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HomeMy WebLinkAboutPermit B94-0018 - SEARS - STORAGE RACKSl City of 7icttkwia (206) 431-3670 Community Development / Public Works • 6300 Southcenter Boulevard, Suite 100 • Tukwila, Washington 98188 RACK STORAGE PERMIT Permit No: B94 -0018 Type: B -RACK Category: Address: 400 SOUTHCENTER MALL Location: Parcel #: 537920 -0330 Zoning: Contractor License No.: Status: ISSUED Issued: 02/02/1994 Expires: 08/01/1994 Suite: TENANT SEARS 400 SOUTHCENTER MALL, TUKWILA, WA 98188 OWNER SEARS ROEBUCK AND CO. Phone: 708 286 -6336 3333 BEVERLY ROAD, D824C -BLDG A2, HOFFMAN ESTATES, IL 60179 CONTACT THOMAS E. CHAPEL Phone: 206 827 -0629 521 KIRKLAND WAY, KIRKLAND, WA 98033 *******,*********************************** * * * * * * * * * * * * * * * * * * * * * * * * * * ** * ** Permit Description: INSTALL RACK STORAGE. Rack Storage Dimensions - Linear Feet x Height 751 8.0 2154 10.0 .0 . 0 .0 . 0 UBC Edition: 199.1 Valuation: 100,578.00 Total Permit Fee: Totals 6,008 21,540 ******************************************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** • Permit Center ithorized Signature Date 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 provisions of any other state or local laws'regulating construction or the performance of work. I am, authorized to sign for and obtain this buijding permit. Signature: Print Name:_ Date: 474a4'' Title: R-401.719c.4— 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 TUKWIL( ( Department of Community Development - Perm'it Center 6300 Southcenter Boulevard - #100, Tukwila, WA 98188 (206) 431 -3670 Building Permit Application Tracking PLAN CHECK NUMBER PROJECT NAME SITE ADDRESS We_ & ` Ali: ' 'Y it SUITE NO. INSTRUCTIONS TO STAFF • Contacts with applicants or requests for information should be summarized in writing by staff so that the status of the project may be ascertained at any time. • Plan corrections shall be completed and approved prior to sending to the next department. • Any conditions or requirements for the permit shall be noted in the Sierra system or summarized concisely in the form of a formal letter or memo, which will be attached to the permit. • Please fill out your section of the tracking chart completely. Where information requested is not +.., applicable, so note by using "N /A ", date and initial. DEPARTMENTAL REVIEW "X" in box indicates which departments need to review the project. DEPARTMENT: PATE iN • DATE :APPROVED' , : .. . REQUIREMENTS ! COAAMENTS ; . . BUILDING - initial review i-1 -Gig �, / (ROUTED) (ROUTED) CONSULTANT: Date Sent - Date Approved - 2nd NOTIFICATION FIRE : 0 r ����t FIRE PROTECTION: (Sprinklers U Detectors N/A ' -'Z—, C/ INSPECTOR: 2-� FIRE DEPT. LETTER DATED: INIT: PLANNING . j' ZONING: BAR/LAND USE CONDITIONS? Yes u No REFERENCE FILE NOS.: INIT: MINIMUM SETBACKS: N- S- E- W- J PUBLIC WORKS _ /y N / / �B �,, UTILITY PERMITS REQUIRED? M�6 No PUBLIC WORKS LETTER DATED: INI : J OTHER INIT: BUILDING - final review i •Sj 4 TYPE OF CONSTRUCTION: RAccg~ CERT. OF OCCUPANCY? °Yes 0 No UBC EDITION (year): • INIT: BUILDING OFFICIAL l-2Y'cli ' i -3 14 it I,. INIT: , REVIEW COMPLETED AMOUNT OWING: n 4 vl.�� CONTACTED �� Om G� t - ■ DATE NOTIFIED _ BY: (init.) 2nd NOTIFICATION BY: (init.) 3RD NOTIFICATION BY: (init.) 01 msre3 CITY OF TUKWILA Department of Community Development - 6300 Southcenter Boulevard, Tukwila WA (206) 431 -3670 UILDIN PERMIT APPLICATION Building Division 98188 PLAN CHECK NUMBER 0 r DESCRIPTION BUILDING PERMIT FEE PLAN CHECK FEE BUILDING SURCHARGE AMOUNT RCPT # DATE OTHER: TOTAL - '1('), Clc SITE ADDRESS SUITE # 4D n - 1.t... VALUE OF CONSTRUCTION - $ *100, 578 PROJECT NAME/TENANT 515Pcgs REML SIB ASSESSOR ACCOUNT # 53192-0 --0330 TYPE OF ❑ New Building ❑ Addition ❑ Tenant Improvemen (commercial) Li Demolition (building) WORK: KRack Storage ❑ Reroof ❑ Remodel (residential) ❑ Other DESCRIBE WORK TO BE DONE: INSTALL R ' S'iC ,AC BUILDING USE (office, warehouse, etc.) L Izip619 -761 PHONE NATURE OF BUSINESS: ,AIL, r, requirements may need to be met. Please explain: WILL THERE BE A CHANGE IN USE? •KNo U Yes If Yes, new building SQUARE FOOTAGE - Building: 172, 57th. Tenant Space: 172 574. Area of Construction: WILL THERE BE STORAGE OR USE OF FLAMMABLE, COMBUSTIBLE ❑ No (R/-es IF YES, EXPLAIN: RETp1R- GOODS, SMWU. QJkMrL71E5 FIRE PROTECTION FEATURES: Celicrinklers (Automatic Fire Alarm OR HAZARDOUS MATERIALS IN THE BUILDING? or 01-1Ainfuto, GI.awWCn S stem PROPERTY OWNES RO co- BUILDING OWNER OR AUTHORIZED AGENT SIGNATURE I PHONE + ADDRESS EM,LitizoAD .: I L Izip619 -761 PHONE CONTRACTOR ADDRESS CITY/ZIP M�1"utr� .18033 PHONE 02'-7_66 2l q CONTACT PERSON MAI a- i _ILZIP WA. ST. CONTRACTOR'S LICENSE # EXP. DATE PHONE (2450,92..7 _0621 ZIP 9033 ARCHITECT 6REGotzil 1 Gu,e,ne1 �:� re Fs ADDRESS .�21 1 M^r�i tdi�"' i 1�- «f-i-w�. LAJA. I HEREBY.CERTIFY.THAT I HAV READ:AND EXAMINED:THIS:: :APPLICATION AND..KN.OWTNE SAME TO BE TRUE AND CORRECT, AN* AM 'AUTHORIZED` TO:.�; PLY:'FOR >THIS P. ERMIT: BUILDING OWNER OR AUTHORIZED AGENT SIGNATURE I 41701v DATE PRINT NAM /till. S f '' PHONE %" 25 ADDRESS 9)i , . __�,/�� -- "`���`77 CITY/ZIP M�1"utr� .18033 PHONE 02'-7_66 2l q CONTACT PERSON MAI a- i APPLICATION SUBMITTAL In order to ensure that your application is accepted for plan review, please make sure to fill out the application completely and follow the plan submittal checklist on the reverse side of this form. Handouts are available at the Building counter which provide more detailed information on application and plan submittal requirements. Application and plans must be complete in order to be accepted for plan review. VALUATION OF CONSTRUCTION Valuation for new construction and additions are calculated by the Department of Community Development prior to application submittal. Contact the Permit Coordinator at 431 -3670 prior to submitting application. In all cases, a valuation amount should be entered by the applicant. This figure will be reviewed and is subject to possible revision by the Building Division to comply with current fee schedules. 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. EXPIRATION OF PLAN REVIEW Applications for which no permit is issued within 180 days following the date of application shall expire by limitations. 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 304(d) of the Uniform Building Code (current edition). No application shall be extended more than once. If you have any questions about our process or plan submittal requirements, please contact the Department of Community Development Building Division at 431 -3670. DATE APPLICATION ACCEPTED DATE APPLICATION EXPIRES "Ri - ILL 10d22d3 SUBMITTAL CHECKLIST COMMERCIAL ---- - ---- -• - ---- -- ----- — -- NEW COMMERCIAL BUILDINGS /ADDITIONS II-1 completed building permit application (ono' structure).: Assessor. Account Number.. l.� Two sets (2) of the following: :Specifications COMMERCIAL TENANT :IMPROVEMENTS .:: '• Completed building permit application (one for oath structure or:. 7-- tenant) . Assessor Account Number Two (2) sots of constn1ctron plans which include Site plan • • .Location of tenant space • Existing and, proposed parking • Landscape lan (ifaplicabe, i e ;:changof .use e • 1 Overall building plan • Tenant.location • Use:of Adjacent (common wall) tenant •. Overall dimensions of building or square toota Floor plan of proposed tenant space Tenant space plan with use of each • room ;label) •.Exit doors egress patterns. • :.Now:walls, existing wall ;'and walla to be;demolishe � Structural calculations stamped bye Washington State licensed engineer... Sells report stamped by a Washington State licensed engineer r1Topographical survey • I J Energy calculations stamped by a, Washington State licensed engineer or. architect 1 legal description JWorking drawings, stampea by a Washington State licensed architect, which include: • Site plan • Architectural drawings • Structural drawings .. : • Mechanical drawings: Elevations • Civil drawings .` • Landscape plan Completed utility permit application Conshvr son details '. • Cross sections showing: wall; construction and method ;o attachment: for floor ;and ceiling Structural calculations stamped by a Washington State licensed engineer maybe required if structural 'Work is tube done (2 sets I I Six (6) sets of civil drawings NO7f:.: See utility permit application submittal requirements.`, • RACK STORRAGE. :, u] Completed building permit application rJAssessor Account Number Two (2) sets of plans, which :include [`i] Building floor plan showing: • Entire space where racks will be located ;. • Exit doors • Dimensions of all aisles I I Tenant lipace floor rilan showing rack storage layout, aisles and.'. NOTE: Include d!morrsions of racks (height, width and length); aisles ; and exit ways on plan. �• i Structural calculations stampo:i•by a Washington State licensed engineer (rack storage 8.• over). NOTE: If any 6111;6i:work Is to he done submit: separate utilty perm application and plans. REROOF '. Completed building: permit application Gone for each Assessor Account Number..': r1Narrative describing existing loo`, materiel beingaemoved, an material being installed. ': • N01'E: A certification letter is. required prior to final inspection and igri off of the permit ANTENNA'SA' "ELLITE .DISHES r -1 Completed building permit application; Assessor Account Number Two (2) sots of plans, which include: Li Site Plan (showing building and location of anti nna/satellite dish 0 Details antenna/satellite dish and method of attao hmont E] Structural calculations stamped by a Washington State license engineer may be required RESIDENTIAL —, ..y -_._. ..�..�.�..�....- - — RF::IDENTIAL REMODELS L] Completed building permit application rJ Assessor Account Number NEW SINGLE•FAMit.Y DWELLINGS1ADD1'fiONS J Completed building permit application (one ter each structure) 111 Legal description. Assessor Account Number r sets (2) of working drawings, which include • Situ plan --> (Orr plan show closusi hydrant location • Foundation plan Include access to building, stowing • Flour plan widtli and lringai of access.) • • ;Root plan;:. •• : Building elevations (all views) • Building cross - section • Structural framing .plans Washington State EnergyCode data 1 1 Completed utility permit. application l j Six (6) sets of site plans showing utilities NOTE: Building site plan and utility site plan maybe combined ,See utility permit application and checklist 'for specific submittal requirements. : one for each :structure r 1 rwo'(2) sots of working d snvingc, which :include :Silo :plan •::Foundation plan. r: Floor plan Roof plan Building elevations (all views Building :cross - section Structural framing plans: :::NOTE:. /1 410 utility; work Is to by done provide utlhty . it application •and plans •must be submitted REROOFS Additional topographical and soils infounalion.may be required if unique' site conditions Completod building permit application (one for each, Assessor Account Number Narrative describing, existing, roof, material being removed,, en material being Installed NOTE A csrtlfic3Non letter is •required peer to final Inspection arnd sign -: `. off of. the permit • k******************* k**** k******* k*** * * *•k *•A * * **h * * * * *•k ** * *A *k• * ** CITY OF:TUKWILA, WA TRANSMIT * * * * * * *1c * *•k * * * ***** ** h *fie A• *•k A• * *** **** * **A* * **k* *fit/ *j */fps * * /•A* *k *•kk *k *J *j TRANSMIT Number: 94000127 Amount: 9.00 02 0?e1MQ:30 Permit No: 094-0018 Type: B -RACK RACI( STORAGE PERMIT Parcel No: 537920 -0330 Site Address: 400 SOUTHCENTIIU MALL Payment .Method: CHECK Notation: GREGORY & CHAPEL Init: DLM ********** k** k* k** k******* * * **k* ***k *** * **•k * *•k * * * ***. * *** * *•A *•k** Account Cade Description 000/322.100 BUILDING ., NONIU S Total (This Payment): Total Fees: Total Al) Payments: ' Balance: 279.98. 279.98 .00.; Paid 9.00 9.00 GENERA TOTAL CHECK CHANGE 8733A000 9.00 9.00 9.00 0.00 15 :58 **k *********,t******* ****k *** *****•** ***k********k*** *.*k* ***k*•k*•k CITY OF TUKWILA,'WA TRANSMIT * ****kk*•kk ***** A* **k** ******** h* •** ******•h• *•kk************ **# **kk* TRANSMIT. Number: 94000061 Amount: 270.98 01/14/94 14:12 Permit Na: 094 - 0018. Type: 0- RACK RACK, STORAGE PERMIT Parcel Nu: 537920- •0330 01./18/94 Site Address: 400 S0U1HCENTER MALL Payment Methodt CHECK Notation: .0RE00RY & CHAPEL I:rtit: SLR * * * ** * ** * k***•k ** k * * * * * ** *k*• ** ** ** A k k ** * * *•k * * * ** k *•k * * ** A• ** *k. * *•k ** Account Code Description 000/322.100 BUILDING NONRES 000/386.904 STATE BUILDING SURCHARGE Total (This Payment): Totel Fees: Total All Payments: Balance:' 270..98 270.98 N00 Paid 266.48 4.50 270.98 GENERA 266.48 GENERA. 4.50 TOTAL 270.98 CHECK 270.98 CHANGE 0.00. 8129A000 16 :31 INSPECTION RECORD 0 Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 otoISi- PERMIT N0. 431.3670 Project; _ Type 01 Inspection; ►'"� N An...- Address: z-r CO C kNi Date Called: Special Instructions; Date Wanted: 1_1 G/- �f r ` am. c Requester: Phone No.: LApproved per applicable codes. COMMENTS: ❑ Corrections required prior to approval. ❑ $30.00 REINSPECTION FEE REQUIRED: Prior to reinspection, foe must be paid at 6300 Southcenter. Blvd., Suite 100. Call to schedule reinspection. A.44..e.."11e* * &taKlit9,t14!.4 lrr. 1Lt:.h�Ih4LY •�!:�:,� e'.�._�r�.. x,.. ..�,.= .,.---.tu r..M�...1L - - � INSPECTION RECORD L Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 N F1A 2$ Type of Inspect onn t Ctc_ A nlliL- Address: 5 C Date Called: 4- ( .: ► : nstnxt . . Date "ant = .: a.m. p.m. Requester. Phone No.: Approved per applicable codes. COMMENTS: t isisrm,LATIt,t.4s A,.PP p (7-715`l. (-1 J r t. .Corrections required prior to approval. aspect or: O $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee mus be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. INSPECTION SPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 (206) 431 -3670 • , ... Address: c) ,iJ?1 Date Called: Special nions: V n ‘- ((--- _g 60V/ 1'1— 10 z'^i° -FI oov - Pa.,v� -ham, �. Date Wanted: 2 �, f q� am. p.m. ter: 12_04/.., , I�,e�:: 24-5 4- -44105 (Approved per applicable codes. ❑ Corrections required prior to approval. COMMENTS' 3 Accnyl rinsPect ❑ $30.00 REINSPECTIQN FEE REQUIRED. Prior to reinspection, tee must be paid at 6300 Southcenter Blvd., Suite 100. Call to schedule reinspection. C !INSPECTION RECORD Retain a copy with permit CITY OF TUKWILA BUILDING DIVISION 6300 Southcenter Blvd., #100, Tukwila, WA 98188 6 --6015 . 'r ►-A— % Lit A • .. t Ct). ype .. - - . �.:,: �,►� '. V MI �P •i ! 11 r. . c ri. st . 34. . z Date "ant :.: —n �.m. nester 0 Approved per applicable codes. Corrections required prior to approval. Inspector: O $30.00 REINSPECTION FEE REQUIRED. Prior to reinspection, fee must be paid at 6300 Soythcenter Blvd., Suite 100. Call to schedule reinspection. • ''''4",-.`•:,..'ii,:1,Z7,5q,,,,r00,1,'"MlIt'A,;9t:tt\lritIr41;44?0—"'''''''':"tlikA;;Tt4Piirl:;/#4,'PrPt4V4.4e,,,^V4R,Y14.1074,44MreV:104:i.';`t.'„Avf-t-t,50ilks4",1",'''In-11.1.i.t/#:INI-5q,,,,rt1-!,",. • r t City of Tukwila Fire Department 41.14 John W. Rants, Mayor Thomas P. Keefe, Fire Chief TUKWILA FIRE DEPARTMENT FINAL APPROVAL FORM Permit No.i?V--)6)/6? Project Name ta-icYR Address /2o 5;/c - /41 1 / Retain current inspection schedule Needs shift inspection Rj4C Suite #' ,,,\4k1 Approved without correction notice Approved with correction notice issued Sprinklers: Fire Alarm: Hood & Duct: Halon: Monitor: Pre-Fire: Permits: Authorized Signature 2-- FINALAPP.FRM. T.F.D. Form F.P. 85 Headquarters Station: 444 Andover Park East • Tukwila, Washington 98188 • Phone: (206) 575-4404 • Fax • (206) 5754439 ( 4 CITY OF TUKWILA Address: 400 SOUTHCENTER MALL Suite: Tenant: SEARS Type: B-RACK Parcel #: 537920-0330 Permit No: B94-0018 Status: Applied: Issued: ISSUED 01/14/1994 02/02/1994 ************************************************************************** Permit Conditions: 1. No changes will be unless approved by the Architect and the i rig 2. All permits? inspection records, and approv.e'd4):011s shall be ma intained avall01-e at the job site' prior," to th,tart of . any construction'. These .:.,t,d4uMetIt.s.- are, to be.mainaijid available utj,k1 final InsPection approval .,.;,Vsi44reAteth;&A.`k 3. All constru�tion to be done In conformance tfrca:p p ro plans anA;;rs4 citti e7elnei s,of'ihe 1 f orm Bu t 14,14p 0 eV Editi by the Ws'a•Ahitplon State Bu.,i na 4t2d 4. Val idi9:e'lof Periitit.,Y' The ,iSsui3nce 'i:/f7,a permit dr, SAAval p 1 ansifi41)e,i/ cat,tohs an,4•'61,03utat1i:CriS •shall notsvpes cdp, stru o 41:1a a p ef. m t 'for, o rvtan.ma'6 prove 1 of , any ,xtt otsi4:Vo n of aikiy, fect.t$0 piovIs1on (S of thili—co..q, or of any other 1.'0019 ord irpihcp of') he s'd ot.i.orli No ..ger mit presuming a' a u tfidr cer ,the .•p.rt,oVI,is-iphs of this cotre. s be valid. • 1, 7. 0 4- ...:: ..-.. ' `-.., ,...,:' % r ,,,, ,::.• j,.•1 , ' ,i....7,1 .,') ,•'`I gt.', •:,• d. , 'W... •.•'''' .i,!. ;:ii:.•:7,1 t.,,, ,...,.. 15,..,,,,,..!,,,■,!..-a• d.. .'i ... 7. 0•:,;.. ,„•■1' '6 CITY OF TUKWILA 6300 SOUTHCENTER BOULEVARD TUKWILA, WA 98188 * * REVISION SUBMITTAL DATE `4- PROJECT NAME RECEIVED CITY OF TUKWILA JAN 1 9 1994 PERMIT OENTER ADDRESS- iri+c e1Tr i2.. 1441.1.