FRAME bRILL • • • . • „ . # • 64. UNIT " INCH 65. MATERIAL PROPERTIES ALL UNITS ARE - KIP INCH 1 29000.0 14500.0 29000.0 14500.0 3 29000.0 14500.0 6 DEN 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 0.00028300 .... ENGIHEERS,fINC: . .' - (10UWORTH'LOW-BAY FRAME DRILL. CRANE Y-Y AXIS #8) -, NO . 5. 0.00000000 0.00000000 0.00000000 0.00000000 o.00000000 0.00000000 **** END OF DATA FROM INTERNAL STORAGE:************ . . User ID: EAST-WEST ENGINEERS, INC ( KENWORTH LOW-BAY FRAME DRILL CRANE Y-Y AXIS #8) -- PAGE NO . 6 MEMB PROFILE AX/ IZ/ IY/ IX/ AY AZ SZ SY ST W18 X60 17.60 984.00 50.10 2.17 7.57 7.00 107.89 13.26 2 ST W18 X60 17.60 984.00 50.10 2.17 7.57 7.00 107.89 13.26 3 ST W18 X60 17.60 984.00 50.10 2.17 7.57 7.00 107.89 13.26 4 ST W18 X60 17.60 984.00 50.10 2.17 7.57 7.00 107.89 13.26 ST W12 X65 19.10 533.00 174.00 2.18 4.73 9.68 87.95 29.00 6 ST W12 X65 19.10 533.00 174.00 2.18 4.73 9.68 87.95 29.00 ************ END OF DATA FROM INTERNAL STORAGE ** ********* _ JOINT JOINT COORDINATES ::COORDINATES ARE FEET UNIT O. 000 ::.; .. 1.330 20 000 38:.670 40.000 0.000 40 000 : " PRINT' MEMBER : INFORMATION 16 :200 : 16 200 16.200 16."200 16.200 0.000 0: 000 * * * * * * * ** END:, OF DATA: 'FROM INTERNAL' STORAGE. * * * * * * * * * * * * U ser "ID EAST -WEST ENGINEERS, I NC NWORTH LOW HAY FRAME DRILL. CRANE Y Y' :AXIS 8) PAGE NO. .'• User ID: EAST-WEST ENGINEERS, INC (KENWORTH LOW-BAY FRAME DRILL CRANE. Y-Y AXIS *8) - PAGE NO 72. PRINT DISPLACEMENTS MEMBER START END LENGTH BETA . . JOINT JOINT (FEET) (DEG) RELEASES 1 1 2 1.330 0.00 2 2 3 18.670 0.00 18.670 0.00 4 4 5 1.330 0.00 ‘5 6 2. 16.200 90.00 5 16.200 90.00 * * * * * * ****** END OF DATA FROM INTERNAL STORAGE SUPPORT INFORMATION (1=FIXED, 0=RELEASED) UNITS FOR SPRING CONSTANTS ARE KIP FEET DEGREES JOINT FORCE-X/ FORCE-Y/ FORCE-Z/ MOM-X/ MOM-Y/ MOM-Z KFX KFY KFZ KMX KMY KMz 1 • 1 1 • 1 0 0.0 0.0 0.0 0.0 0.0 0.0 1 1 1 1 0 0.0 0.0 0.0 0.0 0.0 0.0 User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY FRAME DRILL CRANE Y -Y AXIS #8) -- PAGE NO. 9 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = PLANE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN Z -ROTAN 1 1 0.00038 - 0.00225 0.00000 0.00000 0.00000 - 0.00201 2 0.00076 - 0.00341 0.00000 0.00000 0.00000 - 0.00403 3 0.62452 0.00030 0.00000 0.00000 0.00000 - 0.00058 4 - 0.62452 - 0.00030 0.00000 0.00000 0.00000 0.00058 5 0.62489 - 0.00195 0.00000 0.00000 0.00000 - 0.00260 6 - 0.62414 - 0.00255 0.00000 0.00000 0.00000 - 0.00143 7 0.62527 - 0.00311 0.00000 0.00000 0.00000 - 0.00461 8 - 0.62376 - 0.00371 0.00000 0.00000 0.00000 - 0.00345 2 1 0.00035 - 0.03553 0.00000 0.00000 0.00000 - 0.00208 2 0.00071 - 0.06996 0.00000 0.00000 0.00000 - 0.00417 3 0.62448 - 0.00798 0.00000 0.00000 0.00000 - 0.00047 4 - 0.62448 0.00798 0.00000 0.00000 0.00000 0.00047 5 0.62484 - 0.04351 0.00000 0.00000 0.00000 - 0.00256 6 - 0.62413 - 0.02755 0.00000 0.00000 0.00000 - 0.00161 7 0.62519 - 0.07794 0.00000 0.00000 0.00000 - 0.00464 8 - 0.62378 - 0.06198 0.00000 0.00000 0.00000 - 0.00370 3 1 0.00000 - 0.37572 0.00000 0.00000 0.00000 0.00000 2 0.00000 - 0.75918 0.00000 0.00000 0.00000 0.00000 3 0.62402 - 0.00012 0.00000 0.00000 0.00000 0.00028 4 - 0.62402 0.00012 0.00000 0.00000 0.00000 - 0.00028 5 0.62402 - 0.37584 0.00000 0.00000 0.00000 0.00028 6 - 0.62402 - 0.37560 0.00000 0.00000 0.00000 - 0.00028 7 0.62402 - 0.75930 0.00000 0.00000 0.00000 0.00028 8 - 0.62402 - 0.75906 0.00000 0.00000 0.00000 - 0.00028 4 1 - 0.00035 - 0.03553 0.00000 0.00000 0.00000 0.00208 2 - 0.00071 - 0.06996 0.00000 0.00000 0.00000 0.00417 3 0.62356 0.00795 0.00000 0.00000 0.00000 - 0.00047 4 - 0.62356 - 0.00795 0.00000 0.00000 0.00000 0.00047 5 0.62321 - 0.02758 0.00000 0.00000 0.00000 0.00161 6 - 0.62392 - 0.04348 0.00000 0.00000 0.00000 0.00255 7 0.62286 - 0.06201 0.00000 0.00000 0.00000 0.00370 8 - 0.62427 - 0.07791 0.00000 0.00000 0.00000 0.00464 5 1 - 0.00038 - 0.00225 0.00000 0.00000 0.00000 0.00201 2 - 0.00076 - 0.00341 0.00000 0.00000 0.00000 0.00403 3 0.62353 - 0.00030 0.00000 0.00000 0.00000 - 0.00058 4 - 0.62353 0.00030 0.00000 0.00000 0.00000 0.00058 5 0.62315 - 0.00255 0.00000 0.00000 0.00000 0.00143 6 - 0.62391 - 0.00195 0.00000 0.00000 0.00000 0.00259 7 0.62277 - 0.00371 0.00000 0.00000 0.00000 0.00345 8 - 0.62429 - 0.00311 0.00000 0.00000 0.00000 0.00461 6 1 0.00000 0.00000 0.00000 0.00000 0.00000 0.00100 2 0.00000 0.00000 0.00000 0.00000 0.00000 0.00199 3 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00452 4 0.00000 0.00000 0.00000 0.00000 0.00000 