— _._ CONTACTPERSON iT G i ARCHITECT OR ENGINEER PHONE PLAN CHECK/PERMIT NUMBER B 4- / SHEET NUMBER(S) Reviser) ' Sl y E Do %s(Om S 4 "Cloud" or highlight all areas of revisions and date revisions. SUBMITTED TO: 1)41241-AL rLtott.i. r • CITY OF TUKWILA RACK STORAGE DIMENSIONS LINEAR FEET X HEIGHT = TOTAL -IS I x = iF -4` 2, Is4- x Vg+- • X X X X MIMEO GRAND TOTAL = 27 54E) LP- CITY OF TUKWILA APPROVED JAN 2 8 1994 Ho NW tU, RECEIVED ---- ---- -- CITY. OF TUKWILA BUILDING DIVISION JAN 1 9 1994 PERMIT WINTER PARTIAL PLAN FIRST FLOOR CITY OF TUKWILA RACK STORAGE DIMENSIONS LINEAR FEET X HEIGHT = TOTAL 75 x 8 _ /,00e) LP' 2,04- x 1,0 � = 2 LF X X X X GRAND TOTAL INIMONO OMEN RECEIVID CITY OF TUKWILA JAN 1 4 1994 PERMTT CENTER City of Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Fire Department Review Control #B94 -0018 (512) Re: Sears - 400 Southcenter Mall Dear Sir: John W. Rants, Mayor January 25, 1994 The attached set of building plans have been reviewed by The Fire Prevention Bureau and are acceptable with the following concerns: 1 Maintain fire extinguisher coverage throughout. Extinguishers shall be installed on the hangers or in the brackets supplied, mounted in cabinets, or set on shelves (NFPA 10, 1-6.9), and shall be installed so that the top of the extinguisher is not more than 5 feet above the floor. (NFPA 10, 1 -6.9) Extinguishers shall be located so as to be in plain view (if at all possible), or if not in plain view, they shall be identified with a sign stating, "Fire Extinguisher ", with an arrow pointing to the unit. (NFPA 10, 1 -6.3) (UFC 10.505A) 2. Aisles leading to required exits shall be provided from all portions of buildings. The width and spacing of aisles shall be maintained at all times. (UFC 12.104(b)) When two or more exits from a story are required, exit signs shall be installed at the required exits and where otherwise necessary to clearly indicate the direction of egress. (UBC 3314(A)) The color and design of lettering, arrows and other symbols on exit signs shall be in high contrast with their background. Words on the sign shall be block letters 6 inches in height with a stroke of not less than 3/4 inch. (UBC 3314(b)) City , y a Tukwila FIRE DEPARTMENT 444 Andover Park East Tukwila, Washington 98188 -7661 (206) 575 -4404 Page number 2 John W. Rants, Mayor 3. Smoking is not allowed in designated "NO SMOKING" areas. Please assure that the area is posted and implement a company policy for enforcement of this requirement. (UFC 11.502(a)) 4. Storage may not be closer than 36 inches in all directions to ceiling -hung "Space or Unit" heaters. (UFC 11.404) Storage may not be closer than 18 inches below sprinkler heads. (NFPA 13, 4 -2.5 and NFPA 231.5 -1) The critical storage height for high -piled combustible stock in closely packed piles is 15 feet. (UFC 9.110). Storage above 15 feet would necessitate increasing the sprinkler density to extra hazard (UFC 81.105), and adding smoke removal capabilities. (UFC ' 81.107) To use any building or portion thereof exceeding 2,500 square feet for the storage of high -piled combustible stock. A floor plan showing the dimensions and location of the stockpiles and aisles shall be submitted with applications for such permits. (UFC 4.108(h3)) In double row racks with heights of storage up to and including 25', an average nominal 6" transverse flue space between loads or at rack uprights shall be maintained. (NFPA 231C 4 -3.1) Maintain minimum 6" longitudinal flue space between back to back racks. 5. This review limited to speculative tenant space only - special fire permits may be necessary depending on detailed description of intended use. Any overlooked hazardous condition and /or violation of the adopted Fire or Building Codes does not 'imply approval of such condition or violation. 5-,, ( CITY OF TUKWILA Id: ACTP125 Keyword: UACT User: 1677 01/20/94 Activity Table Processing RACK STORAGE PERMIT Permit No: B94 -0018 Tenant: SEARS Status: PENDING Address: 400 SOUTHCENTER MALL Type: B -RACK Vers: 9101 Screen: 01 Base Information Parcel No: 537920 -0330 Owner: SEARS ROEBUCK AND CO. Validated By: SLB Plan Ck Approved: / / Applied: 1/14/1994 Status: PENDING Issued: / / Completed: / / Act /Inactive: A Final Notice: / / To Expire: / / Nature of Wk: INSTALL RACK STORAGE Location: Zoning: Valuation: 100,578.00 UBC Edition: 1991 Rack Storage Dimensions - Linear Feet x Height = Totals 751 8.0 6,008 10.0 21,540 2154 .0 .0 .0 .0 F7= Update, F2= Previous Line, F1= Screen Index, ESC = Cancel Update CITY OF TUKWILA Id: ROUT130 Keyword: UACT User: 1677 01/20/94 Activity document routing maintenance. RACK STORAGE PERMIT Permit No: B94 -0018 Tenant: SEARS Status: PENDING Address: 400 SOUTHCENTER MALL Route: 1 Current Route Line: 3 of 6 Packet Units Description Station Status Received Assigned Complete aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa Packet Units Action Station Initials Status Received Assigned Completed RACK 01 01 C BLDG KEN Approved 01/14/94 01/20/94 01/20/94 Priority (0 /low..9 /high): 0 Regular hours (HH.MM): .00 Overtime Hours(HH.MM): Comments 1[RACK STORAGE EXITS O.K. ] 2[ ] 3[FIRE PLEASE REVIEW AND COMMENT. ] 4[ ] 5[ BY KEN ] 6[ ] 7[ ] 8[ ] 9[ ] 10[ ] aaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaaa F1 =Help, ESC =Exit current screen. SEARS TU KWI LA, WASHINGTON CITY OFETUKKWILA JAN 1 4 1994 PERMIT CENTER 1L CpPY .. 104 L-V. S SHELF SPACE SYSTEM BY MERCHANDISING EQUIPMENT GROUP EXPIRES 6/12/ I v DESIGN STRUCTURAL CALCULATIONS HNTB CORPORATION 17 DECEMBER 1993 HNTB HOWARD NEEDLEEB TAMMEN G. BEROENDOFF by - Date It- /q//5 / ,,,93 Job Number (1614 - o3Co -- oo( Checked by Date iall1 in v Sheet Number Calculations For BackchecWyliA. Date I ASSUMPTIONS, FORMULAS AND BIBLIOGRAPHY MERCHANDISING EQUIPMENT GROUP SHELF SPACE SYSTEM SEISMIC DESIGN American National Standard Institute (ANSI): A58.1 -1982 'Minimum Design Loads for Buildings and other Structures' Seismic Zone Seismic Zone Coefficient, Z Building Category Occupancy importance Factor, I Lateral Force, F(p) (Eq. 15) Shelf Weight ( 3/4 inch plywood ) Shelf -rated Capacity Rack -rated Capacity Number of shelves Shelf spacing Maximum Reaction Minimum Reaction Stability Factor from Fig.13 see Table 22 see Table 1 see Table 23 « Z' I' C(p)' W(p) Width•Depth•2.25 psf « 500 lbs maximum 2000 lbs maximum « 4 (1n top position ) H/5 (approx.) « W@)14 + 12•M/D /3 « W(p)/8 - 12•M/D/3 W(p) • (D /2)I( 12•M ) DESIGN OF POSTS American Institute of Steel Construction (AiSC): 'Manual of Steel Construction' (1980) Governing radius of gyration Allowable Compressive Stress, Fa r(min) see Eq. 1.5 -1 and 1.5 -2 DESIGN OF DIAGONALS Length of Diagonal, 0 - Sort( B•2 • C•2 ) Max. force in diagonal « .75 • F(p)• D/C Net area of diagonal brace Includes allowance for 3/16' dla. hole, Minimum bolt diameter based on max. bearing stress of 1.35' F(y). page 1 ME111 -016E1REV) HNTB TAMMEN & BEROENDOFF Made by �• Date a/17//5 Date !1) q3 Job Number � t 0 t4 - os 6.00 Checked by HOWARD NEEDLES "Sheet' Numb -r, 2 Calculations For ��� Backchecked by� 11,1 Date /z %.itv_ • • • SEISMIC DESIGN • • • ACCORDING TO ANSI A58.1 -1982 • MERCHANDISING EQUIPMENT GROUP SHELF SPACE SYSTEM SEARS TUKWILA, WA. SECTION PROPERTIES t - 0.0635 In a (x) - 1.0491 In L -.... 0.7500 In . _... e (y) - 0.0000 In _. r(x) - 0.5318 In I (x) - " 0.0381 In "4 r(y) ■ 0.2763 In I (y) - 0.0103 In "4 S1(x) • S2(x) - 0.0363 In "3 0.0846 In "3 S (y) - 0.0274 in "3 NO. L(x) .. L(y) A x • S(x) I (x) A•k 42 I (y) 1 1.5000 " _ 0.7500 1.1250 0.7500 _ 0.8438 0.211 0.101 0.040 _.•..2 1,4365 0.6230 - 0.8949 0.7183 - 0.6426 -0.154 . -0.098 -0.018 3 0.7500 - 0.1270 -0.0953 0.6250 - 0.0595 -0.004 -0.017 -0.011 14111. IMiMEV) -� • 0.1348 •- 0.1414 0.053 -0.014 0.010 z U I ( C� W NEEDLES TAMMEN & BERGENDOFF 0 J(C84- o36 -oo 3 W U) 1 1 I I I I I I I I 1 1 I I i 1 1 1 1 O 0) CO N t0 to d N O CA co n t0 N a' M N N N V"' W >- F- 1 O to N N l0 N O ....,, .. IHINITB. HOWARD NEEDLES TAMMEN & BEROENDOFF Made by clkd. • Date tL 17 .3 Job Number 11414 - 4336- 00i Checked by Date 12.117161, Sheet Number Calculations For Hirer. Backchecked by,/,o Date illy/13 SHELF SPACE SYSTEM SEISMIC DESIGN ACCORDING TO ANSI A58.1 -1982 MERCHANDISING EQUIPMENT GROUP SEARS TUKWILA, WA. TYPE 1 DESIGN FOR SEISMIC LOADING SEISMIC ZONE : 4 HEIGHT OF RACK ( feet ) DEPTH OF RACK ( Inch ) WIDTH OF RACK ( Inch ) Z- H- D W- 1.000 10.00 18.00 96.00 BUILDING CATEGORY I IMPORTANCE FACTOR 1.000 Assembly No. U18120FS SHELF WEIGHT H H(x) C(p) V V(x) M M(x) NO. (lbs) (feet) (feet) ( -) (Ibs) (lbs) (# -tt) (# -ft) 4 637.0 2.000 9.000 0.30 191.10 0.00 382 0 3 637.0 2.000 7.000 0.30 191.10 191.10 764 382 2 637.0 2.000 5.000 0.24 152.88 382.20 1,070 1,147 1 637.0 3.000 3.000 0.24 152.88 535.08 2,064 2,217 0.000 687.96 4,281 MEtn.O'suREV) 2548.0 • :. • MAX. REACTION - 1588.3 lbs • MIN. REACTION - - 632.8' lbs ( uplift ) STABILITY FACTOR - 0.446 < 1.500 - -> anchors reqd =2f DDCAPACI•Y 220 ��7M!0:•)... ... ..v........ n. .. r.... ...... .'f:� •Mnv,v n...nv n.�n!". •.:. ...i DESIGN OF CONNECTION ANGLES V(u) . 172 lbs e(v)- 1140 lbs e(i) - phi - f(y) - 36 ksi t(min) - 1.375 Inch 0.938 Inch 0.9 -- 0.278 inch - -> use 21/2 x 2 1/2 x 5116" x 0' -2 1/2" angle for anchorage at each post location (minimum). L(v) - L(h) - b- 9- 2.5 Inch 2.5 Inch 2.5 inch 1.375 Inch POST CONNECTION FORCE : 632.8 lbs ( min) MINIMUM DIAMETER : 0.185 In Provide (1) - 1/4" dla. bolt to fasten post to connection angle. page 1 IHINITB HOW.ARO NEEDLES TAMMEN & BERGENCICIFF Made by A es. Date 12-1 ti / 93 Job Number Checked by hst Date I 12t 411 (13 Sheet Number .5" Calculations For 1--IeG- Backchecked bygot4. Date ft./4413 SHELF SPACE SYSTEM MERCHANDISING EQUIPMENT GROUP SEARS TYPE 1 DESIGN OF ANCHORAGE TUKWILA, WA. Provide (1) - HILTI Kwik Bolt ( or approved equal ) as follows: ANCHOR SIZE : 1/4' EMBEDMENT : 2 1/2' • _ CONCRETE STRENGTH : 2000 ALLOWABLE TENSION : 700 > ALLOWABLE SHEAR : 410 > DIAMETER minimum psi ( min ) 632.8 lbs 114.7 lbs DESIGN OF POSTS FOR MAXIMUM AXIAL LOAD k L • Part number UC120 (16 ga) 0.80 -- .3.167 ft Fy(COL) E 40 ksi 29000 ksi - AREA • -:.-0:1348 In*2 CC ■■ • -1 1 4.6.28 . • kir 1114104f nEvi • i . • .. 1. . . . i(mln) .. 0.2763 Inch . •, .. ......... kL/r .2 . 110.018 -- DEPTH ... ' 1.5000 • Inch .-* • • kl../r/Cc .. 0.920 -- ...._ . .... . . .._ . .. . .. . • . - • • .- WIDTH .. - .0.7500 Inch Cl .. 149331 -- -- THICK - 0.0635 inch ' Fa- 12.059 ksi — CAPACITY 1626 lbs > 1588.3 lbs o.k. . • , NOTE Maximum spacing between lateral supports equals 38 Inches. DESIGN OF BASEPLATES • N B.. tp 1.750 Inch 1.000 Inch 0,097 Inch Fy (BP) 36 ksi P(max) 1588.3 lbs Al 1.134 in"2 alpha 0.434 -- Minimum thickness of base plate : f'c m - n 80 12 ga AREA PROVIDED 6.250 In*2 P/A (max) 0.254 ksl < 1.400 ksl o.k. page 2 2000 psi 0.219 -- 0.144 -- 0.306 -- HNTE3 TAMMEN 6 BEROENOOFF made by cge_. Date mir-703 Date min 113 Job Number 110&4- Checked by tpg., HOWARD NEEDLES Sheet Number • • . C Calculations For 1-1a. Backchecked by rhyyvt. Date ta.../4, 47 • • SHELF SPACE SYSTEM MERCHANDISING EQUIPMENT GROUP SEARS TYPE 1 ISMIC.MOT ON:.rARLLCL '.TO:WIDTHCF DESIGN OF DIAGONALS TUKWILA, WA. B . 48.000 In C 48.000 In n 1.843 -- MAX. FORCE 729.692 lbs per section NET AREA - 0.042 InA2 • • F(y)u' 40 ksi CAPACITY • 1344.6 lbs > 729.7 o.k. -> Use 3/4" wide, 14 ga brace Install X-bracing every section comprising (2) units. • MINIMUM DIAMETER - 0.160 in Provide #7 sheet metal screws. (4) required per "X"-brace. ( One required at each end of "X' -brace ) • • - - ; .--POST DESIGN FOR AXIAL COMPRESSION AND BENDING • 114.66 lbs • — . . . . . . k . 1.00 -- F(y) .0 - 40 kit • -- • • , • . . .. . . M .8 229.32 lbs-In E .. 29000 ksi ti(b) - 6.310 ksi P(max). 1588.25 lbs 12(b) -. 2.712 ksi f(a) - 11.781 ksi .... . .... . . . 4.4Eiii.c.antREv) • • AREA S1(x) S2(x) r(x) DEPTH WIDTH THICK 0.1348 In^2 0.0363 In^3 0.0846 In^3 0.5318 Inch 1.5000 Inch 0.7500 Inch 0.0635 Inch Cc 119.628 -- 14J1 3.761 -- ki../r/Cc 0.031 -- Cl 149331 -- Fa I. 23.820 ksi Fb 24.000 ksl Fe 10558.72 ksi Unity check: UC1 - -0.271 < 1.333 o.k. UC2 0.591 < 1.333 o.k. (tension side) (compres. side) ... . ••'•• • •-•: • • • • •• ,•• • • SEISMIC MOTION PARALLEI. TO DEPTH OF RACK . " POST DESIGN FOR AXIAL COMPRESSION AND BENDING k 0.50 -- SPREADER 5.188 Inch page 3 J t`. HNTB HOWARD NEEDLES TAMMEN & BERGENDOFF Made by ciit, . Date viii /13 Job Number 116,14,- 036 - Oo Checked by Date G �r .� ,,1,! ,7 Sheet Number 7 Calculations For Me 0- Backchecked by 6_ Date 1,,..(.24/s. SHELF SPACE SYSTEM MEe1•.:' iIHEV) MERCHANDISING EQUIPMENT GROUP SEARS Height of spreader No.1 Height of spreader No.2 Clear height between TYPE 1 • H(2) - L(x) - 0.500 ft 4.000 ft 36.813 in TUKWII.A, WA. V - 89.180 lbs M - 1641.469. lbs-In 11(b) - 45.165 ksi 12(b) - 19.412 ksl P(max) - 1132.518 lbs f(a) - 8.401 ksi Unity check H(z) - 2.034 M(o) - 3663.081 • - .• • kUr- 34.610 kUr /Cc - 0.289 Fa - 21.627 Fe'- 124.664 UC1 - 1.327 < 1.333 o.k. UC2 - . 1.126 < 1.333 o.k. Height of spreader No.2 Height of spreader No.3 • Clear height between H(2) - H(3) - L(x) - ft lbs-ft ksi ksi (tension side) (compres side) 4.000 ft 7.000 tt 30.813 In '• V - 31.850 lbs .- H(z) - 5.284 ft • •- -- • • M - 490.6890 lbs-in . . M(o) - 1128.518 lbs-ft _ . 11(b) - . 13.501 ksi kL/r - 28.969 -- 12(b) - 5.803 ksl kUr /Cc - 0.242 -- P(max) - 356.949 ibs Fa - 22.115 ksi _.... __... _.._ _.f(a) -. _.2648 ksl - Fe'- 177.942 ksi Unity check UC1 - 0.366 < 1.333 o.k. UC2 - 0.328 < 1.333 o.k. Height of spreader No.3 Height of spreader No.4 Clear height between (tension side) (compres side) 7.000 ft 10.000 ft 30.813 in V - 15.925 lbs M - 245.3445 lbs-In f 1(b) - 6.751 ksi 12(b) - 2.901 ksi P(max) - 128.930 lbs f(a) - 0.956 ksl Unity check UC1 - UC2 - H(z) - M(o) - kUr - kUrlCc - Fa - Fe'- 0.197 < 1.333 o.k. 0.147 < 1.333 o.k. page 4 8.284 341.309 28.969 0.242 22.115 177.942 ft lbs-ft ksi ksi (tension side) (compres side) HOWARD NEEDLES TAMMEN & BERGENDOFF Ikc0- 036,- oot 8 10 N N N U r- 1- 0 01 00 N (f) •tt N 0 01 00 N. tf) ri) N 0 N N tO N HNT B. HOWARD NEEDLES TAMMEN & BERGIEND0FF Made by d A cgt..... Date Mf17/13 Date ..,1,,162 "4 14 'I Job Number liae(- 036 - 001 Checked by 1134.. Sheet Number 41 Calculations For eleS Backchecked by Date / i (nu to _ SEISMIC DESIGN ACCORDING TO ANSI A58.1-1982 MERCHANDISING EQUIPMENT GROUP SHELF SPACE SYSTEM SEARS TUKWILA, WA. -. • - • • • •••-■ • • . , • • . • • TYPE 2 DESIGN FOR SEISMIC LOADING SEISMIC ZONE : 4 HEIGHT OF RACK ( feet ) • DEPTH OF RACK ( Inch ) . • WIDTH OF RACK ( Inch ) Z H W 1.000 10.00 36.00 96.00 BUILDING CATEGORY I IMPORTANCE FACTOR 1.000 Assembly No. U36120FS • SHELF • WEIGHT H H(x) C(p) V V(x) M M(x) NO. (Ibs) (feet) (feet) (-) (Ibs) (lbs) (#-ft) (#-ft) 4 1164.0 2.000 9.000 0.30 349.20 0.00 698 0 3 1164.0 2.000 7.000 0.30 349.20 349.20 1,397 698 2 1164.0 2.000 5.000 0.24 279.36 698.40 1,956 2,095 1 1164.0 3.000 3.000 0.24 279.36 977.76 3,771 4,051 0.000 1257.12 7,822 ... . . MAX. REACTION .. 1451.1 lbs . i - • • : . . . • • • - MIN. REACTION si- -578.1 lbs ( uplift ) .... , . ... STABILITY FACTOR- 0.893 < 1.500 --> anchors reqd .z.s.:.4...i. ,,,,,,,, -:. I.,,,,...,:-...,...... D. O`ApACnif,:,..'y':%,":",:* - ' .1 i lieu'. -::::•:,,,;,:•.p::;"::ni.:::.!: :t...,. . : ...... .::.::: .. :... ... ::,.. DESIGN OF CONNECTION ANGLES V(u) 314 lbs e(v) - N(u) 780 lbs e(I) phi f(y) 36 ksi l(mln) 1.375 Inch 0.938 inch 0.9 -- 0.230 Inch --> use 2 1/2 x 2 1/2 x 5 ga x 0'-2 1/2' angle for anchorage at each post location (minimum). L(v) L(h) b g 2.5 Inch 2.5 Inch 2.5 Inch 1.375 Inch POST CONNECTION FORCE : 578.1 lbs ( min ) MINIMUM DIAMETER: 0.169 In Provide (1) - 1/4' dia. bolt to fasten post to connection angle. page 1 ME111.7, %REV) ?''''tr..•••”:"I'•'0.i.,!.._',...-?:•••■7'.'r:',';'..!,:Zi':.i,):';'...7.,S,•717•,■.!!!'r,r•.,.-2`,.'''..1,,,;"•, • • -.. , •" •' .' :• ! ','.'"":"... 1.1,, ..L ' , .. • ' • . . ... ... ' . ' • '•• .‘• .. ■ ,... • . • ' . .• . HNTB HOWARD NEEDLES TAMMEN & BEROENOOFF Made by Date �� t�g3 Job Number 11644- 0Y6-001 Checked by Oate12.111 l 43 Sheet Number to Calculations For NteG Backchecked by Date 1,161.3 • SHELF SPACE SYSTEM MERCHANDISING EQUIPMENT GROUP SEARS TYPE 2 DESIGN OF ANCHORAGE " TUKWILA, WA. Provide (1) - HILTI Kwik Bolt (or approved equal) as follows: ANCHOR SIZE: 1/4" . EMBEDMENT : 2 1/2" CONCRETE STRENGTH : 2000 -• ALLOWABLE TENSION : 700 > ALLOWABLE SHEAR : 410 > DIAMETER minimum psi ( min ) 578.1 lbs 209.5 lbs DESIGN OF POSTS FOR MAXIMUM AXIAL LOAD : L• ..AREA - -. 0.1348 In "2 i(min) - • 0.2763 Inch .. DEPTH - . • 1.5000 Inch • • WIDTH - 0.7500 inch THICK - 0.0635 Inch Part number 0.80 -- 3.333 ft UC120 (16 ga) Fy(COL) - E - 40 ksi 29000 ksi - -- �_. - -Cc • - 119.628 -- kL/r - 115,809 -- kUr /Cc - 0.968 -- Cl • 149331 -- Fa - 11.093 ksi CAPACITY . 1495 lbs . > .. 1451.1 lbs o.k. _ .. NOTE Maximum spacing between lateral supports equals 40 inches. DESIGN OF BASEPLATES N- B- tp - UEItt.gl 1f1EV) ,�'`.' .. .... 1.750 Inch 1.000 Inch 0.093 Inch Fy (BP) - P(max) Al - alpha • 36 ksi 1451.1 lbs 1.037 In "2 0.434 -- Minimum thickness of base plate : AREA PROVIDED - P/A (max) • f'c - m- n - n'- 12 ga 6.250 In "2 0.232 ksi < 1.400 ksi o.k. page 2 2000 psi 0.219 -- 0.144 -- 0.306 -- HNTB HOWARD NEEDLES TAMMEN & BEROENCOFF Made by Date\LII/ M Job Number ,tG t4 c3�- ��� Checked by �8- Date ,� (1 43 r Sheet Number 1 it Calculations For Nth Backchecked by rte` Date �. (q J SHELF SPACE SYSTEM MERCHANDISING EQUIPMENT GROUP SEARS TYPE 2 a., lSMIC. MOTION. PARALtJ I TO WIDTH; DESIGN OF DIAGONALS TUKWILA, WA. B - 48.000 In C - 48.000 In D - - 67.882 in n - . 1.008 -- MAX. FORCE - 1333.377 lbs per:section NET AREA - 0.042 in "2 F(y) - 40 ksi CAPACITY - 1344.6 lbs > 1333.4 o.k. -> Use 3/46 wide, 14 ga brace Install X- bracing every section comprising (4) units'. MINIMUM DIAMETER - 0.292 In Provide #7 sheet metal screws. (4) required per •X'- brace. ( One required at each end of 'X' -brace ) POST DESIGN FOR AXIAL COMPRESSION AND BENDING • V. 104.76 lbs L - 2.000 In M - 209.52 lbs-In 11(b) - 5.765 ksi f2(b) - 2.478 ksi • _._.. -.. AREA - 0.1348 in "2 S1(x) - 0.0363 in "3 S2(x) - 0.0846 In "3 r(x) - 0.5318 Inch DEPTH - 1.5000 Inch WIDTH is 0.7500 Inch THICK - 0.0635 Inch Unity check: k- 1.00 -- F(y) - . 40 ksi E. 29000 ..ksi P(max) - 1451.12 lbs 1(a) - 10.764 ksi Cc - kUr- kL/r /Cc C1 Fa - Fb- Fe* 119.628 -- 3.761 -- 0.031 -- 149331 -- 23.820 ksi 24.000 ksi 10558.72 ksl UC1 - -0.248 < 1.333 o.k. UC2 - 0.540 < 1.333 o.k. (tension side) (compres. side) SEISMIC MOTION PARALLEL TO DEPTH OF RACK POST DESIGN FOR AXIAL COMPRESSION AND BENDING k - 0.50 -- ME11'4•�I1REvl • . +.. SPREADER - page 3 5.188 Inch HNITB HOWARD NEEDLES BERENOOFF TAMMEN S. O Made by cgtr• Date 17 l 9 Job Number 1161;4(- 036- ooh Checked b y Date mimic -13 Sheet Number (Z Calculations For }-ACA• Backchecked by ✓ _ . Date 1„../ i, • SHELF SPACE SYSTEM MERCHANDISING EQUIPMENT GROUP SEARS Height of spreader No.1 Height of spreader No.2 Clear height between TYPE 2 - H(1) H(2) - L(x) - 0.500 ft 4.000 ft 36.813 In TUKWIIA, WA. 81.480 lbs 1499.741 lbs-In 41.265 ksi 17.736 ksi 1353.507 lbs 10.040 ksi H(z) - 2.034 M(o) - 6943.563 - kL/r - 34.610 kUr /Cc - 0.289 Fa - 21.627 Fe'- 124.664 Unity check UC1 - 1.125 < 1.333 o.k. UC2 - 1.147 <1.333 o.k. Height of spreader No.2 Height of spreader No.3 Clear height between ft lbs-ft ksi ksi (tension side) (compres side) 4.000 ft 7.000 ft 30.813 In ' ' V - 29.1.00 lbs • • M - 448.3218 lbs-in .11(b) - 12.336 ksi • f2(b) - 5.302 ksl P(max) - 424.964 lbs : :-__--_..f(a) - 3,152 ksi Unity check UC1 - UC2 Height of spreader No.3 Height of spreader No.4 Clear height between . :. H(z) - 5.284 ft - M(o) - 2078.680 lbs-ft ■ 28.969 -- kUr /Cc - 0.242 -- Fa - 22.115 ksi -• - -. •.- ..__Fe'- 177.942 ksi 0.302 < 1.333 o.k. 0.334 < 1.333 o.k. H(3) - H(4) - L(x) - (tension side) (compres side) 7.000 ft 10.000 ft 30.813 In V - 14.550 lbs M - 224.1609 lbs-in MO) - 6.168 ksi 12(b)• 2.651 ksl P(max) - 170.449 lbs 1(a) 1.264 ksl Unity check ME'''.O liREV) : ? +...... .- '.�. -. H(z) - M(o) kilt - kUr /Cc - Fa - Fe'- UC1 - 0.163 < 1.333 o.k. UC2 - 0.152 < 1.333 o.k. page 4 8.284 ft 661.040 lbs-ft 28.969 -- 0.242 -- 22.115 ksi 177.942 ksi (tension side) ( compres side) z LU ; HOWARD NEEDLES TAMMEN & BERGENDOFF 0 0 0 10 0 Cl) H z 0 111 z 0 H 0 z H 1 L.1 a. >- H 1 I I 1 I I I I I I I I I I I I 1 I 1 1— 0 0) CO N (.0 N 0 C71 CO ts. Li) re) N 0 CNN 0 N N aD r- 0 to N ELEVATIONS 7 1 t ) 1 114,1 pip" 4 A AIL x 4116‘. 1 .,_ . 1 1 1 . 0 Cl) H z 0 111 z 0 H 0 z H 1 L.1 a. >- H 1 I I 1 I I I I I I I I I I I I 1 I 1 1— 0 0) CO N (.0 N 0 C71 CO ts. Li) re) N 0 CNN 0 N N aD r- 0 to N ELEVATIONS HNTB HOWAPD NEEDLES TAMMEN & 6EFIOENDOFF Made by - Date r�t��G9� Date 'Z� �7� 7 Job Number IIdt4 - ol‘-••i Checked by �f1 Sheet Number Calculations For Backchecked byzank. Date SEISMIC DESIGN ACCORDING TO ANSI A58.1 -1982 MERCHANDISING EQUIPMENT GROUP SHELF SPACE SYSTEM SEARS TUKWILA, WA. TYPE 3 DESIGN FOR SEISMIC LOADING • SEISMIC ZONE : 4 Z - 1.000 BUILDING CATEGORY I T. - : HEIGHT OF RACK ( feet) . H - 10.00 IMPORTANCE FACTOR 1.000 . DEPTH OF RACK ( Inch) 0 - 24.00 • WIDTH OF RACK ( Inch) W - 96.00 Assembly No. U24120FS • SHELF WEIGHT H H(x) C(p) V V(x) M M(x) NO. (lbs) (feet) (feet) ( -) (lbs) (Ibs) (ii-ft) (N -tt) 4 616.0 2.000 9.000 0.30 184.80 0.00 370 0 3 616.0 2.000 7.000 0.30 184.80 184.80 739 . 370 2 616.0 2.000 5.000 0.24 147.84 369.60 1,035 1,109 1 616.0 3.000 3.000 0.24 147.84 517.44 1,996 2,144 0.000 665.28 • 4,140 • • 2464.0 • DESIGN OF CONNECTION ANGLES V(u) - N(u) 166 lbs 0(v)- 758 lbs e(1) - phl - - 1(y) - 36 ksi t(min) - MEi n-0' eadlev) '• .. .. 1.375 Inch 0.938 Inch 0.9 -- 0.227 Inch - -> use 2 1/2 x 21/2 x 3 ga x 0' -2 1/2' angle for anchorage at each post location (minimum). 2.5 Inch 2.5 inch 2.5 Inch 1.375 inch POST CONNECTION FORCE : 381.9 lbs ( min ) MINIMUM DIAMETER : 0.111 In Provide (1) - 1/4' dia. bolt to fasten post to connection angle. page 1 HNTE3 TAMMEN & EjEROENDOFF Made by • Date `�t7r. Job Number -`- 11414-036-eel Checked by G. �T Date 1�n193 HOWARD NEEDLES Sheet Number 1r Calculations For ,G Backchecked by ` Date rlie.d43 SHELF SPACE SYSTEM MERCHANDISING EQUIPMENT GROUP SEARS • TYPE 3 • DESIGN OF ANCHORAGE TUKWILA, WA. Provide (1) - HILTI Kwik Bolt (or approved equal) as follows: ANCHOR SIZE: 1/4' EMBEDMENT : 1 3/4' CONCRETE STRENGTH : 2000 • ALLOWABLE TENSION : 570 > . ALLOWABLE SHEAR : 410 > DIAMETER minimum psi (min ) 381.9 lbs 110.9 lbs DESIGN OF POSTS FOR MAXIMUM AXIAL LOAD k- L- Part number UC120 (16 ga) 0.80 -- 3.500 ft i ..... AREA - • • • 0.1348 in "2 • — . , . . r(min) - 0.2763 inch 1" ' • " • ' DEPTH - 1.5000 Inch • •r WIDTH - . 0.7500 Inch THICK - 0.0635 inch MEn iq�e4lAEV) i:. : •.. . _ ,. .. _. . ... - CAPACITY . 1361 lbs > NOTE: Maximum spacing between lateral Fy(COL) - E 40 ksi 29000 ksi —Cc - - 119.628- -- kUr . 121.599 -- kL/r /Cc - • 1.016 -- . Cl - 149331 -- Fa - 10.099 ksi .. 1305.9 lbs o.k. supports equals 42 inches. DESIGN OF BASEPLATES N B tp - 1.750 Inch 1.000 Inch 0.088 Inch Fy (BP) - P(max) Al - alpha - 36 ksi 1305.9 lbs 0.933 In"2 0.434 -- rc - m- n n'- Minimum thickness of base plate : 13 ga AREA PROVIDED - 6.250 In"2 P/A (max) - 0.209 ksi < 1.400 ksi o.k. page 2 2000 psi 0.219 . -- 0.144 -- 0.306 -- • HINITB HOWARD NEEDLES TAMMEN & SERGENDOFF Made by if ... 41*(-... Date 1.1_11.41. Date 12.iniq3 Date Job Number iGtcl--• 030- clot Checked by . Sheet Number alculations For ts1EG Backchecked by/471,, • SHELF SPACE SYSTEM MERCHANDISING EQUIPMENT GROUP SEARS TYPE 3 ,!,W9 N.PTIPNP*Pt cK DESIGN OF DIAGONALS TUKWILA, WA. B . 48.000 In . Ci. 48.000 In • - • - • -• Di. - 67.882 In • n 1.906 -- MAX. FORCE 705.636 lbs per section NET AREA 0.042 In^2 F(y) • 40 ksi - CAPACITY - 1344.6 lbs > 705.6 o.k. -> Use 3/4' wide, 14 ga brace Install X-bracing every section comprising (2) units. - .---• - MINIMUM DIAMETER - 0.154 In .. Provide #7 sheet metal screws. (4) required per 'X'-brace. ( One required at each end of 'X' -brace ) i••• POST DESIGN FOR AXIAL COMPRESSION AND BENDING t • V Li. 11(b) • • 12(b) - • AREA al S1(x).. S2(x).. r(x) DEPTH .1 WIDTH THICK Unity check: 110.88 lbs 2.000 In 221.76 lbs-in 6.102 ksi 2.623 ksl 0.1348 in"2 0.0363 11143 0.0846 irr3 0.5318 Inch 1.5000 Inch 0.7500 inch 0.0635 Inch k 1.00-- -40 ksl . E 29000 ksi P(max) - 1305.92 lbs f(a) - 9.687 ksl . . . Cc 119.628 kLJr 3.761 kL/r/Cc 0.031 Cl 149331 Fa 23.820 ks1 Fb - 24.000 ksi Fe' 10558.72 ksl UC1 - -0.190 < 1.333 o.k. UC2 - 0.500 < 1.333 o.k. (tension side) (compres. side) ....... ........ SEISMIC MOTION PARALLEL TO DEPTH OF RACK POST DESIGN FOR AXIAL COMPRESSION AND BENDING k 0.50 -- SPREADER 5.188 Inch INE11,4441RIEVI • page 3 HNTB TAMMEN & BERGENDOFF Made by dik... Date it( 0 os Date 1., 11 ii„,in2 *r- I 1 I Job Number it6A - 036 - 04.4 Checked by ti). HOWARD NEEDLES Sheet Number ll Calculations For MSG Backchecked by /441 Date 445 SHELF SPACE SYSTEM MERCHANDISING EQUIPMENT GROUP SEARS Height of spreader No.1 Height of spreader No.2 Clear height between TYPE 3 H(1) - I-1(2) L(x) 0.500 4.000 36.813 ft ft In TUKWILA, WA. V 86.240 lbs M 1587.355 lbs-in • - f1(b) - 43.676 ksi f2(b) 18.772 ksl I P(max) 898.387 lbs f(a) a. 6.664 ksi Unity check UC1 • UC2 Height of spreader No.2 Height of spreader No.3 • Clear height between , „.., .....__ • H(z)- M(o) kUr kL/r/Cc Fa 2.034 3542.320 34.610 0.289 21.627 124.664 1.326 < 1.333 o.k. 1.011 < 1.333 o.k. ft lbs-ft ksi ksi (tension side) (compres side) • H(2) 4.000 ft H(3) 7.000 ft L(x) 30.813 in V- 30.800 lbs • .•:-• I: • ---- M • 474.5125 lbs-In . . . 11(b) .. 13.056 ksi 12(b) 5.612 ksi _ . . P(max) - 284.552 lbs f(a) _.2.111 ksi • ' H(z) 5.284 ft WO.. 1091.315 lbs-ft klir 28.969 -- kUr/Cc - 0.242 -- Es- 22.115 ksi _ . Fe'- 177.942 ksi . . Unity check UC1 • 0.373 < 1.333 o.k. UC2 • 0.297 < 1.333 o.k. Height of spreader No.3 Height of spreader No.4 Clear height between H(3) J., H(4) • L(x) - 7.000 10.000 30.813 (tension side) (compres side) ft ft in V.'. M 11(b) 12(b) • P(max) f(a) • 15.400 lbs 237.2562 lbs-in 6.528 ksi 2.806 ksi 106.343 lbs 0.789 ksi H(z) M(o) - kUr - kUr/Cc - Fa Fe'- Unity check UC1 • 0.197 < 1.333 o.k. UC2 - 0.135 < 1.333 o.k. page 4 ME1114111401EVI MallftragtfAlk‘ililitir:.irs,...".,c7.:v•.'r.r“....t.: 8.284 ft 330.057 lbs-ft 28.969 0.242 22.115 ksl 177.942 ksi (tension side) (compres side) z LU I C)) LU HOWARD NEEDLES TAMMEN & BERGENDOFF uc_ ou-00‘ g II -6 ELEVATIONS wma..effiloguttvon*roviriree.oenp......«.2,e,r4: •gr ,t • , t ,,,, HNTB HOWARD NEEDLES TAMMEN G. BM:MLNOOFF Made by ilwA ``fir`` Date 17 . s Job Number IGt¢- e36 -out Checked by .n Date 12/171q3 Sheet Number li - Calculations For MEG. Backchecked bbyy+, 4 Date /14 a �3 SHELF SPACE SYSTEM SEISMIC DESIGN ACCORDING TO ANSI A58.1 -1982 MERCHANDISING EQUIPMENT GROUP SEARS TUKWILA, WA. TYPE 4 DESIGN FOR SEISMIC LOADING SEISMIC ZONE : 4 __...._ .. .._.._;__..... HEIGHT OF RACK ( feet ) • DEPTH OF RACK ( Inch ) WIDTH OF RACK ( inch ) SHELF WEIGHT • H NO. ' (Ibs) (feet) 4 1172.0 2.000 .3 1172.0 2.000 2 • • 1172.0 2.000 1. •1172.0 3.000 r-- 4688 0 Z- H D- W- 1.000 10.00 48.00 96.00 H(x) C(p) (feet) ( -) 9.000 7.000 5.000 3.000 0.000 0.30 0.30 0.24 0.24 , : __ 1.... :_ :. , MAX. REACTION • ••••••-. MIN.•REACTION - STABILITY FACTOR MEIII.O IWPEVI _ - _ :» .,.; > :RATED vCAPAC • • BUILDING CATEGORY IMPORTANCE FACTOR Assembly 1.000 No. U48120FS V V(x) M M(x) (Ibs) (Ibs) ( # -ft) ( # -ft) 351.60 351.60 281.28 281.28 0.00 , 351.60 703.20 984.48 1265.76 1242.3 lbs -363.3 lbs( uplift) 703 1,406 1,969 3,797 0 703 2,110 4,079 7,876 1.190 < 1.500 - -> anchors read DESIGN OF CONNECTION ANGLES V(u) - N(u) - -f(Y) - 316 lbs 457 lbs 36 ks1 . 1.375 Inch 0.938 Inch 0.9 -- 0.176 Inch - -> use 21/2 x 21/2 x 9 ga x 0' -21/2' angle for anchorage at each post location (minimum). L(v) - L(h) - b- 2.5 Inch 2.5 Inch 2.5 inch g - 1.375 Inch POST CONNECTION FORCE : 363.3 lbs ( min ) MINIMUM DIAMETER : 0.106 In Provide (1) - 1/4' dia. bolt to fasten post to connection angle. page 1 HNTB Made by 11, . Date 1 17 .3 Job Number 1160- 036 ` 00 Checked by (j_ Date n I q� HOWAR7O NEEOLEB TAMMEN 8 BEROENOOFF Sheet Number to Calculations For �EG Backchecked by', Y Date t 43 u 1 • SHELF SPACE SYSTEM MERCHANDISING EQUIPMENT GROUP SEARS TYPE 4 DESIGN OF ANCHORAGE TUKWILA, WA. Provide (1) - HILTI Kwik Bolt (or approved equal) as follows: ANCHOR SIZE : 1/4' EMBEDMENT : 13/4' CONCRETE STRENGTH : 2000 ALLOWABLE TENSION : 570 > . ALLOWABLE SHEAR : 410 > DIAMETER minimum • psi ( min ) 363.3 lbs 211.0 lbs • DESIGN OF POSTS FOR MAXIMUM AXIAL LOAD • M011-0I6e(AEV1 ltY' 1' a( iltYhiLSIVJa :!rl':PfxT «�''.+..•�': ; ::•'.'... Part number UC120 (16 ga) 0.80 -- 3.583 ft AREA:- 1-•:6:1•641, In "2 7.17.17 . _7(min) 0.2763 Inch _ --DEPTH • ..1.5000 inch - -• • . - -WIDTH - • . - 0.7500 Inch ." . ' „.... THICK,. ' 0.0635 Inch Fy(COL) - E • 40 ksi 29000 ksl Cc - - 119.628 • - -____- _ ____ . kKJr - .124.494. • • kUrICc 1.041 -- • •. Cl - 149331 -- Fa - 9.635 ksl ..___ CAPACITY _ .... -1299 lbs > . ._ .1242.3 lbs o.k. , .. NOTE: Maximum spacing between lateral supports equals 43 Inches. DESIGN OF BASEPLATES N - B - tp - .. FY (BP) - 1.750 Inch P(max) - 1.000 Inch Al - 0.086 inch alpha - 36 ksi 1242.3 lbs 0.887 In "2 0.434 -- Minimum thickness of base plate : f'c - m no n'- 13ga AREA PROVIDED - 6.250 In"2 P/A (max) • 0.199 ksl < 1.400 ksi o.k. page 2 2000 psi 0.219 -- 0.144 -- 0.306 -- 77.71 1-IN FB TAMMEN & BEROENCOFF Made by li _ Date t, (7(p. Job l Number o3 QO t Checked by _ Date iZ(1 ?' 13 HOWARD MEEDLEB Sheet Number `er Calculations For tG Backchecked by 47)4_ Date !v% b 4 • SHELF SPACE SYSTEM MERCHANDISING EQUIPMENT GROUP SEARS TYPE 4 TUKWILA, WA. • SEISMIC: MOTION`PARAL[Et: "TO;WIDTHOF';t3A:CiC • • DESIGN OF DIAGONALS 8 48.000 In • C - '48.000 In D- — 67.882 _ "67.882 In n -....- 1.002 - -.. MAX. FORCE - 1342.541 lbs per section NET AREA - . 0.042 In "2 . F(y) - .." -•-• 40 ksi • CAPACITY - 1344.6 lbs > 1342.5 o.k. -• -> Use 3/4° wide, 14 ga brace Install X- bracing every section comprising (4) units. MINIMUM DIAMETER - - - - -' 0.294 In Provide #7 sheet metal screws. (4) required per 'X"-brace. ( One required at each end of 'X' -brace ) ""POST DESIGN FOR AXIAL COMPRESSION AND BENDING • 105.48 lbs • �.._.1- -2.000 In • -• - ... - .. M - - 210.96 lbs-In •• i •••' • 11(b) - 5.805 ksi f2(b) - 2.495 ksi 4EI 1.O1&6lREV) " AREA - • 0.1348 In "2 S1(x) - 0.0363 In'3 S2(x) - 0.0846 In"3 r(x) - 0.5318 inch DEPTH - 1.5000 Inch __ MOTH - 0.7500 Inch THICK - 0.0635 Inch 1.00 - -... 40 ksi 29000 ksl 1242.32 lbs 9.215 ksi ' Cc - 119.628 -- • kUr - 3.761 -- kUr/Cc is 0.031 -- Cl - 149331 -- Fa - 23.820 ksi Fb - 24.000 ksl Fe' - 10558.72 ksi Unity check: UC1 - -0.181 < 1.333 o.k. (tension side) UC2 - 0.475 < 1.333 o.k. (compres. side) SEISMIC MOTION PARALLEL TO DEPTH OF RACK . POST DESIGN FOR AXIAL COMPRESSION AND BENDING k - 0.50 -- SPREADER - 5.188 Inch page 3 �"'� B TAMMEN G. BEROENOOFF Made b y c41f�. Date It/ 17/ Job Number 1ICt '- 034 ^Oel Checked by Date 2(171 1 HOWARD NEEDLES Sheet Number ZZ Calculations For µ Backchecked by 4.11,‘ Date / /� r �3 i L -• • SHELF SPACE SYSTEM MERCHANDISING EQUIPMENT GROUP SEARS • TYPE 4 H(1) - H(2) - L(x) Height of spreader No.1 • Height of spreader No.2 Clear height between V - 82.040 lbs :..... _.._ _...._ . ;_ M - .1510.048 lbs-in f1(b)- -••-41.549 ksi - . ... -. - 12(b) • •.17.858 ksi t.. _ _ .... ....... _.. -. i ....... _. _ P(max) • 1168.607 lbs __f(a) 8.669 ksi Unity check UC1 - UC2 Height of spreader No.2 Height of spreader No.3 • - I° • • •-•-• - - • Clear height between i� -.... _..Y. "... • f _ Vas 29.300 lbs -". ^•• - r• •M - 451.4031 lbs-In I. ___ I • • __....;.- ... _._._: 11(b) - . 12.420 ksl ... ... ...... I - -.... • f2(b) - ... 5.338 ksl • • ---• P(max) - • 369.747 lbs - ... f(a) ._.._2.743„ ksi • Unity check - MEI I I-0I6E1REV1 0.500 ft 4.000 ft 36.813 in TUKWILA, WA. H(z) - 2.034 ft M(o) - 6991.285 lbs-ft -• -- - kUr - • 34.610 -- _. kUr /Cc - 0.289 -- • ' Fa - 21.627 ksi • Fe'. 124.664 ksi • • 1.181 < 1.333 o.k. (tension side) • • 1.081 - < 1.333 o.k. ( compres side) H(2) - •;H(3)- 1-(x) 4.000 7.000 30.813 ft ft In ,- :..M(o) .: ! : kUr -•• kUr /Cc - Fa - _._.,_._. Fe' -, 5.284 ft • 2092.966 lbs -ft 28.969 . -- 0.242 -- 22.115 ksl 177.942 ksi UC1 - 0.323 < 1.333 o.k. UC2 - 0.316 < 1.333 o.k. Height of spreader No.3 Height of spreader No.4 Clear height between H(3) - H(4) - L(x) (tension side) (compres side) 7.000 ft 10.000 ft 30.813 In V- M- 11(b)- f 2(b) - P(max) - f(a) - 14.650 lbs 225.7015 lbs-in 6.210 ksl 2.669 ksi 153.132 lbs 1.136 MI Unity check H(z) - M(o) kUr - kUr /Cc Fa - Fe'- UC1 - 0.170 < 1.333 o.k. UC2 - 0.147 < 1.333 o.k. page 4 8.284 ft 665.583 lbs-ft 28.969 -- 0.242 -- 22.115 MI 177.942 ksi (tension side) (compres side) SUMMARY w J W (1) UQ X d 2 0 0 _wJ U Z Z Z Q 0 0 H Q .Nn CC U co O N M Q Q a ° `i Z Z Z T N N Cr7 N N C+7 0 0 0 0 0 0 0 N T CO O CO T O N r r r r T T T T T T r T CD CD CO CD CO CO CD 0) C) C) C) C) C) C) CO CO r- C11 N cc 0 0 0 0 0 0 0 w w w W w w w aaaaaaa KB14 - 212 N > r m W N a Xc') Q J O CC _ it O Z r. ,- CONNECTION ANGLE 3/8" x O'-2 1 /2" 21/2" x 21/2" x 21 /2" x 21 /2" x 1/4" x O'-2 1 /2" 21 /2" x 21 /2" x 3/16" x O'-2 1 /2" U Cnrel - o36 -oa( 23 �. t . ANSI® A58.1.1982 Revision of ANSI A58.1.1972 American National Standard Minimum Design Loads for Buildings and Other Structures Secretariat National Bureau of Standards Approved March 10, 1982 American National Standards Institute, Inc Abstract American National Standard Minimum Design Loads for Buildings and Other Structures, ANSI A58.1.1982, gives requirements for dead, live, soil, wind, snow, rain, and earthquake loads, and their combinations, that are suitable for inclusion in building codes and other design documents. The basis of the requirements is described in the Appendix. The structural load requirements provided by this standard are intended for use by architects, structural engineers, and those en- gaged in preparing and administering local building codes, for that portion is blocked. Ponding instability shall be considered in this situation. If the overflow drainage provisions contain drain lines, such lines shall be inde- pendent of any primary drain lines. 8.4 Controlled Drainage. Roofs equipped with con- trolled drainage provisions shall be equipped with a secondary drainage system at a higher elevation which prevents ponding on the roof above that elevation. Such roofs shall be designed to sustain all rainwater loads on them to the elevation of the secondary drain- age system plus 5 lbf /ft=. Ponding instability shall be considered in this situation. 9. Earthquake Loads 9.1 General. Every building or structure and every por- tion thereof shall be designed and constructed to resist the earthquake effects determined in accordance with the requirements of this section. For all buildings or structures in Zone 0 (see Fig. 13 and 14) and those in Zone I having an importance factor / of less than 1.5. compliance with 9.11.1 and 9.1 1.2 will satisfy this requirement. The determination of forces in this section depends on the ability of a structure to remain stable when members are strained into the inelastic range during a major earthquake. Structural concepts other than those set forth in this section may be approved by the author- ity having jurisdiction when evidence is submitted showing that equivalent ductility and energy dissipa- tion are provided. While the requirements in this sec- tion refer primarily to an equivalent static force meth- od, an approved alternate procedure may be used to establish the seismic forces and their distribution; the corresponding internal forces and deformations in the members shall be determined using a model consistent with the procedure adopted. Principles governing the use of dynamic analysis are given in 9,8. The requirements of this section presume that allow- able stresses may be increased by 1/3 for earthquake loadings. However, this increase shall not be permitted in conjunction with any decrease in total load effect taken in accordance with 2.3. In computing the effect of seismic force in combina- tion with vertical loads. gravity load stresses induced in members by dead load plus design live load, except roof live load, shall be considered. Consideration should also be given to minimum gravity loads acting in combination with lateral forces. 