0.00452 5 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00352 6 0.00000 0.00000 0.00000 0.00000 0.00000 0.00551 7 0.00000 0.00000 0.00000 0.00000 0.00000 - 0.00252 8 0.00000 0.00000 0.00000 0.00000 0.00000 0.00651 ••' .,• '. • • •• (KENWORTH LOW-BAY JOINT DISPLACEMENT (INCH RADIANS) JOINT LOAD X-TRANS Y-TRANS Z-TRANS X-ROTAN Y-ROTAN Z-ROTAN 7 1 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00100 2 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00199 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00451 0.00000 0.00000 0.00000 0.00000 0.00000 0.00451 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00551 0.00000 0.00000 0.00000 0.00000 0.00000 0.00351 0.00000 0.00000 0.00000 0.00000 0.00000 -0.00650 0.00000 0.00000 0.00000 0.00000 0.00000 0.00252 * END-OF LATEST ANALYSIS RESULT , • • . . 73. PRINT MEMBER FORCES • • • User ID::EAST -WEST ENGINEERS,INC.: FRAME DRILL CRANE Y-Y AXIS #8) - -- PAGE NO 10 STRUCTURE TYPE = PLANE 4************* User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY FRAME DRILL CRANE Y -Y AXIS #8) -- PAGE NO. 11 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 1 1 0.80 3.70 0.00 0.00 0.00 13.02 2 -0.80 -3.62 0.00 0.00 0.00 -8.16 2 1 1.61 7.00 0.00 0.00 0.00 26.05 2 -1.61 -6.92 0.00 0.00 0.00 -16.80 3 1 1.05 -0.85 0.00 0.00 0.00 -17.02 2 -1.05 0.85 0.00 0.00 0.00 15.89 4 1 -1.05 0.85 0.00 0.00 0.00 17.02 2 1.05 -0.85 0.00 0.00 0.00 -15.89 5 1 1.85 2.84 0.00 0.00 0.00 -4.00 2 -1.85 -2.77 0.00 0.00 0.00 7.73 6 1 -0.25 4.55 0.00 0.00 0.00 30.04 2 0.25 -4.47 0.00 0.00 0.00 -24.04 7 1 2.66 6.14 0.00 0.00 0.00 9.03 2 -2.66 -6.07 0.00 0.00 0.00 -0.91 8 1 0.56 7.85 0.00 0.00 0.00 43.07 2 -0.56 -7.77 0.00 0.00 0.00 -32.68 2 1 2 0.80 3.62 0.00 0.00 0.00 8.16 3 -0.80 -2.50 0.00 0.00 0.00 48.94 2 2 1.61 6.92 0.00 0.00 0.00 16.80 3 -1.61 -5.80 0.00 0.00 0.00 101.91 3 2 1.05 -0.85 0.00 0.00 0.00 -15.89 3 -1.05 0.85 0.00 0.00 0.00 0.01 4 2 -1.05 0.85 0.00 0.00 0.00 15.89 3 1.05 -0.85 0.00 0.00 0.00 -0.01 5 2 1.85 2.77 0.00 0.00 0.00 -7.73 3 -1.85 -1.65 0.00 0.00 0.00 48.95 6 2 -0.25 4.47 0.00 0.00 0.00 24.04 3 0.25 -3.35 0.00 0.00 0.00 48.93 7 2 2.66 6.07 0.00 0.00 0.00 0.91 3 -2.66 -4.95 0.00 0.00 0.00 101.92 8 2 0.56 7.77 0.00 0.00 0.00 32.68 3 -0.56 -6.65 0.00 0.00 0.00 101.90 3 1 3 0.80 -2.50 0.00 0.00 0.00 -48.94 4 -0.80 3.62 0.00 0.00 0.00 -8.16 2 3 1.61 -5.80 0.00 0.00 0.00 - 101.91 4 -1.61 6.92 0.00 0.00 0.00 -16.80 3 3 1.05 -0.85 0.00 0.00 0.00 -0.01 4 -1.05 0.85 0.00 0.00 0.00 -15.87 4 3 -1.05 0.85 0.00 0.00 0.00 0.01 4 1.05 -0.85 0.00 0.00 0.00 15.87 5 3 1.85 -3.35 0.00 0.00 0.00 -48.95 4 -1.85 4.47 0.00 0.00 0.00 -24.02 User ID: EAST -WEST ENGINEERS, INC. (KENWORTH LOW -BAY FRAME DRILL CRANE Y -Y AXIS #8) -- PAGE NO. 12 MEMBER END FORCES STRUCTURE TYPE = PLANE ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 6 3 -0.25 -1.65 0.00 0.00 0.00 -48.93 4 0.25 2.77 0.00 0.00 0.00 7.71 3 2.66 -6.65 0.00 0.00 0.00 - 101.92 4 -2.66 7.77 0.00 0.00 0.00 -32.66 3 0.56 -4.95 0.00 0.00 0.00 - 101.90 4 -0.56 6.07 0.00 0.00 0.00 -0.93 4 0.80 -3.62 0.00 0.00 0.00 8.16 5 -0.80 3.70 0.00 0.00 0.00 -13.02 4 1.61 -6.92 0.00 0.00 0.00 16.80 5 -1.61 7.00 0.00 0.00 0.00 -26.05 4 1.05 -0.85 0.00 0.00 0.00 15.87 5 -1.05 0.85 0.00 0.00 0.00 -17.00 4 -1.05 0.85 0.00 0.00 0.00 -15.87 5 1.05 -0.85 0.00 0.00 0.00 17.00 5 4 1.85 -4.47 0.00 0.00 0.00 24.02 5 -1.85 4.55 0.00 0.00 0.00 -30.02 6 4 -0.25 -2.77 0.00 0.00 0.00 -7.71 5 0.25 2.84 0.00 0.00 0.00 3.98 7 4 2.66 -7.77 0.00 0.00 0.00 32.66 5 -2.66 7.85 0.00 0.00 0.00 -43.05 4 0.56 -6.07 0.00 0.00 0.00 0.93 5 -0.56 6.14 0.00 0.00 0.00 -9.05 6 6.95 0.00 0.80 0.00 0.00 0.00 1 -5.90 0.00 -0.80 0.00 -13.02 0.00 2 6 10.25 0.00 1.61 0.00 0.00 0.00 1 -9.20 0.00 -1.61 0.00 -26.05 0.00 3 6 -0.85 0.00 -1.05 0.00 0.00 0.00 1 0.85 0.00 1.05 0.00 17.02 0.00 4 6 0.85 0.00 1.05 0.00 0.00 0.00 1 -0.85 0.00 -1.05 0.00 -17.02 0.00 5 6 6.10 0.00 -0.25 0.00 0.00 0.00 1 -5.04 0.00 0.25 0.00 4.00 0.00 6 6 7.80 0.00 1.85 0.00 0.00 0.00 1 -6.75 0.00 -1.85 0.00 -30.04 0.00 7 6 9.40 0.00 0.56 0.00 0.00 0.00 1 -8.34 0.00 -0.56 0.00 -9.03 0.00 8 6 11.10 0.00 2.66 0.00 0.00 0.00 1 -10.05 0.00 -2.66 0.00 -43.07 0.00 6 1 7 6.95 0.00 -0.80 0.00 0.00 0.00 5 -5.90 0.00 0.80 0.00 13.02 0.00 2 7 10.25 0.00 -1.61 0.00 0.00 0.00 5 -9.20 0.00 1.61 0.00 26.05 0.00 3 7 0.85 0.00 -1.05 0.00 0.00 0.00 5 -0.85 0.00 1.05 0.00 17.00 0.00 User ID: EAST-WEST ENGINEERS, INC. KENWORTH LOW-BAY FRAME DRILL CRANE Y-Y AXIS #8) -- PAGE NO 13 MEMBER END FORCES STRUCTURE TYPE = PLANE • ALL UNITS ARE -- KIP FEET MEMBER LOAD JT AXIAL SHEAR-Y SHEAR-Z 4 7 -0.85 0.00 1.05 5 0.85 0.00 -1.05 5 7 7.80 0.00 -1.85 5 -6.75 0.00 1.85 6 7 6.10 0.00 0.25 • 5: -5.04 0.00 -0.25 7 11.10 0.00 -2.66 5 -10.05 0.00 2.66 7 9.40 0.00 -0.56 -8.34 0.00 0.56 ,...