9.2 Definitions. The following definitions apply only to the provisions of this section: AMERICAN NATIONAL STANDARD A58.1 -1982 base. The level at which the earthquake motions are considered to be imparted to the structure or the level at which the structure as a dynamic vibrator is supported. braced frame. A truss system or its equivalent which is provided to resist lateral forces in the frame system and in which the members are subjected primarily to axial stresses. diaphragm. A horizontal or nearly horizontal system designed to transmit seismic forces to the vertical ele- ments of the lateral force - resisting system. essential facilities. See 1.4 and 9.13. lateral force - resisting system. That part of the structural system assigned to resist the lateral forces prescribed in 9.4. shear wall. A wall designed to resist lateral forces paral- lel to the %all. space frame. A three - dimensional structural system without bearing walls. composed of interconnected members laterally supported so as to function as a complete self-contained unit with or without the aid of horizontal diaphragms or floor- bracing systems. moment - resisting space frame. A vertical load - carrying space frame in which the members and joints are capable of resisting forces primarily by flexure. special moment - resisting space frame. A moment - resisting frame complying with the requirements for a ductile moment - resisting space frame as given in 9.9.3.3. vertical load- carrying space frame. A space frame designed to carry all vertical loads. 9.3 Symbols and Notation. The following symbols and notation apply only to the provisions of Section 9: C= numerical coefficient (see 9.4) Cp = numerical coefficient (see 9.10 and Table 26) D = the dimension of the structure in a direc- tion parallel to the applied forces. in feet D, = longest dimension of a shear wall or braced frame in a direction parallel to the applied forces, in feet F1, F „,F,Y = lateral force applied to levels i, it. and x, respectively Fp = lateral force on a part of the structure and in the direction under consideration Fp, = force on floor diaphragms and collectors Ft = that portion of V considered concentrated at the top of the structure in addition to F„ 19 B and C), A501, AS29, A572 (Grades 42 through 55), or A588 structural steel. 9.9.4 Dual Systems. Dual systems designed using a factor K = 0.8 shall have special moment•resisting space frames conforming to 9.9.33 that are capable of resist. ing at least 25% of the prescribed seismic forces. The total seismic force shall be distributed to the various resisting systems and elements in proportion to their relative rigidities. 9.9.5 Braced Frames. In Seismic Zones No. 3 and 4, and for buildings having an importance factor I greater than 1.0 and located in Seismic Zone No. 2. all members in braced frames shall be designed for 1.25 times the force determined in accordance with 9.4. Steel members in braced frames shall be limited to those grades listed in 9.9.3.3. Reinforced concrete members in braced frames shall be provided with the transverse confinement reinforcement required in 9.9.3.3. 9.9.6 Substructure. In structures where K = 0.67 or 0.80, the special ductility requirements for struc• tural steel or reinforced concrete specified in 9.9.3.3 shall apply to all structural elements at the base level and in the first story below the base which are required to transmit to the foundation the forces resulting from lateral loads. 9.10 Lateral Forces on Elements of Structures and Nonstructural Components. Parts or portions of struc- tures, nonstructural components, and their anchorage to the main structural system shall be designed for lateral forces in accordance with the formula: Fp = ZICp!tip (Eq. 15) The values of Cp are set forth in Table 26. The value of the factor! shall be as given in Table 23. Exception: The value of I for anchorage of machinery and equipment required for life safety systems shall be I.5 for all buildings. The distribution of these forces shall be according to the gravity loads pertaining thereto. 9.11 Connections 9.1 1.1 Anchorage of Concrete or Masonry Walls. Concrete or masonry walls shall be anchored to all floors and roofs that provide lateral support for the wall. Such anchorage shall provide a positive direct connection capable of resisting the horizontal forces specified in 9.10. 9.1 1.2 Load Paths. All parts of the building or structure that transmit seismic force shall be connected through a continuous path to the resisting element. At a minimum, the connection and the elements along the AMERICAN NATIONAL STANDARD AS8.I -1982 path to the resisting element shall be capable of resist• ing a force equal to 0.15Z1 or 0.05, whichever is greater, times the weight of the portion being connected. 9.113 Exterior Panels. Precast or prefabricated nonbearing, nonshear wall panels or similar elements that are attached to or enclose the exterior shall be designed to resist the forces determined from Eq. 15 and shall accommodate movements of the structure resulting from lateral forces or temperature changes. The concrete panels or other similar elements shall be supported by means of cast -in -place concrete or me- chanical connections and fasteners in accordance with the following provisions: (1) Connections and panel joints shall allow for a relative movement between stories of not less than 3.0 /K times the calculated elastic story displacement caused by required seismic forces or 1/2 inch, which- ever is greater. Connections to permit movement in the plane or the panel for story drift shall be properly designed sliding connections using slotted or over- sized holes or may be connections that permit move- ment by bending of steel or other connections provid- ing equivalent sliding or ductility capacity. or both. (2) Bodies of connectors shall have sufficient ductil• ity and rotation capacity so as to preclude fracture of the concrete or brittle failures at or near welds. (3) The body of the connector shall be designed for one and one -third times the force determined by Eq. 15. Fasteners attaching the connector to the panel or the structure, such as bolts, inserts, welds, dowels. and the like, shall be designed to ensure ductile behavior of the connector or shall be designed for four times the load determined by Eq. 15. (4) Fasteners embedded in concrete shall be at- tached to or hooked around reinforcing steel or other- wise terminated so as to effectively transfer forces to the reinforcing steel. (5) The value of the factor I for the entire connec- tor assembly shall be 1.0 in Eq. 15. 9.11.4 Foundation Ties. Individual pile caps and caissons of every building or structure in Seismic Zones No. 2, 3, and 4 shall be interconnected by ties at approximately right angles, unless it can be demon- strated that equivalent restraint can be provided by frictional and passive soil resistance or other approved methods. The design of the piles or ties shall carry the induced lateral forces, with a minimum horizontal force equal to 0.10Z/ times the vertical loading on the pile cap or caisson. 9.11.5 Braced Frames. In braced frames, connec- tions shall be designed to develop the full capacity of the members or shall be based on the forces specified in 9.9.5 without the one -third increase usually per- mitted for stresses resulting from earthquake forces. 23 Table 18 Exposure Factor, Ce Nature of Site Ce A. Windy area with roof exposed on all sides with no sheltart afforded by terrain, higher structures, or trees 0.8 B. Windy areas with little sheltert available 0.9 C. Locations in which snow removal by wind cannot be relied on to reduce roof loads because of terrain, higher structures, or several trees nearby 1.0 D. Areas that do not experience much wind and where terrain, higher structures, or several trees shelter the roof 1.1 E. Densely forested areas that experience little wind. with roof located tight in among conifers 1.2 'The conditions discussed should be representative of those that are likely to exist during the life of the structure. Roofs that contain several large pieces of mechanical equipment or other obstructions do not qualify for siting category A. +Obstructions within a distance of 10h0 provide "shelter," where ho Is the height of the obstruction above the roof level. If the obstruction is created by deciduous trees, which are , leafless in winter, Ce may be reduced by 0.1. Table 19 Thermal Factor, Ct Thermal Condition* Ct Heated structure Structure kept just above freezing Unheated structure *These conditions should be representative of those that are likely to exist during the life of the structure. AMERICAN NATIONAL STANDARD A58.1.1982 Table 20 Importance Factor,/ (Snow Loads) Category' 1 11 111 IV 1.0 1.1 1.2 0.8 'See 1.4 and Table 1. Table 21 Densities for Use in Establishing Drift Loads Ground Snow Load, p (lbf /ft2) B Drift Density, y (lb /ft3) 1 -10 Drifting not considered 11 -30 15 31 -60 20 Greater than 60 25 Table 22 Seismic Zone Coefficient, Z Seismic Zone (from Fig. 13) Z 4 1 3 314 2 3/8 1 3/16,. 0 1/8 Table 23 Occupancy Importance Factor,/ Category' I I 111 IV 1.0 1.25. 1.5 NA *See 1.4 and Table 1. 33 REAR VIEW X BRACE LOCATIONS Crossbracing Details - 2 Kwik Bolt Stud Anchor System Double wedge stud expansion anchor to satisfy a wide range of concrete fastening. Advantages Anchor size is the same as hole size for simple installation Extra thread length for double nutting, grout pads and shimming Length identification for quality control and inspection High strength steel for better overall performance Complete set of nuts and washers or rod couplines for single service supply Installation in bottomless hole so hole depth is not critical Special orders available in various materials, sizes and thread length Installation through in -place fixtures for precise placement of machinery Shrink wrapped packaging protects from moisture and provides ease of handling Anchor Program Standard Kwik Bolt Super Kwik Bolt (two sets of wedges) Extra Thread Length Kwik Bolt Stainless Steel Kwik Bolt Counter Sunk Post•Nut Round Head Post -Nut Kwik Tie Rod Coupling Kwik Bolt Stainless Steel Extra Thread Length Stainless Steel Counter Sunk and Round Head Post -Nut Product Details Kwik Bolt anchor sizes range 1/4" to 114" In diameter and are supplied with washers and nuts or rod couplings. Nut Anchor body Tapered section Wedges t�NMm� 011 ' Washer External thread Tape to hold wedges during transport and installation Length Identification Mark Installation Instructions 1. Drill a hole the same nominal diameter as the Hi lh KWIK BOLT, with or without the fixture in place -- the KWIK BOLT works in a "bottomless" hole 2. Clean hole with Blow Out Bulb 3. Drive the Hilti KWIK BOLT far enough into the hole so that at least six threads are below the top surface of the fixture. 4. Tighten to the recommended torque valve or 3 to a.turns from the linger tight position, 11 Extra Thread Length Kwik Bolt Sizes Catalog No. Description Length Size ID Code (Dia.) (Length) Min. Thread Maximum Threads Oty. Per Embed. Length Thickness + Per Inch Box/Ctn. Fastened 5500018 •5500042 •5500067 •5500089 •5500091 •5500118 •5500120 5500138 5500150 KB 14-412 Xtra Trd KB 38.7 Xtra Trd KB 12-7 Xtra Trd KB 58-812 Xtra Trd KB 58 -10 Xtra Trd KB 34 -10 Xtra Trd KB 34 -12 Xtra Trd KB 1 -12 Xtra Trd KB 114.12 Xtra Trd H 'l." x 41/2" L 3/e" x 7" L '12" x 7" 0 5 /e" x 8'/2" R 5 /e" x 10" R 3/4" x 10" T 3/4" x 12" T 1 "x12" 11/4" x 12" 13/6" 15 /e" 2'/4" 23/4" 23/4" 3114" 31/4" 41/2" 5' /z" 3" 4" 4" 4'h" 4'/2" 4'lz" 41/2" 41/2" 41/2" 31/16" 4'51,6" 431,5" 5'/16' 69/16" 5i5116" 715/16" 53116" 20 100 /400 16 50/200 13 25/125 11 25/100 11 25/75 10 10/30 10 10/30 8 5/15 7 5/15 'listed — 506P "Pipe Hangers" Extra Thread Length Stainless Steel Kwik Bolt Sizes Catalog No. Description 5500019 5500043 5500068 5500090 5500092 5500119 5500121 5500139 Length Size ID Code (Dia.) (Length) Min. Thread Embed. Length KB 304 SS14 -412 Xtra Trd KB 304 SS38.7 Xtra Trd KB 304 SS12 -7 Xtra Trd KB 304 SS58 -812 Xtra Trd KB 304 SS58-10 Xtra Trd KB 304 SS34 -10 Xtra Trd KB 304 SS34.12 Xtra Trd KB 304 SS1.12 Xtra Trd H '/4" x 41/2" L 3/e "x 7" L '/2" x 7" 0 5 /e" x 8'/2" R 5 /e" x 10" R 314" x 10" T 3/4" x 12" T 1 "x12" 1'le" 15 /e" 21/4" 23/4' 23/4" 31/4" 314" 4'12" 3" 4" 4" 4'/i" 4'I2" 4'Iz" 41/2" 4'/2" Maximum Thickness Fastened 3'/,e" Oho" 43/16" 51/16" 69/,6" 5,5/,6" 715 /re" 671,e" Threads Oty. Per Per Inch Box/Ctn. 20 16 13 11 11 10 10 8 100 /400 50/200 25/125 25/100 25/75 10/30 10/30 5/15 Length Identification System Stamp On Anchor A B C D E F G H I J . K L M N O P 0 R S T U V W X Y Z From 1112 2 2'/2 3 31/2 4 41/3 5 51/2 6 61/2 7 71/2 8 81/2 9 9'/2 10 11 12 13 14 15 16 17 18 Length Of Anchor (Inches) Up to But Not Including 2 21/2 3 31/2 4 41/2 5 5'12 6 6'12 7 7' /2 8 81/2 9 91/2 10 11 12 13 14 15 16 17 18 19 Post Nut Series Sizes Roundhead Catalog No. 5500228 5500232 5500236 5500240 5500254 5500258 5500262 5500266 Description KB R14 -2 KB R14 -3 KB R14-4 KB R14.5 KB R38 -214 KB 838.3 KB R38-4 KB R38-5 Size Thread (Diameter) (Length) Diameter Thread Length Threads Per Inch Oty. Per Box/Ctn. ' /4" x 2" 3/t6" '4" x 3" 31,6" '14 "x4" 3116" 'h" x 5" 3/16" 316" x 2'14" 5/16" 3/e" x 3" 5116" 31e" x 4" 5116" 3h" x 5" 5 /16" 7/16" 7/.6" 71,6" 71.6" 9/'e" 9/16" 9/.6" 9/.6" 24 24 24 24 18 18 18 18 100 /900 100/900 100/600 100/600 100/600 100/400 50/300 50/300 Roundhead Stainless Steel Catalog Description Size No. (Diameter) (Length) 5500233 KB 304SS _ R14 -3 �'14" x 3" 5500253 KB 304SS R38 -4 315" x 4" Thread Diameter 31,a "M She" Thread Threads r r Length Per inch 71.5" 24 9/•5 18 Oty. Per Box/Ctn. 100/900 50/300 13 • Plated in accordance with requirements of ASTM Specification B 633. Sc. 1. Type Ili, for electroplated zinc. Base Material 40 �i Pi/1 \ 'VW �i •` V 141 / \ .7 Specification Table I Anchor Size Setting Details HKB HKB HKB HKB HfCB HKB • HKB ' 1/4" 319" 112" S/0" 34" 1" 11/4" BD = 0 drill bit size = anchor diameter 1/4" 3'e" 'h" sle" 3/a" 1" 11/4" E min. depth of embedment 1'/e" 15/a" 2114" 23/4" 3'4" 41/2" 5' /2" DC wedge clearance hole .315" .455" .605" .745" .880" 1.170" 1.455" L„ anchor length min. /max. 1'14 "� " " 41/2" 2' /e" 7" 2314" r 3' /z 10" 4'14 12" 6" 12" 9" 12" TL thread length std./extra thread length ; 314" 3" ' /e" 4„ 1'/4" 4" 1' /2" 41/2" 1'12" 41 /2" 2'14" 4112" '31/4" 41/2" M Installation torque (ft. lb) Min. 7 20 40 55 125 235 400 Max. 10 • 25 50 75 175 350 550 BMT Min. Base Material Thickness (inches) 3" or 1.3 E whichever number is greater DIAMETER (In.) 1/4 1 3/e I '/2 I s/a I 34 1 I 11/4 EMBEDMENT (In.) 1' /a 13/4 ' 15/a 2'/2 2' /a 13'/2 ' 2514 3'12 31/4 5 . 4112 6 5'12 81/2 AS Spacing Required To Obtain Maximum Working Load 21/4 3'/2 3'14 5 41/2 • 7 51 /2 7 6112 10 9 12 11 17 AS min Minimum Allowable Spacing Between Anchors (in.) • Refer to Note M1. ' 1'le 1514 ' 15/a ' 2' /a ' 2' /a ! 3'/2 ' 23/4 ' 3'/2 ' 31/4 ' 5 ' 4112 6 ' 5'12 ' 8'12 ED Edge Distance Required To Obtain Maximum Working Load (in.) Shear 21le 431e 41/e 61 /a 55 /e ' 8314 67 /e 8314 81te 12'12 11' /a 15 14 21 Tension 13/4 25/a 2` /2 33/4 33/a 5'/4 41 /e 5'/4 47/e 7'12 634 9 81/2 123/a ED min Minimum Allowable Edge Distance • j (in.) Refer to Note .a2 & 3 1' /e 13/a 15/s 2' /2 2'14 3'12 23/a 3'12 3114 5 4'12 6 5112 8112 NOTE. 1. When using AS min reduce the working load by 30.4. 2. When using ED min ano the load is a shear load. reduce the working load by 50'4. 3. When using ED min and the load is a tensile load. reduce the working loan by 20 °4. 4 For AS and ED of anchors with actual embedments between the listed embedmenbs. use linear interpolation 5. For AS ana ED of anchors with emoedments greater man the deepest emoedment listed, use value bar Deepest emoedment listed. Anchor Spacing and Edge Distance Guidelines The Kwik bolt Anchor Spacings and Edge Distances were calculated using the following information: Anchor Spacing Edge Distance Shear Load Only Edge Distance Tensile Load Only AS AS min FAS ED ED min Fed ED ED min Fed Kwik Bolt 2.0E 1.0E 0.70 2.5E 1.0E 0.50 1,5E 1.0E 0.80 15 !IWO %MN:WAIN% 'ALM • 'ALM 'WO •••10 • 'ASV • ./BAS: *MVO. *Al ••1111IV '14111111V1 .4111A11 •SIVI *ASV "MA% #41111VI •4111A% .•411111A% *ALM .411ILM °AIM *kWh. •AVii•AVAAMIZ:iP";% ii.s.;f/A7irC iisSVP.%00..V.W..AVii...0/11.skirAs■Vii..MAsAVIAIAV4i.sOrtioAVA %%VIA sOqg - •..... • IMIN■ •■■• • S. • 411•111.1... / 1 . .0.. =-. ■ A ••■■• SEARS 9 . i. . NO • • . • , ti TuKvALt., V\i /4, 981 11S N.. • ■ N ■ • z----- 0. PROFILES FOR M.E.G. 1.7i HEAVY DUTY METAL SHELVING A\ ■ • . ../. .. .. kq SEE ENCLOSED FOR s A INSTALLATION INSTRUCTIONS AND PROFILES ,■//. N 1 Q A 7/4 04 r 7. : r‘' gii Q ■ A :=4 '/A0 ; A n■ii. 0 kii - — MERCHANDISING EQUIPMENT GROUP 'f& ' AI Division of STEELWORKS ■ A ,14 502 S. Green Street '/Aq Cambridge City, IN 47327 :PA Phone 800-645-3315 4v Fax 317-478-4439 wi v - . _ v/0404.04.01804-41440/40/400/40/404-4A 0/(0■400,400//Aqi/Avv/.0044-44 GENERAL INSTALLATION INSTRUCTIONS 1, ALL UNITS REQUIRE A MINIMUM OF (2)TWO PAIR OF BEAMS PER SECTION, ONE PAIR AT THE TOP OF UNIT ALL OTHERS AS PER PROFILES DESIGNATED ON PLANS. 2, ALL PAIRS OF BEAMS REQUIRE DECK SUPPORTS, THE ONLY EXCEPTION BEING THE TOP PAIR OF BEAMS ARE NOT TO HAVE ANY DECK SUPPORTS OR DECKS. THE LOCATION OF THESE DECK SUPPORTS ARE TO BE AS NOTED BELOW! THIS PERTAINS TO ALL BEAM DESIGNATIONS! STANDARD BEAMS SSB, AISLE BEAMS SSAB, AND SPECIAL AISLE BEAMS SSASB WHICH COME IN PAIRS LEFT & RIGHT HAND, B C B (SSDS) DECK SUPPORT �`- -(SSU) UPRIGHT FRAME • DECK SUPPIRT LDCATIDNS M . E . G . (Division of SteelWorks) SHELF7SPAN A DIM GENERAL INSTALLATION INSTRUCTIONS 1, ALL UNITS REQUIRE A MINIMUM OF (2)TWO PAIR OF BEAMS PER SECTION, ONE PAIR AT THE TOP OF UNIT ALL OTHERS AS PER PROFILES DESIGNATED ON PLANS. 2, ALL PAIRS OF BEAMS REQUIRE DECK SUPPORTS, THE ONLY EXCEPTION BEING THE TOP PAIR OF BEAMS ARE NOT TO HAVE ANY DECK SUPPORTS OR DECKS. THE LOCATION OF THESE DECK SUPPORTS ARE TO BE AS NOTED BELOW! THIS PERTAINS TO ALL BEAM DESIGNATIONS! STANDARD BEAMS SSB, AISLE BEAMS SSAB, AND SPECIAL AISLE BEAMS SSASB WHICH COME IN PAIRS LEFT & RIGHT HAND, B C B (SSDS) DECK SUPPORT �`- -(SSU) UPRIGHT FRAME • DECK SUPPIRT LDCATIDNS A DIM B DIM C DIM N ■ M, BEAM LGTH, PER PLAN 96 95 1/4 11 5/8 36 84 83 1/4 24 N/A 72 71 1/4 20 N/A 60 59 1/4 16 N/A 48 47 1/4 12 N/A pg 1 M . E . G . (Division of SteelWorks) SHELF -SPAN GENERAL INSTALLATION INSTRUCTIONS 3, ON UNITS REQUIRING HANGRODS, UNITS WHICH ARE 48' DEEP REQUIRE (2)TWO HANGRODS PER LEVEL (SSHR). ALL OTHER DEPTHS REQUIRE (1)ONE HANGROD PER LEVEL SHOWN, EACH LEVEL OF HANGROD REQUIRES (2)TWO HANGROD BRACKETS (SSHRBT). ALL LENGTHS AND DEPTHS ARE PER PLANS. 4. ALL UPRIGHT FRAMES REQUIRE POST BASES (SSPB), (2)TWO PER UPRIGHT FRAME, THAT ARE TO BE BOLTED TO FRAMES IN THE FIELD AND ANCHORED TO FLOOR. THE BOLTS & NUTS TO ATTACH POST BASES TO UPRIGHTS ARE FURNISHED BY M,E,G, TYPE OF ANCHORS USED TO FASTEN TO FLOOR TO BE FURNISHED AND INSTALLED BY CUSTOMER, 5. SPECIAL NOTE FOR UNITS THAT HAVE BINNING TYPE SHELVING. PROFILES 'D', 'E', 'F', AND 'K' A. ALL UNITS LONGER THAN 4 FEET WILL REQUIRE AN UPRIGHT IN THE CENTER, THESE UPRIGHTS STAND BY THEMSELVES WHEN THE SHELVES ARE INSERTED IN THE HALF MOON LANCES, B. ALL UNITS LONGER THAN 4 FEET AND DEEPER THAN 36' WILL HAVE 2 UPRIGHTS. BACK TO BACK. C. ALL UNITS DEEPER THAN 36' WILL HAVE 2-STANDARDS SCREWED TO THE UPRIGHTS, SEE INSTRUCTIONS FOR INSTALLATION OF THESE SHIPPED WITH ORDER. D. EXAMPLE OF ABOVE IS TYPE 'D' PROFILE 48' DEEP AND 96' LONG WILL HAVE 2- 24' DEEP X 84' HIGH UPRIGHTS' 4 STANDARDS SCREW TO HEAVY UPRIGHTS AND 20 PYS2448 SHELVES 24' X 48'. 6, NOTICE WEIGHT LIMITATIONS 2000LB PER PAIR OF BEAMS (EVENLY DISTRIBUTED) 10000LB PER SECTION (EVENLY DISTRIBUTED) PG 2 TOP OF UNIT TO HAVE BEAMS ONLY, NO DECKS OR DECK SUPPORTS NOTE' 1. DEPTHS OF UNITS ARE AS DESIGNATED ON PLANS 2. PLEASE REFER TO PAGE 1 E. 2 FOR SPECIFIC LOCATIONS OF DECK SUPPORTS, HANGRODS, POST BASES, SHELFING UNITS WITHIN THE SHELF SPAN UNITS AND OTHER GENERAL REQUIREMENTS 3. ALL UPRIGHT FRAMES REQUIRE POST BASES M a CUSTOMER' SEARS DRAWN BY. DATE, M. TANKSLEY 11 - ► 4 /8' PLYWOOD BEAM -" DECK SUPPORTS 1 g A; H n NOTE' 1. DEPTHS OF UNITS ARE AS DESIGNATED ON PLANS 2. PLEASE REFER TO PAGE 1 E. 2 FOR SPECIFIC LOCATIONS OF DECK SUPPORTS, HANGRODS, POST BASES, SHELFING UNITS WITHIN THE SHELF SPAN UNITS AND OTHER GENERAL REQUIREMENTS 3. ALL UPRIGHT FRAMES REQUIRE POST BASES M a CUSTOMER' SEARS DRAWN BY. DATE, M. TANKSLEY 11 -3 -93 CHECKED BY. DATE, APPROVED BY' DATE' SCALE. NONE STEELWORKS MEG DIVISION South Green Street COnbridge City, Indiana 47387-0240 SP2 TITLE' ELEVATION VIEWS CUSTOMER SERVICE 1- 800 - 645 -3315 TOP OF UNIT TO HAVE BEAMS ONLY, NO DECKS OR DECK SUPPORTS 8. NOTEI 1. DEPTHS OF UNITS ARE AS DESIGNATED ON PLANS 2. PLEASE REFER TO PAGE 1 6 2 FOR SPECIFIC L ❑CATION OF DECK SUPPORTS, NANGR ❑DS, POST BASES, SHELFING UNITS WITHIN THE SHELF SPAN UNITS AND OTHER GENERAL REQUIREMENTS 3. ALL UPRIGHT FRAMES REQUIRE POST BASES CUSTOMER' fA W 0_ >-- DRAWN BY' M. TANKSLEY DATE' 11 -3 -93 CHECKED BY' DATE' STEELWORKS SP3 MEG DIVISION 502 South Grwn Sir,gt Caribridgor Qty. Indiana 47727-0t40 SEARS APPROVED BY DATE' SCALES NONE TITLE' ELEVATION VIEWS CUSTOMER SERVICE 1- 800 - 645 -33' lii —u 24' 96' o re�.e a. 1 7 NOTEI 1. DEPTHS OF UNITS ARE AS DESIGNATED ON PLANS 2. PLEASE REFER TO PAGE 1 6 2 FOR SPECIFIC L ❑CATION OF DECK SUPPORTS, NANGR ❑DS, POST BASES, SHELFING UNITS WITHIN THE SHELF SPAN UNITS AND OTHER GENERAL REQUIREMENTS 3. ALL UPRIGHT FRAMES REQUIRE POST BASES CUSTOMER' fA W 0_ >-- DRAWN BY' M. TANKSLEY DATE' 11 -3 -93 CHECKED BY' DATE' STEELWORKS SP3 MEG DIVISION 502 South Grwn Sir,gt Caribridgor Qty. Indiana 47727-0t40 SEARS APPROVED BY DATE' SCALES NONE TITLE' ELEVATION VIEWS CUSTOMER SERVICE 1- 800 - 645 -33' TOP OF UNIT TO HAVE BEAMS ONLY, NO DECKS DR DECK SUPPORTS NOTE* 1. DEPTHS OF UNITS ARE AS DESIGNATED ON PLANS 2. PLEASE REFER TO PAGE 1 8. 2 FOR SPECIFIC LOCATIONS OF DECK SUPPORTS, HANGRODS, POST BASES, SHELFING UNITS WITHIN THE SHELF SPAN UNITS AND OTHER GENERAL REQUIREMENTS 3. ALL UPRIGHT FRAMES REQUIRE POST BASES CUSTOMER* SEARS l _ 1• • 0 -u 1 A 2 4 n ff Pa 32' 32' 32' a ir5/81 PLYWOOD DECK SUPPORTS SUPPORTS CA DRAWN BY* M. TANKSLEY DATE* 11 -3 -93 CHECKED BY' DATE' STEELWORKS SP4 MEG DIVISION 30P South Gwen Street Cambridge City, Indiana 473e7 -0@40 APPROVED BY* DATE* -TITLE* SCALE* ELEVATION VIEWS NONE CUSTOMER SERVIC 1- 800 - 645 -3315 TOP OF UNIT TO HAVE BEAMS ONLY, NO DECKS OR DECK SUPPORTS NOTE' 1. DEPTHS OF UNITS ARE AS DESIGNATED ON PLANS 2. PLEASE REFER TO PAGE 1 & 2 FOR SPECIFIC LOCATIONS OF DECK SUPPORTS, HANGRODS, POST BASES, SHELFING UNITS WITHIN THE SHELF SPAN UNITS AND OTHER GENERAL REQUIREMENTS 3. ALL UPRIGHT FRAMES REQUIRE POST BASES CUSTOMER' SEARS DRAWN BY' M. TANK SL EY CHECKED BY' DATE' 11-4-93 DATE' SCALE' o NONE `- STEELWORKS SP5 MEG DIVISION 502 South (-,.n Street, Cambridge Qty, Indiana 473e7 -0240 ELEVATION VIEWS CUSTOMER SERVICE 1- 800 - 645 -3315 - 24' 8' —O' 24' 24' 24' - - - ir5/8' PLYWOOD BEAM -" DECK SUPPORTS _• H � i It P 'Q a t k a !,J a DRAWN BY' M. TANK SL EY CHECKED BY' DATE' 11-4-93 DATE' SCALE' o NONE `- STEELWORKS SP5 MEG DIVISION 502 South (-,.n Street, Cambridge Qty, Indiana 473e7 -0240 ELEVATION VIEWS CUSTOMER SERVICE 1- 800 - 645 -3315 TOP OF UNIT TO HAVE BEAMS ONLY, NO DECKS OR DECK SUPPORTS NOTES 1. DEPTHS OF UNITS ARE AS DESIGNATED ON PLANS 2. PLEASE REFER TO PAGE 1 & 2 FOR SPECIFIC LOCATIONS OF DECK SUPPORTS, HANGRODS, POST BASES, SHELFING UNITS WITHIN THE SHELF SPAN UNITS AND OTHER GENERAL REQUIREMENTS 3. ALL UPRIGHT FRAMES REQUIRE POST BASES CUSTOMERS SEARS 10, -0' 40' 40' 40' R 0 0 3 } J a. o ' \BEAM -,' DECK SUPPORTS 1 DRAWN BYE M. TANKSLEY DATE' 11 -3 -93 CHECKED BY' DATEI STEELWORKS MEG DIVISION 502 South Given Streo#, Combr idgv Ctly, Indium 47327 -0240 SP6 APPROVED VI I DATE' SCALE t NONE TITLE• ELEVATION VIEWS CUSTOMER SERVICE 1- 800 - 645 -331 A TOP OF UNIT TO HAVE BEAMS ONLY, NO DECKS OR DECK SUPPORTS 1o' -o' 24' 24'J 24'.. ...24'_,24') A 0 D 3 r J Cr Co C BEAM -" DECK SUPPORTS NOTE' 1. DEPTHS OF UNITS ARE AS DESIGNATED ON PLANS 2. PLEASE REFER TO PAGE 1 & 2 FOR SPECIFIC LOCATIONS OF DECK SUPPORTS, HANGRODS, POST BASES, SHELFING UNITS WITHIN THE SHELF SPAN UNITS AND OTHER GENERAL REQUIREMENTS 3. ALL UPRIGHT FRAMES REQUIRE POST BASES CUSTOMER' SEARS M. TANKSLEY 11 -3 -93 CHECKED BY' . DATE' ., N + STEELWORKS MEG DIVISION 50E South Groan Straw% Conbridpt City, L!dlnna 473E7 -440 USTOMER SERVICE 1 -800- 645 -33f' w Cp a SP7 NONE ELEVATION VIEWS z z Fr) g Q3AD?iddV sAa Q3x33H SA3UA N❑I1' A313 co I y 00 T x XI ( I N W rrl GJ < • q0 1_i y N • N w 24'- 30' -36'- 48' AS PER PLAN w • TYPICAL UPRIGHT FRAME 96° PO 31 N z r� C z m C z in Q3)33H3 ii T 4-It'll Cn h tJLJ ,c 1 H O c� O 0 o o a 13 ON 171 ?A C11 Id) C4 I I W 2 r*1 w Vf� s•-• C N y .3 0 24'- 30' -36'— 48' AS PER PLAN CJ v V I) V V • V N 0 TYPICAL UPRIGHT FRAME 120' pg 32 UPRIGHT POST HNTB CORPORATION ARCHITECTS ENGINEERS PLANNERS COLD - FORMED STEEL DESIGN AMERICAN IRON AND STEEL INSTITUTE MERCHANDISING EQUIPMENT GROUP Item #1228480 Fy = E= G= R= t= A' = B' = C' = .6 ksi Yield point of Steel 29500 ksi Modulus of Elasticity 11300 ksi Shear Modulus 0.0313 in Inside Bend Radius 4.0747:: in Base Steel Thickness (14 ga ) 3.0000;.: in Height 7500 in Width 0. 3750: In Return SLENDERNESS KxLx = 8 ft KyLy = 8 ft KtLt = >:> S:: ft LOADING .................... P e(y) = 0.H in e(x) = 0;': in Basic Parameters Line Segments cgs = 0.04367 in a = 2.92530 in b = 1.67530 In c = 0.33765 in r = 0.06860 in La = 2.78810 in Lb = 1.53810 In Lc = 0.26905 in Lu = 0.10776 in LOAD CAPACITY DETERMINATION FULL SECTION PROPERTIES X - X Axis Upper stiffener Lc Upper rt.corner Lu Upper flange Lb Upper lt.corner Lu Web La Lower It.corner Lu Lower flange Lb Lower rt.corner Lu Lower stiffener Lc Sum of Elements y(t) = 1.50000 In y(b) = 1.50000 in r(x) = 1.21941 in A 0.26905 0.10776 1.53810 0.10776 2.78810 0.10776 1.53810 0.10776 0.26905 6.83343 y 1.25953 1.45633 1.46265 1.45633 0.00000 - 1.45633 - 1.46265 - 1.45633 - 1.25953 0.00000 A = 0.51046 in "2 I (x) = 0.75903 in"4 Ay Ak "2 I (o) 0.3389 0.4268 0.0016 0.1569 0.2285 0.0006 2.2497 3.2905 0.0001 0.1569 0.2285 0.0006 0.0000 0.0000 1.8061 - 0.1569 0.2285 0.0006 - 2.2497 3.2905 0.0001 - 0.1569 0.2285 0.0006 - 0.3389 0.4268 0.0016 0.0000 8.3489 1.8122 S(t) = 0.50602 in "3 S(b) = 0.50602 in "3 page 1 ( Y - Y Axis Upper stiffener Lc Upper rt.corner Lu Upper flange Lb Upper It.corner Lu Web La Lower it.corner Lu Lower flange Lb Lower rt.corner Lu Lower stiffener Lc Sum of Elements y(f) = 0.59919 in y(c) = 1.15081 in r(y) = 0.62816 in A 0.26905 0.10776 1.53810 0.10776 2.78810 0.10776 1.53810 0.10776 0.26905 6.83343 x Ax AkA2 1(o) 1.67530 0.4507 0,3336 0.0001 1.63163 0.1758 0.1233 0.0006 0.83765 1.2884 0.1170 0.3032 0.04367 0.0047 0.0289 0.0006 0.00000 0.0000 0.8801 0.0013 0.04367 0.0047 0.0289 0.0006 0.83765 1.2884 0.1170 0.3032 1.63163 0.1758 0.1233 0.0006 1.67530 0.4507 0.3336 0.0001 I 0.56184 I 3.8393 2.0858 0.6106 A = 0.51046 in "2 S(f) = 0.33615 in "3 I (y) = 0.20142 in "4 S(c) = 0.17502 in "3 FULL SECTION PROPERTIES 0.65991 0.757209 m = 0.82488 in J = 0.00095 in"4 C(w) = 0.37004 In "6 x(0) = - 1.38673 in r(0) = 1.95052 in 13 = 0.49455 - 6(w) = - 0.12631 in "5 Shear Center to Centerline of Web St.Venant Torsion Constant Torsional Warping Constant 0.0392228 Distance from Centroid to Shear Center Polar Radius of Gyration Torsional - Flexural Constant (Eq.C4.2 -3) 8(f) = 0.20137 in "5 j = 1.98067 in (Eq.C3.1.2 -16) 8(1) = 0,16420 in "5 COMPRESSION FLANGE w = Lb= 1.53810 in w / t = 20.59036 in D = C'= 0.37500 in D /w= 0.24381 - Flat width of flange < 90 o.k. [ Section B1.1- (a) -(1) j < 200 o.k. [ Section B1.2 -(a) j < 0.25 x -x Axis y -y Axis COMPRESSION ( UPPER) STIFFENER d = 0.26905 in d /t= 3.60174 - < 60 o.k. [ Section B1.1- (a) -(3) j WEB h = 2.78810 in h/t = 37.32396 - < 200 o.k. [ Section 81.2 -(a) j page 2 LOAD CAPACITY DETERMINATION AT INITIAL YIELD COMPRESSION ( UPPER ) STIFFENER f =F(y)= 36.000 ksi 33.47402 k= Iamda = d' (s) = Lc = d(s) _ 0.4300 - 0.20185 - 0.26905 in in 0.21041 Unstiffened compression element Slenderness Factor Iamda s 0.67321 C2 = 0.7820 - Compression Stiffener 78.2 % effective Section B3.2 -(a) (Eq. B2.1 -4) (Eq. B2,1 -1) (Eq.B4.2 -11) COMPRESSION FLANGE f = F(y) = .> ; 36.000 ksi S /3= w /t= I (s) = C1 = n= Iamda = rho = b(e) = 12.21373 20.59036 0.000121 1.21797 0.5 0.39953 1.0000 1.53810 in "4 in Case!! S = 36.6412 - S/3 < w/t < S I (a) = 0.000155 inA4 C2 = 0.78203 - k = 3.58704 - Slenderness Factor Iamda s 0.67321 Compression Flange 100.0 9/0 effective (Eq.B4 -1) (Eq. B4.2 -6) (Eq. B4.2 -7) (Eq. B4.2-10) (Eq.B2.1 -4) (Eq. B2.1 -3) (Eq.B2.1 -1) EFFECTIVE WIDTH OF WEB f1 = 33.47403 ksi Compression f2 = - 32.998 ksi Tension f2 / f1 = - 0.98577 - s - 0.236 k = 23.6324 Plate Buckling Coefficient Iamda = 0.27208 - Slenderness Factor lamda s 0.67321 rho = b(1) = b(1) +b(2) = 0.7035 - 0.49211 in 1.47283 in (Eq. B2.1 -3) (Eq. B2.3 -1) > 1.40404 in (Eq. B2,3 -4) (Eq. B2.1 -4) b(e) = 1.96144 in (Eq. B2.1 -1) b(2) = 0.98072 in (Eq.B2.3 -2) Web is 100.0% effective EFFECTIVE SECTION PROPERTIES X - X Axis Upper stiffener d(s) Upper corner Lu Upper flange Lb Upper corner Lu Web La Lower corner Lu Lower flange Lb Lower corner Lu Lower stiffener Lc Sum of Elements y(t) = 1.50999 in y(b) = 1.49001 In A 0.21041 0.10776 1.53810 0.10776 2.78810 0.10776 1.53810 0.10776 0.26905 6.77478 A= I (x) = M(nx) = M(ax) = 1.28885 1.45633 1.46265 1.45633 0.00000 - 1.45633 - 1.46265 - 1.45633 - 1.25953 I - 0.00999 0.50608 inA2 0.75318 inA4 17.957 k -in 10.752 k -in Ay 0.2712 0.1569 2.2497 0.1569 0.0000 - 0.1569 - 2.2497 - 0.1559 - 0.3389 - 0.0677 S(t) = S(b) _ (Eq.C3.1.1 -1) (Eq. C3.1 -1) Ak "2 1(o) 0.3550 0.0013 0.2317 0.0006 3.3356 0.0001 0.2317 0.0006 0.0003 1.8061 0.2254 0.0006 3.2457 0.0001 0.2254 0.0006 0.4201 0.0016 8.2709 1.8118 0.49880 in "3 0.50549 inA3 page 3 LOAD CAPACITY DETERMINATION AT INITIAL YIELD COMPRESSION ( UPPER ) STIFFENER f= 18.744 . ksi 18.74415 LJ k= Iamda = d'(s) = Lc = d(s) = 0.4300 - 0.14565 - 0.26905 in in 0.26905 Unstiffened compression element Slenderness Factor Iamda s 0.67321 C2 = 1.00000 - Compression Stiffener 100.0 9/0 effective Section B3.2 -(a) (Eq. B2.1 -4) (Eq.B2.1 -1) (Eq.B4.2 -11) COMPRESSION FLANGE f = :18.744 ksi S /3= w /t= I (s) = C1 = n= Iamda = rho = b(e) = 16.92649 37.32396 - 0.000121 in "4 1.85312 0.5 0.49487 1.0000 2.78810 in Case II S = 50.77946 - S/3 < wit < S I (a) = 0.000825 in "4 C2 = 0.14688 - k = 4.00000 - Slenderness Factor Iamda s 0.67321 Compression Flange 100.0 9/0 effective (Eq. B4 -1) (Eq. B4.2 -6) (Eq.B4.2 -7) (Eq. B4.2-10) (Eq. B2.1 -4) (Eq. B2.1 -3) (Eq. B2.1 -1) EFFECTIVE WIDTH OF WEBS f1 = 15.430 f2 / f1 = -2.118 k = 70.8828 Iamda = 0.05884 rho = - 46.5478 b(1) = 0.30051 b(1)+b(2) = 1.06956 ksi Compression s -0.236 Plate Buckling Coefficient Slenderness Factor lamda s 0.67321 f2 = - 32.686 ksi Tension (Eq. B2.1 -3) in (Eq.B2.3 -1) in > 0.49324 in (Eq.B2.3 -4) (Eq. B2.1 -4) b(e) = 1.53810 in (Eq.B2.1 -1) b(2) = 0.76905 in (Eq.B2.3 -2) Webs are 100.0% effective EFFECTIVE SECTION PROPERTIES Y -Y Axis Upper stiffener Upper corner Upper flange Upper corner Web Lower corner Lower flange Lower corner Lower stiffener Lc Lu Lb Lu La Lu Lb Lu Lc A 0.26905 0,10776 1.53810 0.10776 2.78810 0.10776 1.53810 Sum of Elements Y(f) = 0.59919 in y(c) = 1.15081 in A= I (y) = M(ny) = M(ay) = 0.10776 0.26905 6.83343 x 1.67530 1.63163 0.83765 0.04367 0.00000 0.04367 0.83765 1.63163 1.67530 0.56184 0,51046 in "2 0.20142 in "4 6.301 k -in 3.773 k -in Ax Ak "2 I (o) 0.4507 0.3336 0.0001 0.1758 0.1233 0.0006 1.2884 0,1170 0.3032 0.0047 0.0289 0.0006 0.0000 0.8801 0.0013 0.0047 0.0289 0.0006 1.2884 0.1170 0.3032 0.1758 0.1233 0.0006 0.4507 0.3336 0.0001 3.8393 2.0858 0.6106 S(f) = S(c) = (Eq.C3.1.1 -1) (Eq.C3.1 -1) 0.33615 in "3 0.17502 in "3 page 5 DEFLECTION DETERMINATION UNDER APPLIED MOMENT M(ay) COMPRESSION ( UPPER ) STIFFENER f = 11.224::: ksi 11.22404 LJ k= Iamda = d'(s) = Lc = d(s) = 0.4300 - 0.11271 - 0.26905 in in 0.26905 Unstiffened compression element Slenderness Factor Iamda s 0.67321 C2 = 1.00000 - Compression Stiffener 71.7 % effective Section B3.2 -(a) (Eq.B2.1 -4) (Eq.B2.1 -1) (Eq. B4.2 -11) COMPRESSION FLANGE 11.224. ksi S /3= w /t= I (s) = C1 = n= Iamda = rho = b(e) _ 21.87384 - 37.32396 - 0.000121 in"4 1.28318 - 0.5 0.38295 - 1.0000 - in 2.78810 Case II S = 65.62153 - S13 < wit <S I (a) = 0.000169 in ^4 C2 = 0.71682 - k = 4.00000 - Slenderness Factor Iamda s 0.67321 Compression Flange 100.0 % effective (Eq. B4 -1) (Eq. B4.2-6) (Eq.B4.2 -7) (Eq. B4.2 -10) (Eq. B2.1-4) (Eq.B2.1 -3) (Eq. B2.1 -1) EFFECTIVE WIDTH OF WEB f1 = f2 /f1 = k= Iamda = 9.239 ksi Compression -2.118 - s - 0.236 70.8828 Plato Buckling Coefficient 0.08254 - Slenderness Factor Iamda s 0.67321 f2 = - 19.572 ksi Tension rho = -.20.1791 - b(1) = 0.30051 in b(1) +b(2) = 1.06956 in (Eq.B2.3 -4) (Eq.B2.1 -4) (Eq. B2.1 -3) b(e) = 1.53810 in (Eq. B2.1 -1) (Eq.B2.3 -1) b(2) = 0.76905 in (Eq.B2.3 -2) > 0.49324 in Web is 100.0% effective EFFECTIVE SECTION PROPERTIES Y - Y Axis Upper stiffener Upper corner Upper flange Upper corner Web Lower corner Lower flange Lower corner Lower stiffener Sum of Elements Lc Lu Lb Lu La Lu Lb Lu Lc A 0.26905 0.10776 1.53810 0.10776 2.78810 0,10776 1.53810 y(f) = 0.59919 in y(c) = 1.15081 in A= I (y) = M(ay) = x 1.67530 1.63163 0.83765 0.04367 0.00000 0.04367 0.83765 0.10776 1.63163 0.26905 1.67530 6.83343 I 0.56184 I 0.51046 in ^2 0.20142 in ^4 Ax Ak "2 I (o) 0.4507 0.3336 0.0001 0.1758 0.1233 0.0006 1.2884 0.1170 0.3032 0.0047 0.0289 0.0006 0.0000 0.8801 0.0013 0.0047 0.0289 0.0006 1.2884 0.1170 0.3032 0.1758 0.1233 0.0006 0.4507 0.3336 0.0001 3.8393 2.0858 0.6106 S(f) = 0.33615 InA3 S(c) = 0.17502 InA3 3.773 k -in < 3.773 k -in page 8 COMPRESSION ( UPPER ) STIFFENER DETERMINATION OF P(a) f= 10.135 ksi 10.13488 CJ k= Iamda = d'(s) = Lc = d(s) = 0.4300 - 0.10710 - 0.26905 in in 0.26905 Unstiffened compression element Slenderness Factor Iamda s 0.67321 C2 = 1.00000 - Compression Stiffener 100.0 % effective Section B3.2 -(a) (Eq.B2.1 -4) (Eq. B2.1-1) (Eq. B4.2 -11) COMPRESSION FLANGE f= 10.135 ksi S /3= w /t= I (s) = C1 = n= Iamda = rho = b(e) = 23.01921 - 37.32396 -0.000121 in "4 0.95341 - 0.5 0.36389 - 1.0000 - 2.78810 Case II S = 69.05763 - S/3 < w/t < S I (a) = 0.000116 in "4 C2 = 1.04659 - k = 4.00000 - Slenderness Factor Iamda s 0.67321 in Compression Flange 100.0 % effective (Eq.B4 -1) (Eq. B4.2 -6) (Eq. B4.2 -7) (Eq. B4.2-10) (Eq. B2.1 -4) (Eq. B2,1 -3) (Eq. B2.1 -1) EFFECTIVE WIDTH OF WEBS f1 = f2 /f1 = k= Iamda = 8.343 ksi Compression -2.118 - 70.8828 0.07843 - f2 = - 17,673 ksi Tension s - 0.236 Plate Buckling Coefficient Slenderness Factor Iamda s 0.67321 (Eq. B2.3 -4) (Eq. B2.1 -4) rho = - 23.0153 - (Eq. B2.1 -3) b(e) = 1.53810 in (Eq. B2.1 -1) b(1) = 0.30051 in (Eq. B2.3 -1) b(2) = 0.76905 In (Eq. B2.3 -2) b(1) +b(2) = 1.06956 in > 0.49324 in Web is 100.0% effective EFFECTIVE SECTION PROPERTIES V -Y Axis Upper stiffener Lc Upper corner Lu Upper flange Lb Upper corner Lu Web La Lower corner Lu Lower flange Lb Lower corner Lu Lower stiffener Lc Sum of Elements y(f) = 0.59919 in y(c) = 1.15081 in A x Ax AkA2 I (o) 0.26905 1.67530 0.4507 0.3336 0.0001 0.10776 1.63163 0.1758 0.1233 0.0006 0.83765 1.2884 0.1170 0.3032 0.10776 0.04367 0.0047 0.0289 0.0006 0.00000 0.0000 0.8801 0.0013 0.10776 0.04367 0.0047 0.0289 0.0006 0.83765 1.2884 0.1170 0.3032 0.10776 1.63163 0.1758 0.1233 0.0006 0.26905 1.67530 0.4507 0.3336 0.0001 6.83343 0.56184 3.8393 2.0858 0.6106 1.53810 2.78810 1.53810 A = 0.51046 in "2 I (y) = 0.20142 in "4 P(n) = 5.173 kips P(a) = 2.694 kips S(f) = 0.33615 in 43 S(c) = 0.17502 in "3 (Eq.C4.2) (Eq.C4.1) page 9 DETERMINATION OF P(ao) ( Section C4 for L = 0 ) COMPRESSION ( UPPER ) STIFFENER f = F(n) = 36.000 ksi Li k = 0.4300 - lamda = 0.20185 - d'(s) Lc = 0.26905 in d(s) = ! 