* ANALYSIS • • • 74 PRINT : SUPPORT :REACTION 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 RESULT ************** : TORSION. MOM-Y - MOM-Z 0.00 -17.00 0.00 30.02 0.00 -3.98 0.00 43.05 0.00 9.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 User ID: EAST-WEST ENGINEERS, INC. (KENWORTH LOW-BAY FRAME DRILL CRANE Y-Y AXIS *8) PAGE NO 14 • SUPPORT REACTIONS -UNIT KIP JOINT . LOAD 6 1 2 • 3 4 5 6 7 8 7 2 5 6 7 76. FINISH 0.80 1.61 - 1.05 1.05 - 0.25 1.85 0.56 2.66 - 0.80 -1.61 - 1.05 1.05 - 1.85 0.25 - 2.66 -0.56 FORCE-X FORCE -Y 6.95 10.25 -0.85 0.85 6.10 7.80 9.40 11.10 6.95 10.25 0.85 -0.85 7.80 6.10 11.10 9.40 FEET FORCE -Z ************** END OF LATEST ANALYSIS RESULT 4 *** DATE= JUL 26,1997 STRUCTURE TYPE = PLANE 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 MOM 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 *************** END OF STAID-III *************** TIME= 12: 9: 6 **** MOM -Y 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 ***** ********************************************************* For questions on STAAD-III/ISDS, contact: RESEARCH ENGINEERS, Inc at Ph: (714) 974-2500 Fax: (714) 921-2543 ********************************************************* MOM Z 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 • • • • arv>�,. .-.,........,.« w,. g•...,: v .+..rs+M.e 1.4... Art. to _1 C i.6.11 ,r K r.1rttev c. 9nANSW1 b4114 Fi• ,i:VKIRI V.V4lp 0; u t.... A MAX ILIO ACTIVITY NUMBER PROJECT NAME KENWORTH TRUCK COMPANY DEPARTMENT: BUILDING DIVISION roved al('n N LIC WORKS r DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE g NOT COMPLETE COMMENTS TUES /THURS ROUTING: PLEASE ROUTE C. NO FURTHER REVIEW REQUIRED E ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED REVIEWERS INITIAL I 4 CORRECTION DETERMINATION: APPROVED l l APPROVED W/ CONDITIONS REVIEWERS INITIAL C:ROUTE -F Ptrw* C�rdintdbr Cii PLAN REVIEW / ROUTING S APPROVED WI CONDITIONS ❑. NOT APPROVED (attach comments) Q D97 -0253 PREVENTION E 4\ 6 -i-1 STRUCTURAL 421 q'h- - F UD yen+ <b /ogly DATE DATE DATE NOT APPLICABLE 0 DATE 7/28/97 P DIVISION P RMTT COORDINA R DUEDATE 7/31/97 DUE DATE 8/14/97 DUE DATE NOT APPROVED (attach comments) 0 (Certification of occupancy required. 4 eardkiP ACTIVITY NUMBER 097 -0253 PROJECT NAME KENWORTH TRUCK COMPANY DEPARTMENT: BUILDING DIVISION • FIRE PREVENTION I I PLANNING DIVISION' PUBLIC WORKS � STRUCTURAL n PERMIT COORDINATOR Q I DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE V/ NOT COMPLETE cob/on:ENTs • tUc1U AI. - Rs0 e(.dD IgE6'ZD - Gaye -AA . .. TUES /THURS ROUTING: PLEASE ROUTE [ • ROUTED BY STAFF REVIEWERS INITIAL L APPROVALS OR CORRECTIONS: (ten days) APPROVED REVIEWERS INITIAL APPROVED REVIEWERS INITIAL C:ROUTE -F PLAN REVIEW / ROUTING SLIP (If routed by staff, make copy to master file & enter Sierra.) a+� APPROVED W/ CONDITIONS CORRECTION DETERMNATION: APPROVED W/ CONDITIONS DATE 7-51 -97 . DATE DUE DATE DATE 7/28/97 NOT APPLICABLE 7/31/97 NO FURTHER REVIEW REQUIRED DUE DATE 8/14/97 NOT APPROVED (attach comments) DATE gfZZ /q 7 DUE DATE NOT APPROVED (attach comments) (Cerr ficadon of occupancy required. ) Y: F rttAt W .�M� A �, , aY•.rYtx {�s �aw£�,��K�P.�nf•k H' icf�n�': i? �. nv fi. 7 i' �K. j�e ':ra"r�l'4L�ra',.r�x�..:io-s!. Fry ^.a {. ;AKA Sfl� +tl :r:nY l� �' ' • � *Y. :.�}. �4M.n.. ?...•i .Itt "}. �r}`CF+R' . l�Y.: ACTIVITY NUMBER PROJECT NAME DEPARTMENT: BUILDING DIVISION P PUBLIC WORKS E. PLAN REVIEW / ROUTING SLIP D97 -0253 KENWORTU TRUCK COMPANY t 4 DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE E COMMENTS TUES /TOURS ROUTING: PLEASE ROUTE FIRE PREVENTION 11 PLANNING DIVISION' E STRUCTURAL E PERMIT COORDINATOR NOT COMPLETE E NOT APPLICABLE ROUTED BY STAFF E (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL APPROVALS OR CORRECT' I NS: (ten days) APPROVED n APPROVED / CONDITIONS REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED n APPROVED W/ CONDITIONS C:ROUTE -F DATE DATE V '7'l. 1 '5;`44: b tF`r :.tx:4\x�' ;,y�� '�,.. i'..` k ;!'. : ,. ^Jr k'rK ».ti. .C.+:L�J� 1 !»�• iC 31�:1!w 1:Vi.N <i' DUE DATE REVIEWERS INITIAL DATE DATE 7/28/97 7/31/97 NO FURTHER REVIEW REQUIRE UEDATE 8/14/97 NOT i' PROVED (attach comments) DUE DATE NOT APPROVED (attach comments) (Certification of occupancy rcquircd. ) ry i.: wU "'.'i4.�.