0.21041 jin Unstiffened compression element Slenderness Factor Iamda s 0.67321 C2 = 0.78203 - Compression Stiffener 78.2 % effective Section B3.2 -(a) (Eq. B2.1 -4) (Eq.B2.1 -1) (Eq. B4.2 -11) COMPRESSION FLANGE f = F(n) = 36 ;000. ksi S /3= w /t= I (s) = Cl = n= Iamda = rho = b(e) = 12.21373 20.59036 0.000121 1.21797 0.5 0.39953 1.0000 1.53810 in "4 in Case II S = 36.64120 - S /3 <w /t <S I (a) = 0.000155 in "4 C2 = 0.78203 - k = 3.58704 - Slenderness Factor Iamda s 0.67321 Compression Flange 100.0 % effective (Eq.B4 -1) (Eq. B4.2 -6) (Eq. B4.2 -7) (Eq. B4.2 -10) (Eq. B2,1 -4) (Eq. B2.1 -3) (Eq. B2.1 -1) EFFECTIVE WIDTH OF WEBS f1 = 30.739 f2/f1 = -1.485 k = 4.0000 Iamda = 0.63373 rho = 1.0000 b(1) = 0.62169 b(1) +b(2) = 2.01574 ksi Compression s - 0.236 Plate Buckling Coefficient Slenderness Factor Iamda s 0.67321 f2 = - 45.638 ksi (Eq. B2.1 -3) in (Eq. B2.3 -1) in > 0.61903 in Tension (Eq. B2.3 -4) (Eq. B2.1 -4) b(e) = 2.78810 in (Eq. B2.1 -1) b(2) = 1.39405 in (Eq. B2.3 -2) Webs are 100.0% effective EFFECTIVE SECTION PROPERTIES Y - Y Axis Upper stiffener Lc Upper corner Lu Upper flange Lb Upper corner Lu Web La Lower corner Lu Lower flange Lb Lower corner Lu Lower stiffener Lc Sum of Elements y(f) = 0.72498 in y(c) = 1.02502 in A= I (y) = P(no) = P(ao) = A x Ax AkA2 I (o) 0.26905 1.67530 0.4507 0.2625 0.0001 0.10776 1.63163 0.1758 0.0960 0.0006 0.83765 1.2884 0.0346 0.3032 0.10776 0.04367 0.0047 0.0447 0.0006 0.00000 0.0000 0.7273 0.0007 0.10776 0.04367 0.0047 0.0447 0.0006 I 1.53810 1 0.83765 1.2884 0.0346 0.3032 0.10776 1.63163 0.1758 0.0960 0.0006 0.26905 1.67530 0.4507 0.2625 0.0001 5.58343 ( 0.68763 I 3.8393 1.6028 0.6100 1.53810 1.53810 0.41708 in "2 S(f) = 0.22801 in "3 0.16530 inA4 S(c) = 0.16126 in "3 15.015 kips (Eq.C4.2) 7.820 kips (Eq.C4.1) page 10 DIAGONAL HNTB CORPORATION ARCHITECTS ENGINEERS PLANNERS COLD - FORMED STEEL DESIGN AMERICAN IRON AND STEEL INSTITUTE C- SECTION WITH UNSTIFFENED FLANGES Fy = ":: ?;:; 36 : ksi Yield point of Steel E = ::;'`:,'29500 ksi Modulus of Elasticity G = 11300 ksi Shear Modulus KxLx = '? : 4 ft KyLy = 4 ft KtLt = ' ;, '.:,:4 ft R = '::'';;;0.0313: in Inside Bend Radius t = ;:;:'0.0747 in Base Steel Thickness (14 ga ) A' = '' ;2.2500::: in Height B' = . 9 000.0,;` In Width alpha = <:< `:0000;:' - Basic Parameters a = 2.1753 in b = 0.9253 in r = 0.0686 in cgs = 0.0437 in Line Segments La = 2.0381 in Lb = 0.8941 in Lu = 0.1078 in LOAD CAPACITY DETERMINATION FULL SECTION PROPERTIES X - X Axis Compression Flange Lb Upper It.corner Lu Web La Lower It.corner Lu Tension Flange Lb A y Ay AkA2 1(o) 0.0000 0.89405 0.10776 2.03810 0.10776 0,89405 1.08765 0.9724 1.0576 0.0004 1.08133 0.1165 0.1260 0.0000 0.00000 0.0000 0.0000 0.7055 - 1.08133 - 0.1165 0,1260 0.0000 - 1.08765 - 0.9724 1.0576 0.0004 Sum y = 0.00000 in r(x) = 0.87205 In y(t) = 1.12500 in y(b) = 1.12500 in 4.04171 0.0000 2.3673 0.7063 A = 0.30192 inA2 I (x) = 0.22960 in^4 S(t) = 0.20409 inA3 S(b) = 0.20409 inA3 page 1 Y - Y Axis Ak ^2 I (o) Upper flange Lb Upper It.corner Lu Web La Lower It.corner Lu Lower flange Lb 0.89405 0.10776 2.03810 0.10776 0.89405 0.46265 0.04367 0.00000 0.04367 0.46265 0.4136 0.0047 0.0000 0.0047 0.4136 0.0584 0.0029 0.0873 0.0029 0.0584 0.0596 0.0000 0.0009 0.0000 0.0596 Sum x = 0.20701 in r(y) = 0.28574 in y(f) = 0.24436 in y(c) = 0,75564 in 4.04171 0.8367 0.2099 0.1201 A = 0.30192 inA2 1 (y) = 0.02465 inA4 S(f) = 0.10088 inA3 S(c) = 0.03262 inA3 FULL SECTION PROPERTIES 0.22894 0.228944 m = 0.32953 in J = 0.00056 inA4 C(w) = 0.02140 inA6 x(0) = - 0.53654 in r(0) = 1.06301 in B = 0.74524 - 6(w) = - 0.01471 in "5 6(t) = 0.05168 in"5 Shear Center to Centerline of Web St.Venant Torsion Constant Torsional Warping Constant 0.0075120 Distance from Centroid to Shear Center Polar Radius of Gyration Torsional - Flexural Constant j = 1.28649 in (Eq.C4.2 -3) (Eq.C3.1.2 -16) COMPRESSION FLANGE w = Lb= 0.89405 in w / t = 11.96854 in Flat width of flange < 60 o.k. [ Section B1.1- (a) -(3) < 200 o.k. [ Section B1.2 -(a) J x -x Axis y -y Axis WEB h = 2.03810 in h/t = 27.28380 - < 200 o.k. J Section B1.2 -(a) I page 2 J 3 3 Imcc011101 I RIETAIi<g> GALVANIZED FLAT STEEL SHEET Extra Smooth Finish Extra smooth finish provides the stone corrosion resistance u regu- lar- finish sheetsbut has a smoother surface for painting. Extra smoothness is impelled to galvanized sheet by temper rolling (skin passing) regular galvanized, minimum spangle. gal annealed sheet. Not all sizes available in regular finishes can be supplied with extra-smooth fssish. Formability will be slightly impaired by the temper rolling opera- tion. COATINGS The weight of zinc coating triers to the total coating on both sur- faces. Galvanized sheets for other than the above purposes will bc produc- ed to ASTM Specification A525 latest revision. With the exception of Iron -Zinc Alloy Coatinga.Coating designation 690 (commercial coating) will be furnished unless lighter coatings are specified or segotisted. Coating designations are listed in the following table. Coaling f. Igs.tlotie Prsvtous cueing Wass Minimum aback erne bytrlple-wasest (o l Mil Minimums check Sent byelogts- apotkeel IodWf) 090 Commercial .90 .80 060 Lighr .60 .30 0185 Commercial 1.83 1.60 A60 Gdvanncslcd 60 .30 A40 Gdvsnnealed .40 .30 Xeavlarthan commercial coating Coating should be included in the designation of material on the enter and ahem Id be one of the coating designations detailed below. When coating is ordered subject to one of the test weights of the ubk, the corresponding coating designation should bc inserted in the designation of the material. ) When coating is ordered by a weight not in the table. the next higher c mil weight in the same column shall determine the coating designs- When more than one weight is used in ordering. the highest coating designation determined by those unit weights shall be used. Ceding daaleaaasn. Previous sootily class 41Mirwm obese list bydiMl♦IMtteet (Wag 11# Winnow limit by.nek- apst last 104A141f1 0235 2.75 2.35 2.00 0210 230 2.10 1.80 0185 2.25 1.83 1.60 0165 2.00 1.63 1.40 0140 1.75 1.40 1.20 0115 1.50 1.15 1.00 0 O C� D 00 couP irrsrsvt.aeavict GALVANIZED FLAT STEEL SHEET TYPICAL MECHANICAL PROPERTIES HOT-DIPPED PRODUCT Property Rowdier Galvanised Estee Smooth Mlnhnum Spangle Phospk.tt>ud MksWo s Spangle Ga vann.aMd CQ 1)Q DQSK CQ DQ DQSK Yield strength tk:;) 35 -49 25.38 25.33 )7 -51 29 -42 27 -38 Ultimate tensile strength (tai) 45-57 42 -50 40-47 46.38 43.31 40.46 Elonpti .e (Sf:in 2 inches) 23 -37 33 -43 35-45 20-35 30- 38 32-40 Base metal hardness (Rockwell B) 50-65 45.58 36.50 56-72 50-62 45 -39 1 T a l l s (S Ou t2. ego touc..T 30 Broadway, ill' Designation: A 526/A 526M — 90 Standard Specification for Steel Sheet, Zinc - Coated (Galvanized) by the Hot -Dip Process, Commercial Quality' This standard is issued under the fixed designation A 526/A 526M; the number immediately following the designation indicates the year of original adoption or, in the case of revision, the year of last revision. A number in parentheses indicates the year of last reapproval. A superscript epsilon (e) indicates an editorial change since the last revision or reapproval. This specification has been approved for use by agencies of the Department of Defense. Consult the DoD Index of Specifications and Standards for the specie; year of issue which has been adnr led by the Department of Defense. 1. Scope 1.1 This specification covers steel sheet of commercial quality in coils and cut lengths, zinc- coated (galvanized). Material of this quality is intended primarily for bending and moderate forming applications. Commercial quality galva- nized sheet is produced with any of the types of coating and coating designations described and listed in the latest revi- sion of Specification A 525 or A 525M. 1.2 This specification is applicable for orders in either inch -pound units (as A 526) or in SI units (as A 526M). 1.3 Material supplied under this specification shall meet the applicable requirements of the latest revision of Specifi- cation A 525 or A 525M, unless otherwise specified herein. 2. Referenced Documents 2.1 ASTM Standards: A 525 Specification for General Requirements for Steel Sheet, Zinc - Coated (Galvanized) by the Hot -Dip Process2 A 525M Specification for General Requirements for Steel Sheet, Zinc- Coated (Galvanized) by the Hot -Dip Process [Metric]2 3. Ordering Information 3.1 Galvanized sheet in coils and cut lengths is ordered to decimal thickness only and thickness tolerances apply, The thickness of the sheet includes both the base metal and the coating. 3.2 Orders for material to this specification shall include the following information, as necessary, to describe ade- quately the desired product: ' This specification is under the jurisdiction of ASTM Committee A -5 on Metallic- Coated Iron and Steel Products and is the direct responsibility of Subcommittee A05.11 on Sheet Specifications. Current edition approved September 28, 1990. Published November 1990. Originally published as A 526 - 64 T. Last previous edition A 526 - 85. 2 Annual Book of ASTM Standards, Vol 01.06. 975 3.2.1 Name of material (steel sheet, zinc - coated (galva- nized), commercial quality), 3.2.2 Copper steel (when required), 3.2.3 ASTM designation and year of issue, as A 526 - for orders in inch -pound units, or as A 526M - for orders in SI units, 3.2.4 Coating designation and type of coating, as de- scribed in Specification A 525 or A 525M, 3.2.5 Specify whether chemically treated or not chemi- cally treated, 3.2.6 Specify whether oiled or not oiled, 3.2.7 Extra smooth (if required), 3.2.8 Phosphatized (if required), 3.2.9 Dimensions (show thickness, width, and length, if cut length), 3.2.10 Coil size requirements (specify maximum outside diameter, acceptable inside diameter and maximum weight), 3.2.11 Application (show part identification and descrip- tion), and 3.2.12 Special requirements (if required). Nore —A typical ordering description is as follows: Galvanized Sheet, Commercial Quality ASTM A 526 - , Coating Designation G 115, Chemically Treated, Oiled, 0.040 by 34 by 117 in., for Stock Tanks, or Galvanized Sheet, Commercial Quality ASTM A 526M - , Coating Designation Z 275, Chemically Treated, Oiled, 0.50 by 800 mm by Coil, 600 mm inside diameter, 9000 kg max, for Stock Tanks. 4. Chemical Composition 4.1 The cast or heat analysis of the steel shall conform to the requirements as to chemical composition prescribed in Table 1. t1 A 526/A 526M TABLE 1 Chemical Requirements Element Percent Carbon, max Manganese, max Phosphorus, max Sulfur, max Copper, when copper steel is specified, min 0.15 0.60 0.035 0.040 0.20 The American Society for Testing and Materials takes no position respecting the validity of any patent rights asserted in connection with any item mentioned In this standard. Users of this standard are expressly advised that determination of the validity of any such patent rights, and the risk of infringement of such rights, are entirely their own responsibility. This standard is subject to revision at any time by the responsible ts' hnical committee and must be reviewed every five years and 11 not revised, either reapproved or withdrawn. Your comments are invited either for revision of this standard or for additional standards and should be addressed to ASTM Headquarters. Your comments wilt receive careful consideration at a meeting of the responsible technical committee, which you may attend. ll you feel that your comments have not received a fair hearing you should make your views known to the ASTM Committee on Standards, 1916 Race St., Philadelphia, PA 19103. 4[1 1. Sc 1.1 qualit. Mater fabric: formir requir: are in qualit• qualit} prescri A 525' coatis, Coatis 1.2 inch -p, 1.3 the aP1 cation 2. Ref. 2.1. A52 Sh Prt A52. Sh Pr. A52t (G QL This Metallic -C Subcomm Curren Originalh 2 Annh. PAGE NO. 1 ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * STAAD- III * * Revision 18.Oa * * Proprietary Program of * * RESEARCH ENGINEERS, Inc. * * Date= DEC 17, 1993 * * Time= 18:21:43 * * * ******************* * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1. STAAD SPACE SHELF -SPAN TYPE "A" 2. UNITS KIP IN 3. JOINT COORDINATES 4. 1 0 0 0 49 0 144 0 5. 50 96 0 0 98 96 144 0 6. 99 0 0 24 147 0 144 24 7. 148 96 0 24 196 96 144 24 8. 300 12 144 0 ; 301 48 144 0 ; 302 84 144 0 9. 303 12 144 24 ; 304 48 144 24 ; 305 84 144 24 10. 306 12 114 0 ; 307 48 114 0 ; 308 84 114 0 11. 309 12 114 24 ; 310 48 114 24 ; 311 84 114 24 12. 312 12 90 0 ; 313 48 90 0 ; 314 84 90 0 13. 315 12 90 24 ; 316 48 90 24 ; 317 84 90 24 14. * ** 6.13 MEMBER INCIDENCES SPECIFICATION * ** 15. MEMB INC 16. ** COLUMNS 17. 1 1 2 48 18. 49 50 51 96 19. 97 99 100 144 20. 145 148 149 192 21. ** BEAMS 22. 300 49 300 23. 301 300 301.302 24. 303 302 98 25. 304 147 303 26. 305 303 304 306 27. 307 305196 29. 308 3.9 306 30. 309 306 307 310 31. 311 308 88 32. 312 137 309 33. 313 309 310 314 34. 315 311 186 36. 316 31 312 37. 317 312 313 318 38. 319 314 80 39. 320 129 315 40. 321 315 316322 41. 323 317 178 42. ** DECK SUPPORTS 43. 400 300 303 402 44. 403 306 309 405 45. 406 312 315 408 46. ** BRACING 47. 500 3 101 48. 501 10 117 49. 502 2.6 124 SHELF -SPAN TYPE "A" 50. 503 33 140 51. 504 49 147 53. 505 52 150 54. 506 59 166 55. 507 75 173 56. 508 82 189 57. 509 98 196 58. * ** 6.20 MEMBER PROPERTY SPECIFICATION * ** 59. UNIT INCH 60. MEMB PROP 61. 1 TO 192 PRISMATIC AX .51046 IZ .75903 IY .20142 62. 300 TO 323 PRISMATIC AX .51046 IZ .75903 IY .20142 63. 400 TO 408 PRISMATIC AX .30192 IZ .22960 IY .02465 64. 500 TO 509 PRISMATIC AX .30192 IZ .22960 IY .02465 65. * ** 6.23 MEMBER TRUSS /CABLE SPECIFICATION * ** 66. MEMB TRUSS 67. 400 TO 408 500 TO 509 68. * ** 6.26 CONSTANT SPECIFICATION * ** 69. CONSTANT 70. E STEEL ALL 71. DEN STEEL ALL 72. * ** 6.27 SUPPORT SPECIFICATION * ** 73. SUP 74. 1 TO 148 BY 49 PIN 75. UNITS KIP FEET 76. * ** 6.31 DEFINITION OF LOAD SYSTEM * ** 77. UNIT FEET 78. DEFINE UBC LOAD 79. ZONE 0.4 I 1.0 RWX 5 RWZ 5 S 1.5 80. SELFWEIGHT 81. JOINT WEIGHT _:..9 82. 39 TO 183 BY 49 WEIGHT 0.025 83. 306 308 309 311 WEIGHT 0.100 84. 307 310 WEIGHT 0.150 85. 31 TO 175 BY 49 WEIGHT 0.025 86. 312314 315 317 WEIGHT 0.100 87. 313 316 WEIGHT 0.150 88. * ** 6.32 LOADING SPECIFICATION * ** 89. LOADING 1 SEISMIC PARALLEL TO X -AXIS 90. UBC LOAD X 1.0 91. LOADING 2 SEISMIC PARALLEL TO Z -AXIS 92. UBC LOAD Z 1.0 93. LOADING 3 94. SELF Y -1.0 95. MEM LOA 96. 300 TO 323 UNI GY -.0375 97. * ** 6.35 LOAD. COMBINATION SPECIFICATION * ** 98. *LOAD COMB 3 TL LOAD 99. *1 1.4 2 1.7 100. * ** 6.37 ANALYSIS SPECIFICATION * ** 101. PERFORM ANALYSIS PRINT LOAD DATA -- PAGE NO. 2 SHELF-SPAN TYPE "A" PROBLEM STATISTICS PAGE NO. 3 NUMBER OF JOINTS/MEMBER+ELEMENTS/SUPPORTS = 214/ 235/ 4 ORIGINAL/FINAL BAND-WIDTH = 178/ 9 TOTAL PRIMARY LOAD CASES = 3, TOTAL DEGREES OF FREEDOM = 1272 SIZE OF STIFFNESS MATRIX = 76320 DOUBLE PREC. WORDS TOTAL REQUIRED DISK SPACE = 13.79 MEGA-BYTES SHELF -SPAN TYPE "A" -- PAGE NO. 4 _,OADING 1 SEISMIC PARALLEL TO X -AXIS LOADING 2 SEISMIC PARALLEL TO Z -AXIS LOADING 3 LOADING 3 SELFWEIGHT Y -1.000 ACTUAL WEIGHT OF THE STRUCTURE = MEMBER LOAD - UNIT KIP FEET MEMBER UDL Li L2 300 -0.037 GY 0.00 1.00 301 -0.037 GY 0.00 3.00 302 -0.037 GY 0.00 3.00 303 -0.037 GY 0.00 1.00 304 -0.037 GY 0.00 1.00 305 -0.037 GY 0.00 3.00 306 -0.037 GY 0.00 3.00 (( 307 -0.037 GY 0.00 1.00 \, 308 -0.037 GY 0.00 1.00 .1 309 -0.037 GY 0.00 3.00 310 -0.037 GY 0.00 3.00 311 -0.037 GY 0.00 1.00 312 -0.037 GY 0.00 1.00 313 -0.037 GY 0.00 3.00 314 -0.037 GY 0.00 3.00 315 -0.037 GY 0.00 1.00 316 -0.037 GY 0.00 1.00 317 -0.037 GY 0.00 3.00 318 -0.037 GY 0.00 3.00 319 -0.037 GY 0.00 1.00 320 -0.037 GY 0.00 1.00 321 -0.037 GY 0.00 3.00 322 -0.037 GY 0.00 3.00 323 -0.037 GY 0.00 1.00 ++ ++ ++ ++ PROCESSING ELEMENT PROCESSING GLOBAL PROCESSING TRIANG CALCULATING JOINT CON STIFFNESS MATRIX. STIFFNESS MATRIX. ULAR FACTORIZATION. DISPLACEMENTS. 0.210 KIP L LIN1 LIN2 18:22: 2 18:22: 6 18:22:23 18:22:59 SHELF -SPAN TYPE "A" -- PAGE NO. 5 ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * CALC /USED PERIOD FOR X UBC = 0.8381/ 0.8381 SEC * C, C -ALT = 2.1093 , 4.0471, LOAD FACTOR = 1.000 * * UBC FACTOR V = 0.2200 X 1.76 = 0.39 KIP * * * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * * * CALC /USED PERIOD FOR Z UBC = 0.7118/ 0.7118 SEC * * C, C -ALT = 2.3520 , 4.0471, LOAD FACTOR = 1.000 * UBC FACTOR V = 0.2200 X 1.76 = 0.39 KIP * * * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** JOINT LATERAL LOAD (KIP ), LOAD - 1 FACTOR - 1.000 175 FX 0.004 31 FX 0.005 80 FX 0.005 312 FX 0.019 313 FX 0.029 314 FX 0.019 315 FX 0.019 316 FX 0.029 317 FX 0.019 * * TOTAL = 0.145 AT LEVEL 7.500 FEET * 183 FX 0.005 * * TOTAL = 0.006 AT LEVEL 8.750 FEET * 39 FX 0.006 88 FX 0.006 306 FX 0.024 307 FX 0.037 308 FX 0.024 309 FX 0.024 310 FX 0.037 311 FX 0.024 * * TOTAL = 0.184 AT LEVEL 9.500 FEET * 49 FX 0.002 98 FX 0.002 147 FX 0.002 196 FX 0.002 300 FX 0.004 301 FX 0.005 302 FX 0.004 303 FX 0.004 304 FX 0.005 305 FX 0.004 SHELF -SPAN TYPE "A" * * TOTAL = * 0.034 AT LEVEL 12.000 FEET JOINT LATERAL LOAD (KIP ), LOAD - 2 FACTOR - 1.000 175 FZ 0.004 31 FZ 0.005 80 FZ 0.005 312 FZ 0.020 313 FZ 0.029 314 FZ 0.020 315 FZ 0.020 316 FZ 0.029 317 FZ 0.020 * * TOTAL = 0.147 AT LEVEL 7.500 FEET * 183 FZ 0.006 * * TOTAL = 0.006 AT LEVEL 8.750 FEET * 39 FZ 0.006 88 FZ 0.006 306 FZ 0.025 307 FZ 0.037 308 FZ 0.025 309 FZ 0.025 310 FZ 0.037 311 FZ 0.025 * * TOTAL = 0.186 AT LEVEL 9.500 FEET * 49 FZ 0.002 98 FZ 0.002 147 FZ 0.002 196 FZ 0.002 300 FZ 0.004 301 FZ 0.005 302 FZ 0.004 303 FZ 0.004 304 FZ 0.005 305 FZ 0.004 * * TOTAL = 0.031 AT LEVEL 12.000 FEET * ++ CALCULATING MEMBER FORCES. 18:23:48 * * * * * * * * * * ** END OF DATA FROM INTERNAL STORAGE• * * * * * * * * * * ** ( r02. * ** 6.41 PRINT SPECIFICATIONS * ** 103. UNITS POUNDS 104. PRINT ANALYSIS RESULTS LIST 145 TO 192 300 TO 307 400 TO 402 505 TO 509 SHELF -SPAN TYPE "A" JOINT DISPLACEMENT (INCH RADIANS) JOINT LOAD X -TRANS 1 1 0.00000 2 0.00000 3 0.00000 2 1 0.06982 2 - 0.00002 3 - 0.00078 3 1 0.13953 2 - 0.00005 3 - 0.00155 4 1 0.20898 2 - 0.00007 3 - 0.00231 5 1 0.27808 2 - 0.00009 3 - 0.00305 6 1 0.34668 2 - 0.00011 3 - 0.00378 7 1 0.41467 2 - 0.00014 3 - 0.00448 8 1 0.48193 2 - 0.00016 3 - 0.00514 9 1 0.54834 2 - 0.00018 3 - 0.00578 10 1 0.61377 2 - 0.00020 3 - 0.00637 11 1 0.67810 2 - 0.00022 3 - 0.00692 12 1 0.74121 2 - 0.00025 3 - 0.00741 13 1 0.80298 2 - 0.00027 3 - 0.00785 14 1 0.86328 2 - 0.00029 3 - 0.00823 15 1 0.92200 2 - 0.00031 3 - 0.00854 16 1 0.97902 2 - 0.00033 3 - 0.00879 Y -TRANS 0.00000 0.00000 0.00000 0.00004 0.00017 - 0.00010 0.00009 0.00034 - 0.00020 0.00013 0.00051 - 0.00030 0.00018 0.00068 - 0.00041 0.00022 0.00085 - 0.00051 0.00027 0.00102 - 0.00061 0.00031 0.00119 - 0.00071 0.00036 0.00136 - 0.00081 0.00040 0.00153 - 0.00091 0.00045 0.00158 - 0.00101 0.00049 0.00164 - 0.00111 0.00054 0.00170 - 0.00121 0.00058 0.00176 - 0.00131 0.00063 0.00182 - 0.00141 0.00067 0.00187 - 0.00151 -- PAGE NO. 7 STRUCTURE TYPE'= SPACE Z -TRANS 0.00000 0.00000 0.00000 - 0.00009 0.04909 0.00011 - 0.00017 0.10051 0.00022 - 0.00026 0.15592 0.00033 - 0.00035 0.21436 0.00044 - 0.00043 0.27423 0.00054 - 0.00052 0.33389 0.00065 - 0.00060 0.39174 0.00075 - 0.00068 0.44615 0.00086 - 0.00076 0.49552 0.00097 - 0.00083 0.53859 0.00107 - 0.00089 0.57564 0.00118 - 0.00095 0.60731 0.00129 - 0.00101 0.63423 0.00140 - 0.00106 0. 65704 0.00150 - 0.00111 0.67640 0.00161 X -ROTAN - 0.00003 0.01623 0.00004 - 0.00003 0.01662 0.00004 -0.00003 0.01778 0.00004 - 0.00003 0.01907 0.00004 - 0.00003 0.01981 0.00004 - 0.00003 0.02001 0.00004 - 0.00003 0.01968 0.00004 - 0.00003 0.01880 0.00004 - 0.00003 0.01739 0.00004 - 0.00002 0.01543 0.00004 - 0.00002 0.01332 0.00004 - 0.00002 0.01142 0.00004 - 0.00002 0.00973 0.00004 - 0.00002 0.00825 0.00004 - 0.00002 0.00699 0.00004 - 0.00002 0.00595 0.00004 Y -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 0.00000 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 0.00000 0.00000 0.00000 0.00000 0.00000 0.00000 Z -ROTAN - 0.02328 0.00001 0.00026 - 0.02326 0.00001 0.00026 - 0.02320 0.00001 0.00026 - 0.02310 0.00001 0.00025 - 0.02296 0.00001 0.00025 - 0.02277 0.00001 0.00024 - 0.02255 0.00001 0.00023 - 0.02228 0.00001 0.00022 - 0.02198 0.00001 0.00020 - 0.02163 0.00001 0.00019 - 0.02125 0.00001 0.00017 - 0.02082 0.00001 0.00016 - 0.02035 0.00001 0.00014 - 0.01984 0.00001 0.00012 - 0.01930 0.00001 0.00009 - 0.01871 0.00001 0.00007 SHELF -SPAN TYPE "A" JOINT DISPLACEMENT (INCH RADIANS) JOINT LOAD X -TRANS 17 1 2 3 18 1 2 3 19 1 2 3 20 1 2 3 21 1 2 3 22 1 2 3 23 1 2 3 24 1 2 3 25 1 2 3 26 1 2 3 27 1 2 3 28 1 2 3 29 1 2 3 30 1 2 3 31 1 2 3 32 1 2 3 1.03420 - 0.00034 - 0.00895 1.08744 - 0.00036 - 0.00904 1.13860 - 0.00038 - 0.00903 1.18757 - 0.00040 - 0.00894 1.23422 - 0.00041 - 0.00875 1.27844 - 0.00043 - 0.00846 1.32010 - 0.00044 - 0.00806 1.35908 - 0.00046 - 0.00755 1.39526 - 0.00047 - 0.00692 1.42852 - 0.00048 - 0.00617 1.45874 - 0.00050 - 0.00529 1.48579 - 0.00051 - 0.00428 1.50957 - 0.00052 - 0.00313 1.52994 - 0.00053 - 0.00184 1.54678 - 0.00053 - 0.00041 1.56139 - 0.00054 0.00074 Y -TRANS 0.00072 0.00193 - 0.00161 0.00076 0. 00199 - 0.00171 0.00080 0.00205 - 0.00181 0.00085 0.00211 - 0.00191 0.00089 0.00217 - 0.00201 0.00094 0.00222 - 0.00211 0.00098 0.00228 - 0.00221 0.00103 0.00234 - 0.00231 0.00107 0.00240 - 0.00241 0.00112 0.00246 - 0.00251 0.00116 0.00251 - 0.00261 0.00121 0.00257 - 0.00271 0.00125 0.00263 - 0.00280 0.00130 0.00269 - 0.00290 0.00134 0.00275 - 0.00300 0.00136 0.00280 - 0.00307 -- PAGE NO. 8 STRUCTURE TYPE = SPACE Z -TRANS - 0.00115 0.69293 0.00171 - 0.00119 0.70729 0.00182 - 0.00123 0.72010 0.00192 - 0.00126 0.73202 0.00203 - 0.00129 0.74369 0.00213 - 0.00132 0.75574 0.00223 - 0.00135 0.76883 0.00233 - 0.00138, 0.78359 0.00242 - 0.00140 0.80067 0.00252 - 0.00143 0.82071 0.00261 - 0.00145 0.84406 0.00270 - 0.00147 0.86990 0.00279 - 0.00149 0.89711 0.00287 - 0.00151 0.92458 0.00295 - 0.00153 0.95119 0.00303 - 0.00155 0.97588 0.00311 X -ROTAN - 0.00001 0.00511 0.00004 - 0.00001 0.00449 0.00003 - 0.00001 0.00409 0.00003 - 0.00001 0.00390 0.00003 - 0.00001 0.00392 0.00003 - 0.00001 0.00415 0.00003 - 0.00001 0.00461 0.00003 - 0.00001 0.00527 0.00003 - 0.00001 0.00615 0.00003 - 0.00001 0.00724 0.00003 - 0.00001 0.00826 0.00003 - 0.00001 0.00890 0.00003 - 0.00001 0.00918 0.00003 - 0.00001 0.00908 0.00003 - 0.00001 0.00860 0.00003 - 0.00001 0.00780 0.00003 Y -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 0.00000 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 - 0.00003 - 0.00550 0.00000 0.00000 0.00000 0.00000 Z -ROTAN - 0.01808 0.00001 0.00004 - 0.01741 0.00001 0.00001 - 0.01670 0.00001 -0.00002 - 0.01594 0.00001 - 0.00005 - 0.01515 0.00001 - 0.00008 - 0.01432 0.00001 - 0.00011 - 0.01345 0.00000 - 0.00015 - 0.01253 0.00000 - 0.00019 - 0.01158 0.00000 - 0.00023 - 0.01059 0.00000 - 0.00027 - 0.00955 0.00000 - 0.00031 - 0.00848 0.00000 - 0.00036 - 0.00736 0.00000 - 0.00041 - 0.00621 0.00000 - 0.00045 - 0.00501 0.00000 - 0.00050 - 0.00472 0.00000 - 0.00027 SHELF -SPAN TYPE "A" JOINT DISPLACEMENT (INCH RADIANS) JOINT LOAD X -TRANS 33 1 1.57509 2 - 0.00055 3 0.00125 34 1 1.58780 2 - 0.00055 3 0.00129 35 1 1.59946 2 - 0.00056 3 0.00103 36 1 1.60998 2 - 0.00056 3 0.00061 37 1 1.61930 2 - 0.00057 3 0.00020 38 1 1.62735 2 - 0.00057 3 - 0.00004 39 1 1.63405 2 - 0.00058 3 0.00004 40 1 1.63990 2 - 0.00058 .3 3 0.00010 41 1 1.64543 2 - 0.00059 3 - 0.00023 42 1 1.65062 2 - 0.00059 3 - 0.00080 43 1 1.65547 2 - 0.00060 3 - 0.00147 44 1 1.65996 2 - 0.00060 3 - 0.00211 45 1 1.66409 2 - 0.00061 3 - 0.00255 46 1 1.66784 2 - 0.00061 3 - 0.00267 47 1 1.67120 2 - 0.00062 3 - 0.00232 48 1 1.67415 2 - 0.00062 3 - 0.00135 Y -TRANS 0.00137 0.00286 - 0.00313 0.00139 0.00286 - 0.00320 0.00140 0.00286 - 0.00326 0.00142 0.00286 - 0.00333 0.00144 0.00286 - 0.00340 0.00145 0.00286 - 0.00346 0.00147 0.00286 - 0.00353 0.00147 0.00286 - 0.00356 0.00148 0.00286 - 0.00359 0.00148 0.00286 - 0.00363 0.00149 0.00286 - 0.00366 0.00149 0.00286 - 0.00369 0.00149 0.00286 - 0.00372 0.00150 0.00286 - 0.00376 0.00150 0.00286 - 0.00379 0.00151 0.00286 - 0.00382 -- PAGE NO. 9 STRUCTURE TYPE = SPACE Z -TRANS - 0.00156 0.99772 0.00318 - 0.00158 1.01606 0.00326 - 0.00159 1.03101 0.00333 - 0.00159 1.04289 0.00339 - 0.00160 1.05200 0.00346 - 0.00161 1.05868 0.00352 - 0.00161 1.06322 0.00359 - 0.00162 1.06593 0.00365 - 0.00162 1.06701 0.00371 - 0.00162 1.06664 0.00378 - 0.00162 1.06500 0.00384 - 0.00162 1.06226 0.00390 - 0.00162 1.05861 0.00396 - 0.00162 1.05423 0.00402 - 0.00162 1.04930 0.00408 - 0.00162 1.04401 0.00414 X -ROTAN 0.00000 0.00671 0.00002 0.00000 0.00553 0.00002 0.00000 0.00445 0.00002 0.00000 0.00348 0.00002 0.00000 0.00261 0.00002 0.00000 0.00185 0.00002 0.00000 0.00120 0.00002 0.00000 0.00062 0.00002 0.00000 0.00011 0.00002 0.00000 - 0.00035 0.00002 0.00000 - 0.00074 0.00002 0.00000 - 0.00107 0.00002 0.00000 - 0.00135 0.00002 0.00000 - 0.00156 0.00002 0.00000 - 0.00171 0.00002 0.00000 - 0.00181 0.00002 Y -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 0.00000 0.00000 0.00000 - 0.00003 - 0.00385 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 0.00000 Z -ROTAN - 0.00441 0.00000 - 0.00008 - 0.00407 0.00000 0.00005 - 0.00370 0.00000 0.00012 - 0.00331 0.00000 0.00015 - 0.00290 0.00000 0.00012 - 0.00246 0.00000 0.00004 - 0.00200 0.00000 - 0.00010 - 0.00190 0.00000 0.00005 - 0.00179 0.00000 0.00016 - 0.00167 0.00000 0.00022 - 0.00156 0.00000 0.00023 - 0.00144 0.00000 0.00019 - 0.00131 0.00000 0.00010 - 0.00119 0.00000 - 0.00003 - 0.00105 0.00000 - 0.00021 - 0.00092 0.00000 - 0.00044 SHELF -SPAN TYPE "A" -- PAGE NO. 10 JOINT DISPLACEMENT (INCH RADIANS) STRUCTURE TYPE = SPACE JOINT LOAD X -TRANS Y -TRANS Z -TRANS X -ROTAN Y -ROTAN 49 1 1.67670 2 - 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220.42 - 836.24 502.38 220.79 - 874.33 502.38 - 208.42 836.29 502.38 208.18 874.32 502.38 PAGE NO. 21 FORCE -Z MOM -X MOM -Y MOM Z -0.16 503.18 - 0.14 - 0.09 528.91. -0.14 0.35 -691.90 0.14. 0.08 - 727.27 0.14 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 SHELF -SPAN TYPE "A" -- PAGE NO. 22 '.IEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 1 1 1 - 220.42 99.50 -0.16 0.00 0.00 0.00 2 220.42 -99.50 0.16 0.00 0.04 24.88 2 1 - 836.24 -0.03 503.18 0.00 0.00 0.00 2 836.24 0.03 - 503.18 0.00 - 125.79 -0.01 3 1 502.38 -4.15 -0.14 0.00 0.00 0.00 2 - 501.95 4.15 0.14 0.00 0.03 -1.04 2 1 2 - 220.42 99.48 -0.16 0.00 -0.04 -24.89 3 220.42 -99.48 0.16 0.00 0.08 49.76 2 2 - 836.24 -0.03 503.15 0.00 125.80 0.01 3 836.24 0.03 - 503.15 0.00 - 251.58 -0.01 3 2 501.95 -4.15 -0.14 0.00 -0.03 1.04 3 - 501.51 4.15 0.14 0.00 0.07 -2.07 3 1 3 - 220.42 99.66 0.22 0.00 -0.08 -49.76 4 220.42 -99.66 -0.22 0.00 0.03 74.65 2 3 - 836.24 -0.03 - 349.83 0.00 251.59 0.01 4 836.24 0.03 349.83 0.00 - 164.13 -0.02 3 3 500.49 -4.15 0.06 0.00 -0.07 2.07 4 - 500.06 4.15 -0.06 0.00 0.05 -3.11 1 4 - 220.42 99.53 0.22 0.00 -0.03 -74.67 5 220.42 -99.53 -0.22 0.00 -0.03 99.50 2 4 - 836.24 -0.03 - 349.84 0.00 164.13 0.02 5 836.24 0.03 349.84 0.00 -76.67 -0.03 3 4 500.06 -4.15 0.06 0.00 -0.05 3.11 5 - 499.62 4.15 -0.06 0.00 0.04 -4.15 5 1 5 - 220.42 99.46 0.22 0.00 0.03 -99.52 6 220.42 -99.46 -0.22 0.00 -0.08 124.39 2 5 - 836.24 -0.03 - 349.78 0.00 76.67 0.03 6 836.24 0.03 349.78 0.00 10.78 -0.04 3 5 499.62 -4.14 0.06 0.00 -0.04 4.15 6 - 499.19 4.14 -0.06 0.00 0.03 -5.18 6 1 6 - 220.42 99.23 0.22 0.00 0.08 - 124.46 7 220.42 -99.23 -0.22 0.00 -0.14 149.24 2 6 - 836.24 -0.03 - 349.78 0.00 -10.78 0.04 7 836.24 0.03 349.78 0.00 98.23 -0.04 3 6 499.19 -4.14 0.06 0.00 -0.03 5.18 7 - 498.76 4.14 -0.06 0.00 0.01 -6.22 7 1 7 - 220.42 99.68 0.22 0.00 0.14 - 149.30 8 220.42 -99.68 -0.22 0.00 -0.19 174.14 2 7 - 836.24 -0.03 - 349.75 0.00 -98.24 0.04 8 836.24 0.03 349.75 0.00 185.67 -0.05 3 7 498.76 -4.15 0.06 0.00 -0.01 6.22 8 - 498.32 4.15 -0.06 0.00 0.00 -7.26 SHELF -SPAN TYPE "A" -- PAGE NO. 23 ( MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 8 1 8 - 220.42 99.47 0.22 0.00 0.19 - 174.16 9 220.42 -99.47 -0.22 0.00 -0.24 198.98 2 8 - 836.24 -0.03 - 349.64 0.00 - 185.70 0.05 9 836.24 0.03 349.64 0.00 273.09 -0.06 3 8 498.32 -4.15 0.06 0.00 0.00 7.26 9 - 497.89 4.15 -0.06 0.00 -0.02 -8.29 9 1 9 - 220.53 99.51 0.12 0.00 0.24 - 198.99 10 220.53 -99.51 -0.12 0.00 -0.27 223.83 2 9 - 836.24 -0.03 - 349.73 0.00 - 273.11 0.06 10 836.24 0.03 349.73 0.00 360.55 -0.06 3 9 497.89 -4.15 0.06 0.00 0.02 8.29 10 - 497.46 4.15 -0.06 0.00 -0.03 -9.33 10 1 10 - 220.63 99.10 0.03 0.00 0.27 - 223.86 11 220.63 -99.10 -0.03 0.00 -0.28 248.76 2 10 - 287.01 -0.03 138.51 0.00 - 360.56 0.06 11 287.01 0.03 - 138.51 0.00 325.91 -0.07 3 10 495.80 -4.15 -0.04 0.00 0.03 9.33 11 - 495.37 4.15 0.04 0.00 -0.02 -10.36 (_,L1 1 11 - 220.74 99.10 -0.07 0.00 0.28 - 248.74 12 220.74 -99.10 0.07 0.00 -0.26 273.52 2 11 - 287.01 -0.03 138.54 0.00 - 325.90 0.07 12 287.01 0.03 - 138.54 0.00 291.24 -0.08 3 11 495.37 -4.15 -0.04 0.00 0.02 10.36 12 - 494.93 4.15 0.04 0.00 -0.01 -11.40 12 1 12 - 220.74 99.14 -0.07 0.00 0.26 - 273.54 13 220.74 -99.14 0.07 0.00 -0.25 298.36 2 12 - 287.01 -0.03 138.36 0.00 - 291.21 0.08 13 287.01 0.03 - 138.36 0.00 256.64 -0.09 3 12 494.93 -4.15 -0.04 0.00 0.01 11.40 13 - 494.50 4.15 0.04 0.00 0.00 -12.44 13 1 13 - 220.74 99.75 -0.07 0.00 0.25 - 298.25 14 220.74 -99.75 0.07 0.00 -0.23 323.18 2 13 - 287.01 -0.03 138.74 0.00 - 256.60 0.09 14 287.01 0.03 - 138.74 0.00 221.93 -0.09 3 13 494.50 -4.14 -0.04 0.00 0.00 12.44 14 - 494.07 4.14 0.04 0.00 0.01 -13.47 14 1 14 - 220.74 99.29 -0.07 0.00 0.23 - 323.13 15 220.74 -99.29 0.07 0.00 -0.21 347.96 2 14 - 287.01 -0.03 138.47 0.00 - 221.90 0.09 15 287.01 0.03 - 138.47 0.00 187.30 -0.10 3 14 494.07 -4.15 -0.04 0.00 -0.01 13.47 15 - 493.63 4.15 0.04 0.00 0.02 -14.51 15 1 15 - 220.74 99.37 -0.07 0.00 0.21 - 347.89 16 220.74 -99.37 0.07 0.00 -0.20 372.74 SHELF -SPAN TYPE "A" -- PAGE NO. 24 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 15 - 287.01 -0.03 138.61 0.00 - 187.23 0.10 16 287.01 0.03 - 138.61 0.00 152.59 -0.11 3 15 493.63 -4.15 -0.04 0.00 -0.02 14.51 16 - 493.20 4.15 0.04 0.00 0.03 -15.55 16 1 16 - 220.74 99.64 -0.06 0.00 0.20 - 372.63 17 220.74 -99.64 0.06 0.00 -0.18 397.62 2 16 - 287.01 -0.03 138.91 0.00 - 152.59 0.11 17 287.01 0.03 - 138.91 0.00 117.86 -0.11 3 16 493.20 -4.14 -0.04 0.00 -0.03 15.55 17 - 492.77 4.14 0.04 0.00 0.04 -16.58 17 1 17 - 220.74 99.60 -0.06 0.00 0.18 - 397.44 18 220.74 -99.60 0.06 0.00 -0.17 422.34 2 17 - 287.01 -0.03 138.75 0.00 - 117.87 0.11 18 287.01 0.03 - 138.75 0.00 83.18 -0.12 3 17 492.77 -4.14 -0.04 0.00 -0.04 16.58 18 - 492.33 4.14 0.04 0.00 0,05 -17.62 18 1 18 - 220.74 100.55 -0.06 0.00 0.17 - 422.24 19 220.74 - 100.55 0.06 0.00 -0.15 447.13 2 18 - 287.01 -0.03 138.84 0.00 -83.17 0.12 19 287.01 0.03 - 138.84 0.00 48.46 -0.13 3 18 492.33 -4.14 -0.04 0.00 -0.05 17.62 19 - 491.90 4.14 0.04 0.00 0.06 -18.66 19 1 19 - 220.74 99.23 -0.06 20 220.74 -99.23 0.06 2 19 287.01 -0.03 138.94 20 287.01 0.03 - 138.94 3 19 491.90 -4.14 -0.04 20 - 491.47 4.14 0.04 20 1 20 - 220.74 100.86 -0.06 21 220.74 - 100.86 0.06 2 20 - 287.01 -0.03 138.51 21 287.01 0.03 - 138.51 3 20 491.46 -4.14 -0.04 21 - 491.03 4.14 0.04 21 1 21 - 220.74 98.85 -0.06 22 220.74 -98.85 0.06 2 21 - 287.01 -0.03 139.02 22 287.01 0.03 - 139.02 3 21 491.03 -4.16 -0.04 22 - 490.60 4.16 0.04 22 1 22 - 220.74 99.66 -0.06 23 220.74 -99.66 0.06 2 22 - 287.01 -0.03 139.10 23 287.01 0.03 - 139.10 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 0.15 - 446.96 -0.13 471.77 -48.47 0.13 13.72 -0.13 -0.06 18.66 0.08 -19.69 0.13 - 471.56 -0.12 496.86 -13.68 0.13 -20.97 -0.14 -0.08 19.69 0.09 -20.73 0.12 - 496.61 -0.10 521.16 21.02 0.14 -55.78 -0.15 -0.09 20.73 0.10 -21.77 0.10 - 521.19 -0.09 546.02 55.77 0.15 -90.54 -0.16 SHELF -SPAN TYPE "A" -- PAGE NO. 25 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 22 490.60 -4.13 -0.04 0.00 -0.10 21.77 23 - 490.17 4.13 0.04 0.00 0.11 -22.80 23 1 23 - 220.74 99.27 -0.06 0.00 0.09 - 545.93 24 220.74 -99.27 0.06 0.00 -0.07 570.66 2 23 - 287.01 -0.03 139.21 0.00 90.52 0.16 24 287.01 0.03 - 139.21 0.00 - 125.36 -0.16 3 23 490.17 -4.15 -0.04 0.00 -0.11 22.80 24 - 489.73 4.15 0.04 0.00 0.12 -23.84 24 1 24 - 220.74 97.62 -0.06 0.00 0.07 - 570.68 25 220.74 -97.62 0.06 0.00 -0.05 595.17 2 24 - 287.01 -0.03 139.08 0.00 125.32 0.16 25 287.01 0.03 - 139.08 0.00 - 160.13 -0.17 3 24 489.73 -4.14 -0.04 0.00 -0.12 23.84 25 - 489.30 4.14 0.04 0.00 0.13 -24.88 25 1 25 - 220.74 97.30 -0.06 0.00 0.05 - 595.52 26 220.74 -97.30 0.06 0.00 -0.04 619.77 2 25 - 287.01 -0.03 139.35 0.00 160.14 0.17 26 287.01 0.03 - 139.35 0.00 - 194.94 -0.18 3 25 489.30 -4.14 -0.04 0.00 -0.13 24.88 26 - 488.87 4.14 0.04 0.00 0.14 -25.91 26 1 26 - 220.74 97.62 0.05 0.00 0.04 - 620.05 27 220.74 -97.62 -0.05 0.00 -0.05 644.62 2 26 - 287.01 -0.03 - 241.80 0.00 195.00 0.18 27 287.01 0.03 241.80 0.00 - 134.55 -0.18 3 26 •487.84 -4.15 0.01 0.00 -0.14 25.91 27 - 487.41 4.15 -0.01 0.00 0.14 -26.95 27 1 27 - 220.74 97.85 0.05 0.00 0.05 - 644.57 28 220.74 -97.85 -0.05 0.00 -0.06 669.19 2 27 - 287.01 -0.03 - 241.30 0.00 134.60 0.18 28 287.01 0.03 241.30 0.00 -74.28 -0.19 3 27 487.41 -4.14 0.01 0.00 -0.14 26.95 28 - 486.98 4.14 -0.01 0.00 0.13 -27.98 28 1 28 - 220.74 96.86 0.05 0.00 0.06 - 669.32 29 220.74 -96.86 -0.05 0.00 -0.07 693.69 2 28 - 287.01 -0.04 - 241.01 0.00 74.26 0.19 29 287.01 0.04 241.01 0.00 -14.00 -0.20 3 28 486.97 -4.15 0.01 0.00 -0.13 27.98 29 - 486.54 4.15 -0.01 0.00 0.13 -29.02 29 1 29 - 220.73 98.01 0.05 0.00 0.07 - 693.62 30 220.73 -98.01 -0.05 0.00 -0.09 718.28 2 29 - 287.01 -0.04 - 241.19 0.00 13.97 0.20 30 287.01 0.04 241.19 0.00 46.31 -0.21 3 29 486.54 -4.15 0.01 0.00 -0.13 29.02 30 - 486.11 4.15 -0.01 0.00 0.13 -30.06 SHELF -SPAN TYPE "A" -- PAGE NO. 26 C MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 30 1 30 - 220.74 98.69 0.05 0.00 0.09 - 718.26 31 220.74 -98.69 -0.05 0.00 -0.10 742.93 2 30 - 287.01 -0.04 - 241.01 0.00 -46.35 0.21 31 287.01 0.04 241.01 0.00 106.56 -0.22 3 30 486.11 -4.15 0.01 0.00 -0.13 30.06 31 - 485.67 4.15 -0.01 0.00 0.12 -31.09 31 1 31 -77.83 60.58 0.05 0.00 0.10 - 170.95 32 77.83 -60.58 -0.05 0.00 -0.11 186.34 2 31 - 287.04 0.03 - 187.42 0.00 - 106.61 0.09 32 287.04 -0.03 187.42 0.00 153.45 -0.09 3 31 327.20 - 129.96 -0.03 0.00 -0.12 - 160.81 32 - 326.77 129.96 0.03 0.00 0.13 128.32 32 1 32 -77.83 59.65 0.05 0.00 0.11 - 186.06 33 77.83 -59.65 -0.05 0.00 -0.12 200.89 2 32 - 287.04 0.03 - 187.15 0.00 - 153.50 0.09 33 287.04 -0.03 187.15 0.00 200.31 -0.08 3 32 326.77 - 129.96 -0.03 0.00 -0.13 - 128.32 33 - 326.34 129.96 0.03 0.00 0.14 95.83 33 1 33 -77.94 59.66 -0.05 0.00 0.12 - 200.91 ( 4111 34 77.94 -59.66 0.05 0.00 -0.11 .215.50 2 33 0.01 0.03 68.37 0.00 - 200.38 0.08 34 -0.01 -0.03 -68.37 0.00 183.30 -0.07 3 33 324.90 - 129.96 0.07 0.00 -0.14 -95.83 34 - 324.47 129.96 -0.07 0.00 0.12 63.34 34 1 34 -77.94 59.23 -0.05 0.00 0.11 - 215.59 35 77.94 -59.23 0.05 0.00 -0.10 230.32 2 34 0.01 0.03 68.07 0.00 - 183.34 0.07 35 -0.01 -0.03 -68.07 0.00 166.30 -0.07 3 34 324.47 - 129.96 0.07 0.00 -0.12 -63.34 35 - 324.04 129.96 -0.07 0.00 0.10 30.85 35 1 35 -77.94 58.99 -0.05 0.00 0.10 - 230.43 36 77.94 -58.99 0.05 0.00 -0.08 245.10 2 35 0.01 0.03 68.09 0.00 - 166.28 0.07 36 -0.01 -0.03 -68.09 0.00 149.26 -0.06 3 35 324.04 - 129.96 0.07 0.00 -0.11 -30.85 36 - 323.60 129.96 -0.07 0.00 0.09 -1.64 36 1 36 -77.94 57.81 -0.05 0.00 0.08 - 245.27 37 77.94 -57.81 0.05 0.00 -0.07 259.65 2 36 0.01 0.03 68.23 0.00 - 149.23 0.06 37 -0.01 -0.03 -68.23 0.00 132.17 -0.05 3 36 323.60 - 129.96 0.07 0.00 -0.09 1.64 37 - 323.17 