�; ACTIVITY NUMBER D97 -0253 PROJECT NAME KENWORTU TRUCK COMPANY DEPARTMENT: BUILDING DIVISION PUBLIC WORKS COMMENTS • ROUTED BY STAFF REVIEWERS INITIAL REVIEWERS INITIAL C :ROUTE -F 43i ki ►;z • . !'3, -Ifs; '�'i n ...; t,' PLAN REVTW / ROUTING SLIP L DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE El • NOT COMPLETE TUES /TSURS ROUTING: PLEASE ROUTE • APPROVALS OR CORRECTIONS: (ten days) CORRECTION DETERMINATION: APPROVED n APPROVED W/ CONDITIONS FIRE PREVENTION C PLANNING DIVISION' II STRUCTURAL n PERMIT COORDINATOR Q DATE NOT APPLICABLE (If routed by staff, make copy to master file & enter Sierra.) DUE DATE DATE —7 / 7 74 4 1 REVIEWERS INITIAL DATE DATE 7/28/97 7/31/97 NO FURTHER REVIEW REQUIRED DUE DATE 8/14/9 APPROVED n APPROVED W/ CONDITIONS r NOT APPROVED (attach comments) fl DUE DATE NOT APPROVED (attach comments) E (Certification of occupancy required. ) COMMENTS PROJECT NAME DEPARTMENT: BUILDING DIVISION PUBLIC WORKS .sa;'+• czh-'.+•ra ..5 �T`'�Y'n'i `4 1 �i;T1r s�a`rY:1.: flk ',. i...��.�f7.w•�t:.x .T•:u .. a..:�, U ACTIVITY NUMBER D97 -0253 KENWORTH TRUCK COMPANY FIRE PREVENTION n STRUCTURAL n DETERMINATION OF COMPLETENESS: (T,Th) COMPLETE E NOT COMPLETE ,V'S t' fyW "�, IR�:SSjq w f'I"Jtty'r�1711•f '� PLAN REVIEW / ROUTING SLIP NOT APPLICABLE TUES /THURS ROUTING: PLEASE ROUTE NO FURTHER REVIEW REQUIRED ROUTED BY STAFF El (If routed by staff, make copy to master file & enter Sierra.) REVIEWERS INITIAL APPROVALS OR CORRECTIONS: (ten days) APPROVED E REVIEWERS INITIAL CORRECTION DETERMINATION: APPROVED C:ROUTE -F APPROVED W/ CONDITIONS N DATE DATE DUE DATE REVIEWERS INITIAL DATE DATE 7/28/97 PLANNING DIVISION' .PERMIT COORDINATOR 11 7/31/97 DUE DATE 8/14/97 APPROVED W/ CONDITIONS 1 1. NOT APPROVED (attach comments) DUE DATE NOT APPROVED (attach comments) (Ccrdtication of occupancy required. ) F SS /Y ri i ASSOCIATES: CONSUCPING ENGINEERS August 21, 1997 Mr, Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 Regarding: 97 -T -16 Kenworth Truck Company (D97 -0253) RFA #97102 -16 Low -Bay Crane Structure Dear Mr. Griffin: We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. Our comments have been successfully responded to by the permit applicant. Enclosed are the drawings and structural calculations for your records. We have forwarded a copy of this letter to East -West Engineers, Inc, for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255-3099. Sincerely, ROBERT FOSSATTI ASSOCIATES, INC., P.S. Cry l Kolke Senior Plan Reviewer a:1RFA197t16^2.doc A PROFESSIONAL 2030 FIRST AVENUE TELEPHONE: (200) 250 -1003 SERVICES • SUITE 203 FAX: 1206) 256.0107 CORPORATION SENITLE, WASIIINGTON 00121 RECEIVED CITY OF TUKWILA AUG 2 t; 1997 PERMIT CENTER cc: Mr. Ming D. Cherng, East -West Engineers, Inc., via facsimile (425) 646 -5157 Mr. Marvin Davis, Kenworth Truck Company, via facsimile (425) 227 -5804 R 0 B FossnTrI A S S O C I A T E S CONSUMING ENGINEERS August 13, 1997 Dear Mr. Griffin: E R T Mr. Duane Griffin City of Tukwila 6300 Southcenter Blvd., Suite 100 Tukwila, WA 98188 A PROI'ESSIONA►. 2030 FIRST AVENUE SERVICES SUITE 203 CORPORATION SESITLE, 1%ASIIINOTON 00121 TELEFIIONE: (200) 256 -1003 FAN: (21)0) 256 -1)107 Regarding: 97 -T -16 Kenworth Truck Company (D97 -0253) RFA #97102 -16 Low -Bay Crane Structure We have reviewed information for the proposed project with the structural provisions of the 1994 Edition of the Uniform Building Code as adopted and amended by the City of Tukwila. The following comments should be addressed by the permit applicant: 1. Special inspections are required to be specified for concrete placement, bolts in concrete, high - strength bolting, and field welding per UBC Section 1701.5. 2. The Structural Notes on Sheet E should call for welding to be performed by WABO - certified welders. 3. Page 1 of the calculations notes a bridge weight of 1.64 /each. Please clarify what this weight is and explain why it was not included in the dead weight for the base shear calculation. 4. Detail N is cut on the Foundation Plan where the new column is supported on the existing foundation. This detail is not provided. Also, the column at this location should be called out in plan. Refer to page 26 of the calculations. 5, The weld at the 1/2 -inch stiffener plates should be called out in Detail 3, Sheet G. 6. We do not find the stiffener plate called out in Detail 5, Sheet G. 7. Detail 8, Sheet H, should be clarified to show the connection of the W 10's to t ) F V E D AUG 1 4 1997 COMMUNITY DEVELOPMENT Mr: Ming D. Chang East -West Engineers, :Inc 515 116th Avenue NE, Suite 278 Bellevue, WA 98004 Th above listed review comments should be responded to_ in itemized letter form. We, therefore, recommend that the permit applicant respond and resubmit two cop ies of revised dr awings and one co py of supplemental structural calculations directly to, our office, as required.: We have forwarded a copy this to East -West Engineers, Inc. for your convenience. If you have any questions or require any additional clarification, please call me directly at (425) 255 -3099. S incerely, R OBERT FOSSATTI ASSOCIATE August 4, 1997 City of Tukwila Department of Community Development Crystal Kolke Robert Fossatti Associates Consulting Engineers 2212 Camas Circle S.E. Renton, WA 98055 Regarding: 97-T-16: Kenworth Truck Company (D97-0253) Dear Crystal Kolke: Please do structural review per U.B.C., 1994 Edition. Sincerely, --4(\atiL g. 25sicttap Shellie L. Bates Permit Technician John W. Rants, Mayor Steve Lancaster, Director 6300 Southcenter Boulevard, Suite #100 • Tukwila, Washington 98188 • (206) 431•3670 • Fax (206) 431•3665 City of Tukwila Fire Department Fire Department Review Control #D97 -0253 Re: Kenworth - 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. 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) This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Yours truly, 5 1 The Tukwila Fire Prevention Bureau cc: TFD file ncd August 1, 1997 John W. Rants, Mayor Thomas P. Keefe, Fire Chief Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575.4404 • Fax (206) 575.4439 KENWORTH - TUKWILA PLANT ijS 2f:� •. %': ri �.fn.•'yJ;: r.rN r'i�:1.��' YaaCo --pd LEGAL DESCRIPTION Portion of Francis McNatt Donation Claim No. 38, and being part of Sections thirty -three (33) and thirty -four (34), Township twenty - four (24) North, Range four (4) East of the Willamette Meridian, described as follows: Tract three (3) as shown on the partition map filed in Cause No. 120091 of the Superior Court for King County, Washington, more particularly described as follows: • Beginning at a point on the West line of East Marginal Way, which point bears North 89 degrees 15 minutes 54 seconds West along the Donation Claim line 2470.01 feet and South Twenty -three degrees 40 minutes 59 seconds East along the Westerly line of East Margi- nal Way 167.68 feet from the intersection of the line between the Donation Claim of Francis McNatt and Henry Van Asselt with the East line of said Section 33, said point of beginning being the Northeast corner of the tract of land to be described; running thence West 1499.53 feet to the Easterly line of the Commercial Waterway; thence South 15 degrees no minutes and no seconds East along the said Easterly line 456.10 feet; thence East 1574.72 feet to the Westerly line of East Marginal Way; thence North 23 degrees 40 minutes 59 seconds West along the said Westerly line 481.09 feet to the point of beginning. Less a parcel of land situated in Tract 3, The Meadows, according to the plat thereof; being a part of the Francis McNatt Donation Land Claim No. 38 in Section 33, Township 24 North, Range 4 East of the Willamette Meridian, King County, Washington, described as follows: Beginning at a point in the westerly line of Primary State High- way No. 1 (East Marginal Way) that is 373.77 feet Southeasterly, measured along said westerly line, from the north line of said Francis McNatt Donation Land Claim; thence southeasterly along a straight line which forms an angle of 7 ° 17' from southeast to south with said westerly line of highway, a distance of 134 feet, more or less, to a point 17 feet distant southwesterly, measured at right angles, from said westerly line of highway; thence south- easterly along a straight line parallel with said westerly line of highway a distance of 135 feet, more or.less, to a in the south line of said Tract 3; thence easterly along said south line a distance of 18.5 feet, more or less, to a point in the westerly line of Primary State Highway No. 1 (East Marginal Way); thence northwesterly along said westerly line a distance of 275 feet to the point of beginning. RECEIVED CITY OF TUKWILA PERMIT CENTER ..• , 4 ;eq I 1 4 '/4. ' , 4 •4■ 44 Y KENWORTH TUKWILA PLANT LEGAL DESCRIPTION (continued) A portion of the Francis McNatt Donation Claim No. 38, in Section 33, Township 24 North, Range 4 East, W.M., in King County, Wash- ington, being that portion of Tract No. 2 as shown on the partition map filed in Cause No. 120091, of the Superior Court of King County, • Washington, more particularly described as follows: Beginning on the westerly line of East Marginal Way South, which point bears North 89 15' 54" West 2470.01 feet along the Donation Claim Line and South 23° 40' 59" East 648.77 feet along the Westerly line of East Marginal Way South from the intersection of the line between the Donation Claims of Francis McNatt and Henry Van Asselt with the east line of Section 33, Township 24 • North, Range 4 East, W.M., in King County, Washington; running thence West 1574.72 feet to the easterly line of Commercial Water- • way No. 1, thence South 15° 00' 00" East along said easterly line 237.76 feet; thence East 1053.10 feet to a point designated herein as Point "A" for subsequent reference; thence South 23 02' 00" East 46.03 feet; thence East 561.38 feet to the westerly line of East Marginal Way South; thence North 23° 40' 59" West along said westerly line 297.03 feet to the point of beginning; EXCEPT that portion thereof conveyed by Monsanto Chemical Company to Great Northern Railway Company, et al, by deed dated March 7, 1957, recorded under King County Auditor's File No. 4784818. •••• .1•••••••'. • N ,,,,,,,,,,",,, ,,,,,,,,,,,,-",,,,,", DEPARTMENT OF LABOR AND INDUSTRIES • . . .§.„ THIB,CERTWIES THAT THB.Pk9S.QN.IVAMED HEREON IS REGISTERED AS PROVIDED BY LAW AS A r ve . ' itd e ', 44 . 0 , • r " • • ' ' " ■ : 41.1!. - .'' ' vich&I 1,:04 i A 1 ?* , •!, • .4 ■‘: *" et4 L • liati.." r • A .r % kt" • il r 4.it... I. ow . I. . .6..., ,, ..0 ) 4.1........ i 0 . tai sn'•V'M TRAVNN)).,. tlefftliirkif FI ' 1 •• • . • • • • . • ili I 4:1 11' :, . ' ' • ., .1. ...kr r i ,;... %A.: : • .y :4' •.1 f to• ' '-'. 41 $V A ti* • ... II * ' .4 ;.■ • 2*. ■ P •Ik r• : STATE OF WASHINGTON .- ,si ,r r.K•f" • • i 2 ., A 13 r ,Q ... ' •.: Ir. w 6 1 . '7,C r . , . kr"'A . : ... .4.4-; 'II' • 1 .1' • 1 . 4 4. 44' k V t Vi .1. ,t k t .1 t '■1 , zis r V ■.: •) r .:•• ::." . F625-052-600 (3.921 ,-, RECEIVED CITY OF TUKWILA .;. 2 5 PERMIT CENTER RECEIVED CITY OF TUKWILA L 2 8 1597 PERMIT CENTER j RECEIVING 9,600 Sq.Ft. Controlled Warehouse 10,500 Sq.Ft. Fuel Tonk 10,800 Sq.Ft. Smad Parts Paint- 8,600 Sq.Ft. Controlled Warehouse ' 7,000' Sq:Ft. ' • \t Surplus JIT Rack Staging 6,500 Sq.Ft. Warehouse Rack Staging 15,100 Sq.Ft. KENWORTH SEATTLE FACILITY Controlled Warehouse 14,550 Sq.Ft. Controlled Warehouse 40,850 Sq.Ft. Misc. Rack Staging 5,500 Sq.Ft. D7oz'5s Office Equipment Storage 2,700Sq.Ft. C C AREA Fabrication - Controlled Warehouse Maintenance - Misc. Storage Staging Employee Parking - Class 7 Mat'l Storage — Returnable JIT Racks — Leased to NW Container ` � ( ;lr � J TOTAL SQ.FT. (APPROX.) 67,000 Sq.Ft. 76,600 Sq.Ft. 23,900 Sq.Ft. 36,900 Sq.Ft. 66.200 Sq.Ft. 17,700 Sq.Ft. 5,400 Sq.Ft. 180,000 Sq.Ft. Controlled Warehouse (uncovered) 3,800 Sq.Ft. Maintenance 22,100 Sq.Ft. (7,900 Sq.Ft. covered) Fifth Wheel MISC. STAGING Controlled Warehouse 5,400 Sq.Ft. 1,400 Sq.Ft. - Fabrication 56,300 Sq.Ft. Leased to NW Container 180,000 Sq.Ft. Fiberglass Molds 5,000 Sq.Ft. TOLERANCES DRAWN BY: ±.X CHECKED BY: ± APPROVED BY: ±.XXX SCALE: 1/8 = 1' -0" L — UNSPEC'D TOL. — DATE: 7/28/97 DATE: — DATE: EXPANSION ID NO. ACT N0. PART l LTR. * REVISION I DATE Employee Parking 66,200 Sq.Ft. FILE COPY the Plan Check a c� s. ; cr.,:a and ongasions and epe :uuul of p. not sdnedl MI Volition of any a __ coda oe ataitallalpt W contractors e 77 , Pc -. it NO + n r REVISIONS NO CHANGES SHALL BE MADE TO THE SCOPE OF WORK WITHOUT PRIOR APPROVAL OF TUKWILA BUILDING DIVIT!O',. F-•:•:::,'Is WILL FEVY, A ri_•/ KENWORTH TRUCK COMPANY 1601 N. 8TH STREET RENTON, WA 98055 TEL.#(208) 227 -5811 FAX (208) 227 -5804 ROJECT SEATTLE CAPACITY DWG. NO. 46SEA SHEET t (1 F 1 BY CITY OF ftl7fiILA APPI?6VED AUG 2 1 E S 7 RECEIVED crry oP Tukwl� PERMIT CENTER 40' -0" \--2'- 6 "X6' -0 "X16" FOOTING 2'- 6 "X6' -0 "X24" FOOTING 2'-6"X6'-0"X16" FOOTING O ® % O TYP. \-2'-6"X6'-0"X16" FOOTING F- FOOTING O 5 Q. SPACINGS 0 22' -0" O.C. = 110' -0" I I 4'- 0 "X4' -0 "X16" TOOTING (TYP) 24'-0" 24"-0" 40' -0" 3'- 0 "X3' -0 ° X16" 2'- 6 'X4' -0 'X16 FOOTIN FOOTING 7 2'- 0`X7' -0 "X16" FOOTING SCALE: 1/16 " =1' -0" (T.O. SLAB REF. EL. 0' -0 ") Z? 5' -0" 3'- 0 "X3' -0 "X16" FOOTING P 2' -6 "06' -0"X16" FOOTING 2'- 6 "X6' -0 "X16" FOOTING 2'- 6 "X6' -0 "X16" FOOTING 3' -8" LOW —BAY CRANE STRUCTURES FOUNDATION PLAN O O 3' - 0" - -_ - WSX24 x -- -- X2 --- x TYP. 40' -0" 5' -0" _ 5 EQ. SPACINGS 0 22' -0" O.C. = 110' -0" 3 W8X24 4 W8X24 W8X24 I S12X40.8 + C1OX15.3 RUN -WAY BEAM W8X24 H 24' - 0" 24' - 0" RUNWAY BEAM S12X50+ .T 1 y P)15.3 (FOP) I 1 W8X24 W8X24— PROPRIETARY THIS DRAWING AND THE INFORMATION CONTAINED HEREIN IS PROPRIETARY TO PACCAR, INC. AND SHALL NOT BE REPRODUCED, COPIED OR DISCLOSED IN WHOLE OR IN PART, OR USED FOR MANUFACTURE OR FOR ANY OTHER PURPOSE WITHOUT THE WRITTEN PERMISSION OF PACCAR, INC. SCALE: 1/16 " =1' -0" (T.O.STEEL EL. 17 ") _ , W18X60 TOLERANCES ±.x ±.xx ±.xxx f4 40' -0" 40' -0 W8X24 — W8X24 W8 KL NEE BRACING BELOW (TYP) LOW —BAY CRANE STRUCTURES FRAMING PLAN CONVERT MANUALL DRAWINGS TO AUTOCAD DRAWINGS 5' -0° —0 " NOTE: RUNWAY BEAM BELOW S12X40.8 + C10X15.3 TYP TYP TYP (4 PLCS) DRAWN BY: APPROVED BY: SCALE: AS NOTED UNSPEC'D TOL. uESE Y.J�:�•...cp:-. aE"IFWE`h eno rON�nRM +NCE WITH POI.,0 iNG ORDI +l::r;CES R STRUCTURAL PER UNIFORM BU:! C "NG CODE ( NON-STRUCTURAL PER UtI.FOR'.BUiliiNGCO-`- -_ WAG 5;- 20 BARRIER - RE.... THE APPLICANT IS RESPONSIBLE FOR CONFOP..! +;,NCE W1TH ALL .APPLICABLE ORDINANCES SUBJECT TO REGU'.REMEN, AND INTERPRETATIONS OP THE GOVERNING AUTHOR: By: PERUCHINI CHECKED BY: M. CHERNG M. CHERNG DATE: AUG /14/97 DATE: DATE: ID NO. ACT NO. Date Out AUG/14/97 BUILDING CODE: FOUNDATION: GENERAL STRLJC T URAL NOTES : CONSTRUCTION, MATERIALS HANDLING, AND WORKMANSHIP SHALL BE IN ACCORDANCE WITH THE FOLLOWING: 1) UNIFORM BUILDING CODE, 1994 EDITION. 2) THE REQUIREMENTS OF GENERAL SAFETY AND HEALTH STANDARDS OF THE WASHINGTON STATE DEPARTMENT OF LABOR AND INDUSTRIES. 1 FOOTING SHALL BE PLACED ON UNDISTURBED SOIL. 2 COMPACT EXISTING SOIL TO A DENSE CONDITION. 3 ALLOWABLE SOIL BEARING PRESSURE: 1,500 psf BACKFILL: BACKFILL SHALL BE COMPACTED TO AT LEAST 95 PERCENT OF THE DRY DENSITY. CONCRETE: 1) CONCRETE SHALL HAVE A MINIMUM OF 28 DAYS STRENGTH (f'c) OF 3,000 psi. AT THE TIME OF STEEL ERECTION, CONCRETE SHALL HAVE REACHED A STRENGTH OF 2,500 psi. USE OF HIGH - EARLY- STRENGTH CONCRETE IS ACCEPTABLE. 2) MAXIMUM SLUMP SHALL BE 3 1 /2 INCHES. 3) CONCRETE PROTECTION FOR REINFORCEMENT: CAST AGAINST EARTH 3 INCHES PLINTH 2 INCHES SLABS 2 INCHES 4) FORMING AROUND FOOTINGS NOT REQUIRED. 5) WHERE CONCRETE IS CAST AGAINST EARTH, SOIL SHALL BE THOROUGHLY DAMPENED. NO STANDING WATER IS ALLOWED, HOWEVER. REINFORCING STEEL: REINFORCING STEEL SHALL BE BILLET STEEL, ASTM A515, GRADE 60, DEFORMED TYPE. STRUCTURAL STEEL: 1) STRUCTURAL STEEL AND PLATES SHALL CONFORM TO ASTM A36. 2) HIGH STRENGTH BOLTS SHALL CONFORM TO ASTM A325. WASHERS SHALL CONFORM TO ASTM F436. BOLTS AND WASHERS SHALL BE GALVANIZED. TIGHTEN BOLTS TO THE FOLLOWING TENSION VALUES: 5/8" BOLT 19.0 KIPS 3/4" BOLT 28.0 KIPS 7/8" BOLT 39.0 KIPS 3 ANCHOR BOLTS SHALL CONFORM TO ASTM A36 OR ASTM A307 (GRADE B), GALVANIZED. 4 ALL WELDING SHALL BE IN ACCORDANCE WITH THE AWS STANDARDS. 5 ALL WELDING SHALL BE DONE ON BARE METAL. 6 WELDING ELECTRODES SHALL BE E70XX. 7 MINIMUM CONNECTION PLATE THICKNESS SHALL BE 3/8 ". 8 UNLESS NOTED OTHERWISE, MINIMUM WELDS ARE 1/4" FILLET WELD ON BOTH SIDES OF THE CONNECTION. 9) ALL WELDING SHALL BE DONE BY WABO- CERTIFIED WELDERS. GROUT: FOR GROUTING COLUMN BASE PLATES, ONE OF THE FOLLOWING MATERIALS SHALL BE USED: 1) SEALTIGHT 588 BY W.R. MEADOWS, INC. (DISTRIBUTED BY NORCOE, INC. TEL: 206 -282- 9759). 2) MASTERFLOW 928 BY MASTER BUILDERS, INC. (DISTRIBUTED BY CHARLES R. WATTS CO. 206 -783- 8545). EPDXY: FOR DOWELING REBARS OR ANCHOR BOLTS: 1) HORIZONTAL APPLICATION: CONCRESIVE PASTE LPL BY MASTERS BUILDERS, INC. (DISTRIBUTED BY CHARLES R. WATTS CO. 206- 783 - 8400). 2) VERTICAL APPLICATION: CONCRESIVE LIQUID LPL BY MASTERS BUILDERS, INC. GROUNDING: REFER TO ELECTRICAL FOR GROUNDING DETAIL. PAINT: 1) REFER TO KENWORTH RENTON PLANT SPECIFICATIONS FOR PAINT AND PRIMER MATERIALS, AND SPECIFICATIONS. 2) REPAIR /TOUCH UP DAMAGED UNPAINTED AREA AFTER ERECTION. SPECIAL INSPECTIONS: PROVIDE SPECIAL INSPECTION PER U.B.C. SECTION 1701.5 FOR THE FOLLOWING ITEMS: 1 CONCRETE PLACEMENT 2 ANCHOR BOLTS 3 HIGH STRENGTH TOLTING 4 FIELD WELDING ME RECEIV CITY OF TU KWILA PERMIT CENTER EAST -WEST ENGINEERS, INC. RECEIVED Al.t5 1 I EXPIRES. FEB/12/1998 �sL KENWORTH TRUCK COMPANY 1601 N. 8TH STREET RENTON, WA 98055 TEL. #(206) 227 -5811 FAX (206) 227 -5804 KENWORTH OFF HIGHWAY RELOCATION PLANS AND GENERAL STRUCTURAL NOTES DWG. NO. 24 S9707D SHEET 1 OF 3 W10 (OR) W12 COL #5 TIE o f tr EL. 0' -6" (4) #3 EA WAY • 1 II (4) #5 EA WAY T.O. STEEL EL. 17 -0" T.O. PLINTH EL. 0' -6' T.O. SLAB EL. 0' -0 "( +) A D97-0253 SECTION SCALE: 3/4 " =1' -0 NOTE: SEE DETAIL "1" FOR PLINTH TIE DETAIL 8' -0" (TYP) �1 SECTION SCALE: 1/4 " =1' -0" (4) 5/8" 0 X1' -10" ALL THREADED ANCHOR BOLTS W/ (1) HEAVY HEX NUT TOP & BOT WELD BOT OF BOT NUT TO BOLT ALL AROUND #4 TIES GREASE SLAB SURFACE ALL AROUND (1) # © EA CORNER A TYP 3 SIDES TYP 5/16 NOTE: SEE DETAIL "A" FOR ADDITIONAL INFORMATION NOT SHOWN Allilk JINN' Mk 9707D Niiir SECTION SCALE: 3/4 " =1' -0" EL. 17' -0" 1" STIFF R N.S. & F.S. 1/4P' 2 -6 SECTION SCALE: 1"=1'--0" 3/4" CAP R C.P. TOP & BOT FLANGES R 3/8X4X1' -0" W/ (4) 7/8" 0 A325 BOLTS W18 BEAM 512+C10 RUN -WAY BEAM 1/2 "X6 "X0' -6" SHIM IC W /(4) 5/8" 0 A325 BOLTS & FLAT & BEVELED WASHERS ON 3 3/4" GA EA WAY (NOTE: RUN -WAY BEAM NEEDS TO BE CONTINUOUS. FULL PENETRATION WELD 0 SPLICE O.K. PROVIDE STOP ® ENDS) A SECTION SCALE: 3/4 " =1' -0" PROPRIETARY THIS DRAWING AND THE INFORMATION CONTAINED HEREIN IS PROPRIETARY TO PACCAR, INC. AND SHALL NOT BE REPRODUCED, COPIED CR DISCLOSED IN WHOLE OR IN PART, OR USED FOR MANUFACTURE OR FOR ANY OTHER PURPOSE WITHOUT THE ),KITTEN PERMISSION OF PACCAR, INC. NOTE: SEE DETAIL "A" FOR ADDITIONAL INFORMATION NOT SHOWN EL. 17' -0" TOLERANCES ±.X ±.XX ±.XXX ±Z SECTION SCALE: 1"=1'-0" CONVERT MANUALL DRAWINGS TO AUTOCAD DRAWINGS T.O. STEEL EL. 17' -0" T.O. PLINTH EL. 0' -6" T.O. SLAB EL. 0' -0 "( +) DRAWN BY: J. PERUCHINI CHECKED BY: M. CHERNG APPROVED BY: SCALE: AS NOTED UNSPEC'D TOL. C.P. TOP x. NOT FLANGES R 3/8 STIFF FE W/ (4) (4) 7/8" 6 A325 BOLTS M. CHERNG DATE: AUG /14/97 DATE: DATE: ID NO. ACT NO. AUG /14/B7 STIFF (C TO W18 FLANGES 7/4 �\ EL. 17' -0" W18 TYP W12 SECTION SCALE: 1 " =1' -0" 9707D SECTION SCALE: 1 " =1' -0" W10 BEAM ECEIVED aTV R of TuICwILA PERMIT CENTER 3/16 EAST -WEST ENGINEERS, INC. 7/8`' 2 5 ) BOLTS KENWORTH OFF HIGHWAY RELOCATION SECTIONS AND DETAILS SHEET STIFF P TO W18 WEB 1601 N. 8TH STREET RENTON, WA 98055 TEL. #(206) 227 -5811 FAX (206) 227 -5804 CIT. CIFHT!I:A. 2 1 2 OF 3 EXPIPFS' FEB/12/1998 I KENWORTH TRUCK COMPANY DWG. NO. 24 S9707E EL. 17' -0" 1/2" STIFF It (TYP) W10 COL EL. 17•-0" W18 1/4 V 6" MIN SECTION SCALE: 1"=1'-0" DETAIL SCALE: 1 " =1' -0" I 8 3/8" STIFF It W/ (2) 7/8 "0 A325 BOLTS 1/4 DETAIL 3 SCALE: 1 " =1' -0" I W10 BEAM ft 3(8" W /(5) 7/8' 0 A325 BOLTS 3 SIDES / 3 SIDES W18 W8 (TYP) W10 DE SC _E: 1"=1' —0" R1 /2 "X24 "X2' -0" 3/8" FULL HEIGHT STIFF R EA SIDE W/ 1/4" FILLET WELD 3 SIDES EA SIDE (TYP) 0 EL. 0' -6" ( ±) 16 "516" PLINTFI W/ (1) #5 @ EA CORNER EPDXY DOWEL 6" INTO EXISTING FOUNDATION. (SEE DETAIL 1 FOR ADDITIONAL DETAIL) SECTION SCALE: 1 " =1' -0" W8 BRAC WEB TO COL WE W8 TOP Sc BOT FLANGES W12 COL 3/4" BASE IC W /(4) 5/8" 0 ANCHOR. BOLTS ON 5" GA EA WAY. EPDXY DOWEL ANCHOR BOLTS 6" INTO EXISTING FOUNDATION (SEE DETAIL "6" FOR ADDITIONAL INFORMATION) NOTE: ROUGHEN EXISTING CONCRETE SURFACE & COAT W/ EPDXY PRIOR TO POURING PLINTH CONCRETE STIFF TO COL WEB (TYP W10 COL W8 BRACE 3 /i6 /4 1/2" STIFF R (TYP) DETAIL SCALE: 1 " =1' -0" A 1/4 1/4 PROPRIETARY THIS DRAWING AND THE INFORMATION CONTAINED HEREIN IS PROPRIETARY TO PACCAR, INC. AND SHALL NOT BE REPRODUCED, COPIED OR DISCLOSED IN WHOLE OR IN PART, OR USED FOR MANUFACTURE OR FOR ANY OTHER PURPOSE WITHOUT THE WRITTEN PERMISSION OF PACCAR NCI 1. 00 STIFF IF TO COL FLANGE W8 BRACE FLANGE TO STIFF R CONVERT MANUALL DRAWINGS TO AUTOCAD DRAWINGS TOLERANCES -.x ± .xx +_.XX fL 8" 8" SECTION SCALE: 1 " =1' -0" (PLINTH TIE DETAIL) (4) ( ) " /8O ANCHOR BOLTS 1/4 (1) #4 TIE ANCHOR BOLT (1) #5 ® EA CORNER DETAIL SCALE: 1 " =1' -0" DRAWN BY: J. PERUCHINI CHECKED BY: M. CHERNG APPROVED BY: SCALE: AS NOTED UNSPEC'D TOL. 2 1/2" M. CHERNG DATE: DATE: ID NO. TOP BOTH STIFF P'S 5/16 TYP BOTH STIFF ES 1/4 W10 COL ,- -BASE fE : (1) WiG COL: 3/4 "X9 "XO' -11" ACT NO. (2) W12 CUL: 3/4 "X1'- 1 "X1' -1" W18 BEAM W10 OR W12 COL AUG/14/97 DATE: AUG /14/97 1/2" STIFF IC EA SIDE TOP & BOT 1/4 2— DETAIL SCALE: 1"=1'-0" 1/2 "X10 "X0' -10" SHIM W8 BRACING 1/4 DETAIL SCALE: 1 " =1' -0" RECEIVED CITY OF TUKWILA PERMIT CENTER 5/16 W12 EAST -WEST ENGINEERS, INC. KENWORTH OFF HIGHWAY RELOCATION SECTIONS AND DETAILS R 3/8X4XO' -9" W/ (3) 7/8" 0 A325 BOLTS EL. 17' -0" EL. 15' -8 L TYP TOP & BOT FLANGES W/(4) 5/8 0 SHiM 25� BOLTS Sc FLAT & BEVELED WASHERS ON 3 3/4" CA EA WAY (NOTE: RUN — WAY BEAM NEEDS TO BE CONTINUOUS. FULL PENETRATION WELD SPLICE O.K. PROVIDE STOP 0 ENDS) S12 + C12 3/4" CAP III W12 COL BELOW NOT SHOWN 3/8 FULL HEIGHT STIFF E EA SIDE W/ 1/4" FILLET WELD 3 SIDES. EA SIDE (TYP) W18 BEAM 1/4 2 -4 RECEIVED o IE ( "! Vi 1601 N. 8TH STREET RENTON, WA 98055 TEL. #(206) 227 -5811 FAX (206) 227 -5804 SHEET D pF A, � o C,) EXPIRES FEB /12/1998 I KENWORTH TRUCK COMPANY DWG. NO. 24 S9707F 3 OF 3