129.96 -0.07 0.00 0.07 -34.13 ;37 1 37 -77.95 58.83 -0.05 0.00 0.07 - 259.73 38 77.95 -58.83 0.05 0.00 -0.06 274.44 SHELF -SPAN TYPE "A" -- PAGE NO. 27 ( MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE - -.POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 37 0.01 0.03 68.35 0.00 - 132.18 0.05 38 -0.01 -0.03 -68.35 0.00 115.05 -0.05 3 37 323.17 - 129.96 0.07 0.00 -0.07 34.13 38 - 322.74 129.96 -0.07 0.00 0.05 -66.62 38 1 38 -77.93 58.49 -0.05 0.00 0.06 - 274.41 39 77.93 -58.49 0.05 0.00 -0.05 289.04 2 38 0.01 0.03 68.26 0.00 - 115.03 0.05 39 -0.01 -0.03 -68.26 0.00 97.92 -0.04 3 38 322.74 - 129.96 0.07 0.00 -0.05 66.62 39 - 322.30 129.96 -0.07 0.00 0.04 -99.11 39 1 39 -21.45 9.28 -0.02 0.00 0.05 -63.11 40 21.45 -9.28 0.02 0.00 -0.04 65.43 2 39 0.00 0.00 38.64 0.00 -97.94 0.01 40 0.00 0.00 -38.64 0.00 88.20 -0.01 3 39 163.83 - 116.78 0.01 0.00 -0.04 - 108.22 40 - 163.40 116.78 -0.01 0.00 0.03 79.03 40 1 40 -21.45 9.01 -0.02 0.00 0.04 -65.44 41 21.45 -9.01 0.02 0.00 -0.04 67.86 2 40 0.00 0.00 38.57 0.00 -88.23 0.01 41 0.00 0.00 -38.57 0.00 78.60 -0.01 3 40 163.40 - 116.78 0.02 0.00 -0.03 -79.03 41 - 162.96 116.78 -0.02 0.00 0.03 49.83 41 1 41 -21.45 9.49 -0.02 0.00 0.04 -67.88 42 21.45 -9.49 0.02 0.00 -0.03 70.18 2 41 0.00 0.00 38.90 0.00 -78.57 0.01 42 0.00 0.00 -38.90 0.00 68.83 -0.01 3 41 162.96 - 116.78 0.02 0.00 -0.03 -49.83 42 - 162.53 116.78 -0.02 0.00 0.03 20.63 42 1 42 -21.45 10.22 -0.02 0.00 0.03 -70.18 43 21.45 -10.22 0.02 0.00 -0.03 72.57 2 42 0.00 0.00 38.66 0.00 -68.77 0.01 43 0.00 0.00 -38.66 0.00 59.14 -0.01 3 42 162.53 - 116.78 0.01 0.00 -0.03 -20.63 43 - 162.10 116.78 -0.01 0.00 0.02 -8.56 43 1 43 -21.45 9.78 -0.02 0.00 0.03 -72.52 44 21.45 -9.78 0.02 0.00 -0.02 74.80 2 43 0.00 0.00 39.23 0.00 -59.08 0.01 44 0.00 0.00 -39.23 0.00 49.35 -0.01 3 43 162.10 - 116.78 0.01 0.00 -0.02 8.56 44 - 161.66 116.78 -0.01 0.00 0.02 -37.76 44 1 44 -21.45 8.16 -0.02 0.00 0.02 -74.84 45 21.45 -8.16 0.02 0.00 -0.02 77.04 2 44 0.00 0.00 39.37 0.00 -49.32 0.01 45 0.00 0.00 -39.37 0.00 39.51 -0.01 SHELF -SPAN TYPE "A" -- PAGE NO. 28 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 44 161.66 - 116.78 0.01 0.00 -0.02 37.76 45 - 161.23 116.78 -0.01 0.00 0.01 -66.95 45 1 45 -21.45 8.83 -0.02 46 21.45 -8.83 0.02 2 45 0.00 0.00 39.14 46 0.00 0.00 -39.14 3 45 161.23 - 116.78 0.02 46 - 160.80 116.78 -0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.02 -77.08 -0.01 79.29 -39.49 0.01 29.72 -0.01 -0.01 66.95 0.01 -96.15 46 1 46 -21.45 7.75 -0.02 0.00 0.01 -79.47 47 21.45 -7.75 0.02 0.00 -0.01 81.49 2 46 0.00 0.00 39.64 0.00 -29.71 0.01 47 0.00 0.00 -39.64 0.00 19.78 -0.01 3 46 160.80 - 116.78 0.02 0.00 -0.01 96.15 47 - 160.36 116.78 -0.02 0.00 0.01 - 125.34 47 1 47 -21.45 8.29 -0.02 0.00 0.01 -81.58 48 21.45 -8.29 0.02 0.00 0.00 83.57 2 47 0.00 0.00 39.43 0.00 -19.80 0.01 48 0.00 0.00 -39.43 0.00 9.94 -0.01 3 47 160.36 - 116.78 0.01 0.00 -0.01 125.34 48 - 159.93 116.78 -0.01 0.00 0.00 - 154.54 48 1 48 -21.45 7.73 -0.02 0.00 0.00 -83.91 49 21.45 -7.73 0.02 0.00 0.00 85.68 2 48 0.00 0.00 40.04 0.00 -9.96 0.01 49 0.00 0.00 -40.04 0.00 -0.03 -0.01 3 48 •159.93 - 116.78 0.01 0.00 0.00 154.54 49 - 159.50 116.78 -0.01 0.00 0.00 - 183.74 49 1 50 220.79 99.58 -0.09 0.00 0.00 0.00 51 - 220.79 -99.58 0.09 0.00 0.02 24.89 2 50 - 874.33 -0.04 528.91 0.00 0.00 0.00 51 874.33 0.04 - 528.91 0.00 - 132.23 -0.01 3 50 502.38 4.15 -0.14 0.00 0.00 0.00 51 - 501.95 -4.15 0.14 0.00 0.03 1.04 51 220.79 99.53 -0.09 0.00 -0.02 -24.88 52 - 220.79 -99.53 0.09 0.00 0.05 49.77 51 - 874.33 -0.04 528.93 0.00 132.22 0.01 52 874.33 0.04 - 528.93 0.00 - 264.45 -0.02 51 501.95 4.15 -0.14 0.00 -0.03 -1.04 52 - 501.51 -4.15 0.14 0.00 0.07 2.07 52 220.79 53 - 220.79 52 - 874.33 53 874.33 52 500.49 53 - 500.05 99.53 -99.53 -0.04 0.04 4.15 -4.15 0.03 -0.03 - 367.49 367.49 0.06 -0.06 0.00 0.00 0.00 0.00 0.00 0.00 -0.05 -49.76 0.04 74.65 264.45 0.02 - 172.57 -0.03 -0.07 -2.07 0.05 3.11 SHELF -SPAN TYPE "A" -- PAGE NO. 29 ( MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 52 1 53 220.79 99.43 0.03 0.00 -0.04 -74.65 54 - 220.79 -99.43 -0.03 0.00 0.03 99.52 2 53 - 874.33 -0.04 - 367.53 0.00 172.56 0.03 54 874.33 0.04 367.53 0.00 -80.68 -0.04 3 53 500.05 4.15 0.06 0.00 -0.05 -3.11 54 - 499.62 -4.15 -0.06 0.00 0.04 4.15 53 1 54 220.79 99.33 0.03 0.00 -0.03 -99.54 55 - 220.79 -99.33 -0.03 0.00 0.02 124.37 2 54 - 874.33 -0.05 - 367.47 0.00 80.66 0.04 55 874.33 0.05 367.47 0.00 11.20 -0.05 3 54 499.62 4.14 0.06 0.00 -0.04 -4.15 55 - 499.19 -4.14 -0.06 0.00 0.03 5.18 54 1 55 220.79 99.61 0.03 0.00 -0.02 - 124.39 56 - 220.79 -99.61 -0.03 0.00 0.02 149.28 2 55 - 874.33 -0.05 - 367.52 0.00 -11.21 0.05 56 874.33 0.05 367.52 0.00 103.09 -0.06 3 55 499.19 4.15 0.06 0.00 -0.03 -5.18 56 - 498.75 -4.15 -0.06 0.00 0.01 6.22 C 55 1 56 220.79 99.61 0.03 0.00 -0.02 - 149.27 57 - 220.79 -99.61 -0.03 0.00 0.01 174.17 2 56 - 874.34 -0.05 - 367.59 0.00 - 103.08 0.06 57 874.34 0.05 367.59 0.00 194.98 -0.08 3 56 498.75 4.15 0.06 0.00 -0.01 -6.22 57 - 498.32 -4.15 -0.06 0.00 0.00 7.26 56 1 57 220.79 99.34 0.03 0.00 -0.01 - 174.14 58 - 220.79 -99.34 -0.03 0.00 0.00 199.01 2 57 - 874.34 -0.05 - 367.72 0.00 - 194.95 0.08 58 874.34 0.05 367.72 0.00 286.86 -0.09 3 57 498.32 4.15 0.06 0.00 0.00 -7.25 58 - 497.89 -4.15 -0.06 0.00 -0.02 8.29 57 1 58 220.79 99.46 0.03 0.00 0.00 - 198.96 59 - 220.79 -99.46 -0.03 0.00 0.00 223.87 2 58 - 874.34 -0.05 - 367.26 0.00 - 286.86 0.09 59 874.34 0.05 367.26 0.00 378.70 -0.10 3 58 497.89 4.14 0.06 0.00 0.02 -8.29 59 - 497.45 -4.14 -0.06 0.00 -0.03 9.33 58 1 59 220.73 99.48 -0.03 0.00 0.00 - 223.82 60 - 220.73 -99.48 0.03 0.00 0.00 248.73 2 59 - 297.98 -0.05 144.90 0.00 - 378.68 0.10 60 297.98 0.05 - 144.90 0.00 342.50 -0.11 3 59 495.80 4.15 -0.04 0.00 0.03 -9.33 60 - 495.37 -4.15 0.04 0.00 -0.02 10.37 ,59 1 60 220.73 99.30 -0.03 0.00 0.00 - 248.70 61 - 220.73 -99.30 0.03 0.00 0.01 273.49 SHELF -SPAN TYPE "A" -- PAGE NO. 30 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD UT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 60 - 297.99 -0.05 144.67 0.00 - 342.44 0.11 61 297.99 0.05 - 144.67 0.00 306.25 -0.12 3 60 495.37 4.14 -0.04 0.00 0.02 -10.36 61 - 494.93 -4.14 0.04 0.00 -0.01 11.40 60 1 61 220.73 99.26 -0.03 0.00 -0.01 62 - 220.73 -99.26 0.03 0.00 0.02 2 61 - 297.99 -0.05 144.80 0.00 - 306.21 62 297.99 0.05 - 144.80 0.00 269.99 3 61 494.93 4.14 -0.04 0.00 0.01 62 - 494.50 -4.14 0.04 0.00 0.00 61 1 62 220.73 99.27 -0.03 0.00 -0.02 63 - 220.73 -99.27 0.03 0.00 0.02 2 62 - 297.99 -0.05 144.99 0.00 - 269.98 63 297.99 0.05 - 144.99 0.00 233.71 3 62 494.50 4.14 -0.04 0.00 0.00 63 - 494.06 -4.14 0.04 0.00 0.01 62 1 63 220.73 99.27 -0.03 0.00 -0.02 64 - 220.73 -99.27 0.03 0.00 0.03 2 63 - 297.99 -0.05 145.08 0.00 - 233.74 64 297.99 0.05 - 145.08 0.00 197.43 3 63 494.07 4.15 -0.04 0.00 -0.01 64 - 493.63 -4.15 0.04 0.00 0.02 63 1 64 220.73 99.32 -0.03 65 - 220.73 -99.32 0.03 2 64 - 297.99 -0.05 145.16 65 297.99 0.05 - 145.16 3 64 493.63 4.15 -0.04 65 - 493.20 -4.15 0.04 64 1 65 220.73 99.00 -0.03 66 - 220.73 -99.00 0.03 2 65 - 297.99 -0.05 145.01 66 297.99 0.05 - 145.01 3 65 493.20 4.14 -0.04 66 - 492.76 -4.14 0.04 65 1 66 220.73 98.92 -0.03 67 - 220.73 -98.92 0.03 2 66 - 297.99 -0.05 145.27 67 297.99 0.05 - 145.27 3 66 492.77 4.13 -0.04 67 - 492.33 -4.13 0.04 66 1 67 220.73 97.71 -0.03 68 - 220.73 -97.71 0.03 67 - 297.99 -0.05 145.02 68 297.99 0.05 - 145.02 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 -0.03 0.04 - 197.47 161.17 -0.02 0.03 -0.04 0.04 - 161.18 124.90 -0.03 0.04 -0.04 0.05 - 124.91 88.58 -0.04 0.05 -0.05 0.06 -88.56 52.30 - 273.50 298.40 0.12 -0.14 -11.40 12.44 - 298.37 323.06 0.14 -0.15 -12.44 13.47 - 323.18 347.91 0.15 -0.16 -13.47 14.51 - 347.86 372.76 0.16 -0.17 -14.51 15.55 - 372.75 397.50 0.17 -0.18 -15.55 16.58 - 397.48 422.29 0.18 -0.20 -16.59 17.62 - 422.34 446.93 0.20 -0.21 SHELF -SPAN TYPE "A" -- PAGE NO. 31 ( MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 67 492.33 68 - 491.90 4.14 -0.04 - 4.14 0.04 0.00 0.00 -0.05 -17.62 0.07 18.66 67 1 68 220.73 99.25 -0.03 0.00 -0.06 - 447.07 69 - 220.73 -99.25 0.03 0.00 0.06 471.64 2 68 - 297.99 -0.05 145.41 0.00 -52.29 0.21 69 297.99 0.05 - 145.41 0.00 15.97 -0.22 3 68 491.90 4.15 -0.04 0.00 -0.07 -18.66 69 - 491.47 -4.15 0.04 0.00 0.08 19.69 68 1 69 220.75 98.51 -0.03 0.00 -0.06 - 471.97 70 - 220.75 -98.51 0.03 0.00 0.07 496.43 2 69 - 297.99 0.04 145.37 0.00 -15.98 0.22 70 297.99 -0.04 - 145.37 0.00 -20.39 -0.21 3 69 491.47 4.15 -0.04 0.00 -0.08 -19.69 70 - 491.03 -4.15 0.04 0.00 0.09 20.73 69 1 70 220.75 71 - 220.75 2 70 - 297.99 71 297.99 3 70 491.03 71 - 490.60 98.31 -0.03 - 98.31 0.03 0.04 145.26 -0.04 - 145.26 4.16 -0.04 - 4.16 0.04 70 1 71 220.75 97.88 -0.03 72 - 220.75 -97.88 0.03 2 71 - 297.99 0.04 145.62 72 297.99 -0.04 - 145.62 3 71 490.60 4.14 -0.04 72 - 490.17 -4.14 0.04 71 1 72 220.75 97.35 -0.03 73 - 220.75 -97.35 0.03 2 72 - 297.99 0.04 145.51 73 297.99 -0.04 - 145.51 3 72 490.17 4.14 -0.04 73 - 489.73 -4.14 0.04 72 1 73 220.75 74 - 220.75 2 73 - 297.99 74 297.99 3 73 489.73 74 - 489.30 73 1 74 75 2 74 75 3 74 75 220.75 - 220.75 - 297.99 297.99 489.30 - 488.87 97.93 -0.02 -97.93 0.02 0.04 145.61 - 0.04 - 145.61 4.15 -0.04 - 4.15 0.04 98.04 -0.03 - 98.04 0.03 0.04 145.54 -0.04 - 145.54 4.14 -0.04 -4.14 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.07 - 496.54 0.08 521.20 20.38 0.21 -56.72 -0.20 -0.09 -20.73 0.10 21.77 -0.08 - 521.27 0.08 545.91 56.70 0.20 -93.10 -0.19 -0.10 -21.77 0.11 22.80 -0.08 - 546.18 0.09 570.52 93.08 0.19 - 129.46 -0.18 -0.11 -22.80 0.12 23.84 -0.09 - 570.65 0.09 595.30 129.46 0.18 - 165.86 -0.17 -0.12 -23.84 0.13 24.88 -0.09 - 595.36 0.10 620.03 165.87 0.17 - 202.24 -0.17 -0.13 -24.88 0.14 25.91 SHELF -SPAN TYPE "A" -- PAGE NO. 32 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 74 1 75 220.75 96.40 -0.01 0.00 -0.10 - 620.22 76 - 220.75 -96.40 0.01 0.00 0.10 644.24 2 75 - 297.99 0.04 - 251.02 0.00 202.26 0.17 76 297.99 -0.04 251.02 0.00 - 139.53 -0.16 3 75 487.84 4.15 0.01 0.00 -0.14 -25.91 76 - 487.41 -4.15 -0.01 0.00 0.14 26.95 75 1 76 220.75 100.03 -0.01 0.00 -0.10 - 644.43 77 - 220.75 - 100.03 0.01 0.00 0.10 669.28 2 76 - 297.99 0.04 - 250.49 0.00 139.50 0.16 77 297.99 -0.04 250.49 0.00 -76.84 -0.15 3 76 487.41 4.15 0.01 0.00 -0.14 -26.95 77 - 486.98 -4.15 -0.01 0.00 0.13 27.98 76 1 77 220.75 98.66 -0.01 0.00 -0.10 - 669.03 78 - 220.75 -98.66 0.01 0.00 0.11 693.78 2 77 - 297.99 0.03 - 251.07 0.00 76.81 0.15 78 297.99 -0.03 251.07 0.00 -14.08 -0.14 3 77 486.98 , 4.15 0.01 0.00 -0.13 -27.99 78 - 486.54 -4.15 -0.01 .0.00 0.13 29.02 ( ,77 1 78 220.75 95.97 -0.01 0.00 -0.11 - 693.95 79 - 220.75 -95.97 0.01 0.00 0.11 718.10 2 78 - 297.99 0.04 - 250.74 0.00 14.12 0.14 79 297.99 -0.04 250.74 0.00 48.60 -0.13 3 78 486.54 4.15 0.01 0.00 -0.13 -29.02 79 - 486.11 -4.15 -0.01 0.00 0.13 30.06 78 1 79 220.75 97.71 -0.01 0.00 -0.11 - 718.39 80 - 220.75 -97.71 0.01 0.00 0.11 742.82 2 79 - 297.99 0.04 - 250.65 0.00 -48.59 0.13 80 297.99 -0.04 250.65 0.00 111.25 -0.12 3 79 486.11 4.15 0.01 0.00 -0.13 -30.06 80 - 485.67 -4.15 -0.01 0.00 0.12 31.09 79 1 80 77.83 58.19 -0.03 0.00 -0.11 - 171.38 81 -77.83 -58.19 0.03 0.00 0.12 185.92 2 80 - 297.96 -0.02 - 194.62 0.00 - 111.29 0.01 81 297.96 0.02 194.62 0.00 159.91 -0.01 3 80 327.20 129.96 -0.03 0.00 -0.12 160.81 81 - 326.77 - 129.96 0.03 0.00 0.13 - 128.32 80 1 81 77.83 60.04 -0.03 0.00 -0.12 - 186.01 82 -77.83 -60.04 0.03 0.00 0.13 200.94 2 81 - 297.96 -0.02 - 195.25 0.00 - 159.89 0.02 82 297.96 0.02 195.25 0.00 208.68 -0.02 3 81 326.77 129.96 -0.03 0.00 -0.13 128.32 82 - 326.34 - 129.96 0.03 0.00 0.14 -95.83 81 1 82 77.94 58.86 0.06 0.00 -0.13 - 200.88 83 -77.94 -58.86 -0.06 0.00 0.11 215.51 SHELF -SPAN TYPE "A" -- PAGE NO. 33 ( ?MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 82 -0.01 -0.02 70.27 0.00 - 208.60 0.02 83 0.01 0.02 -70.27 0.00 191.01 -0.03 3 82 324.90 129.96 0.07 0.00 -0.14 95.83 83 - 324.47 - 129.96 -0.07 0.00 0.12 -63.34 82 1 83 77.94 57.07 0.06 0.00 -0.11 - 215.72 84 -77.94 -57.07 -0.06 0.00 0.10 230.15 2 83 -0.01 -0.02 70.94 0.00 - 191.04 0.03 84 0.01 0.02 -70.94 0.00 173.33 -0.03 3 83 324.47 129.96 0.07 0.00 -0.12 63.34 84 - 324.04 - 129.96 -0.07 0.00 0.10 -30.85 83 1 84 77.94 57.66 0.06 0.00 -0.10 - 230.41 85 -77.94 -57.66 -0.06 0.00 0.08 244.91 2 84 -0.01 -0.03 71.30 0.00 - 173.41 0.03 85 0.01 0.03 -71.30 0.00 155.63 -0.04 3 84 324.04 129.96 0.07 0.00 -0.10 30.85 85 - 323.60 - 129.96 -0.07 0.00 0.09 1.64 84 1 85 77.94 58.24 0.06 0.00 -0.08 - 245.14 86 -77.94 -58.24 -0.06 .0.00 0.07 259.54 ( 2 85 -0.01 -0.03 70.60 0.00 - 155.64 0.04 86 0.01 0.03 -70.60 0.00 137.95 -0.05 -✓ 3 85 323.60 129.96 0.07 0.00 -0.09 -1.64 86 - 323.17 - 129.96 -0.07 0.00 0.07 34.13 85 1 86 77.94 58.51 0.06 0.00 -0.07 - 259.77 87 -77.94 -58.51 -0.06 0.00 0.05 274.48 2 86 -0.01 -0.03 70.75 0.00 - 137.93 0.05 87 0.01 0.03 -70.75 0.00 120.27 -0.05 3 86 323.17 129.96 0.07 0.00 -0.07 -34.13 87 - 322.74 - 129.96 -0.07 0.00 0.05 66.62 86 1 87 77.94 57.26 0.06 0.00 -0.05 - 274.48 88 -77.94 -57.26 -0.06 0.00 0.04 288.88 2 87 -0.02 -0.03 71.23 0.00 - 120.30 0.05 88 0.02 0.03 -71.23 0.00 102.47 -0.06 3 87 322.74 129.96 0.07 0.00 -0.05 -66.62 88 - 322.30 - 129.96 -0.07 0.00 0.04 99.11 87 1 88 21.45 10.87 0.02 0.00 -0.04 -62.88 89 -21.45 -10.87 -0.02 0.00 0.03 65.60 2 88 0.00 0.00 40.33 0.00 - 102.47 0.02 89 0.00 0.00 -40.33 0.00 92.41 -0.02 3 88 163.83 116.78 0.02 0.00 -0.04 108.22 89 - 163.40 - 116.78 -0.02 0.00 0.03 -79.03 88 1 89 21.45 10.25 0.01 0.00 -0.03 -65.39 90 -21.45 -10.25 -0.01 0.00 0.03 67.87 ( 2 89 0.00 0.00 40.03 0.00 -92.28 0.02 90 0.00 0.00 -40.03 0.00 82.28 -0.02 SHELF -SPAN TYPE "A" -- PAGE NO. 34 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 89 163.40 116.78 0.02 0.00 -0.03 79.03 90 - 162.96 - 116.78 -0.02 0.00 0.03 -49.83 89 1 90 21.45 8.02 0.02 0.00 -0.03 -68.14 91 -21.45 -8.02 -0.02 0.00 0.03 70.06 2 90 0.00 0.01 40.64 0.00 -82.22 0.02 91 0.00 -0.01 -40.64 0.00 72.05 -0.02 3 90 162.97 116.78 0.01 0.00 -0.03 49.83 91 - 162.53 - 116.78 -0.01 0.00 0.03 -20.63 90 1 91 21.45 7.57 0.01 0.00 -0.03 -70.38 92 -21.45 -7.57 -0.01 0.00 0.02 72.36 2 91 0.00 0.00 40.82 0.00 -72.03 0.02 92 0.00 0.00 -40.82 0.00 61.83 -0.02 3 91 162.53 116.79 0.01 0.00 -0.03 20.64 92 - 162.10 - 116.79 -0.01 0.00 0.02 8.56 91 1 92 21.45 6.96 0.01 0.00 -0.02 -72.84 93 -21.45 -6.96 -0.01 0.00 0.02 74.50 2 92 0.00 0.00 40.79 0.00 -61.83 0.02 93 0.00 0.00 -40.79 0.00 51.61 -0.02 3 92 162.10 116.78 0.01 0.00 -0.02 -8.56 93 - 161.66 - 116.78 -0.01 0.00 0.02 37.76 92 1 93 21.45 7.37 0.01 0.00 -0.02 -74.95 94 -21.45 -7.37 -0.01 0.00 0.01 76.96 2 93 0.00 0.00 41.08 0.00 -51.63 0.02 94 0.00 0.00 -41.08 0.00 41.32 -0.02 3 93 161.66 116.78 0.01 0.00 -0.02 -37.76 94 - 161.23 - 116.78 -0.01 0.00 0.01 66.95 93 1 94 21.45 10.22 0.02 0.00 -0.01 -76.85 95 -21.45 -10.22 -0.02 0.00 0.01 79.41 2 94 0.00 0.00 40.86 0.00 -41.32 0.02 95 0.00 0.00 -40.86 0.00 31.06 -0.01 3 94 161.23 116.78 0.01 0.00 -0.01 -66.95 95 - 160.80 - 116.78 -0.01 0.00 0.01 96.15 94 1 95 21.45 7.33 0.01 0.00 -0.01 -79.57 96 -21.45 -7.33 -0.01 0.00 0.01 81.24 2 95 0.00 0.00 41.47 0.00 -31.09 0.01 96 0.00 0.00 -41.47 0.00 20.70 -0.01 3 95 160.80 116.78 0.01 0.00 -0.01 -96.15 96 - 160.36 - 116.78 -0.01 0.00 0.01 125.34 95 1 96 21.45 8.99 0.01 0.00 -0.01 -81.38 97 -21.45 -8.99 -0.01 0.00 0.00 83.79 2 96 0.00 0.00 41.30 0.00 -20.69 0.01 97 0.00 0.00 -41.30 0.00 10.41 -0.01 3 96 160.36 116.79 0.01 0.00 -0.01 - 125.34 97 - 159.93 - 116.79 -0.01 0.00 0.00 154.54 SHELF -SPAN TYPE "A" -- PAGE NO. 35 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 96 1 97 21.45 9.89 0.01 0.00 0.00 -83.40 98 -21.45 -9.89 -0.01 0.00 0.00 86.04 2 97 0.00 0.00 41.23 • 0.00 -10.34 0.01 98 0.00 0.00 -41.23 0.00 0.01 -0.01 3 97 159.93 116.78 0.02 0.00 0.00 - 154.54 98 - 159.50 - 116.78 -0.02 0.00 0.00 183.73 97 1 99 - 208.42 94.00 0.35 0.00 0.00 0.01 100 208.42 -94.00 -0.35 0.00 -0.09 23.49 2 99 836.29 -0.01 - 691.90 0.00 0.00 0.00 100 - 836.29 0.01 691.90 0.00 172.98 0.00 3 99 502.38 -4.15 0.14 0.00 0.00 0.00 100 - 501.95 4.15 -0.14 0.00 -0.03 -1.04 98 1 100 - 208.42 94.09 0.35 0.00 0.09 -23.47 101 208.42 -94.09 -0.35 0.00 -0.18 46.99 2 100 836.29 -0.01 - 691.91 0.00 - 172.97 0.00 101 - 836.29 0.01 691.91 0.00 345.95 0.00 3 100 501.95 -4.15 0.14 0.00 0.03 1.04 101 - 501.51 4.15 -0.14 Q.00 -0.07 -2.07 X99 1 101 - 208.42 93.89 -0.03 0.00 0.18 -46.99 102 208.42 -93.89 0.03 0.00 -0.17 70.45 2 101 836.29 -0.01 161.15 0.00 - 345.95 0.00 102 - 836.29 0.01 - 161.15 0.00 305.66 0.00 3 101 500.49 -4.15 -0.06 0.00 0.07 2.07 102 - 500.06 4.15 0.06 0.00 -0.06 -3.11 100 1 102 - 208.42 93.84 -0.03 0.00 0.17 -70.45 103 208.42 -93.84 0.03 0.00 -0.16 93.95 2 102 836.29 -0.01 161.20 0.00 - 305.67 0.00 103 - 836.29 0.01 - 161.20 0.00 265.37 -0.01 3 102 500.06 -4.14 -0.06 0.00 0.06 3.11 103 - 499.62 4.14 0.06 0.00 -0.04 -4.15 101 1 103 - 208.42 94.05 -0.03 0.00 0.16 -93.94 104 208.42 -94.05 0.03 0.00 -0.16 117.47 2 103 836.29 -0.01 161.22 0.00 - 265.38 0.01 104 - 836.29 0.01 - 161.22 0.00 225.07 -0.01 3 103 499.62 -4.15 -0.06 0.00 0.04 4.15 104 - 499.19 4.15 0.06 0.00 -0.03 -5.18 102 1 104 - 208.42 94.05 -0.03 0.00 0.16 - 117.42 105 208.42 -94.05 0.03 0.00 -0.15 140.93 2 104 836.29 -0.01 161.23 0.00 - 225.08 0.01 105 - 836.29 0.01 - 161.23 0.00 184.78 -0.01 3 104 499.19 -4.14 -0.06 0.00 0.03 5.18 105 - 498.76 4.14 0.06 0.00 -0.01 -6.22 X03 1 105 - 208.42 94.12 -0.03 0.00 0.15 - 140.86 106 208.42 -94.12 0.03 0.00 -0.14 164.39 SHELF -SPAN TYPE "A" -- PAGE NO. 36 :EMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 105 836.29 -0.01 161.21 0.00 - 184.79 0.01 106 - 836.29 0.01 - 161.21 0.00 144.48 -0.01 3 105 498.76 -4.15 -0.06 0.00 0.01 6.22 106 - 498.32 4.15 0.06 0.00 0.00 -7.26 104 1 106 - 208.42 93.49 -0.03 0.00 0.14 - 164.41 107 208.42 -93.49 0.03 0.00 -0.13 187.82 2 106 836.29 -0.01 161.19 0.00 - 144.48 0.01 107 - 836.29 0.01 - 161.19 0.00 104.18 -0.01 3 106 498.32 -4.15 -0.06 0.00 0.00 7.26 107 - 497.89 4.15 0.06 0.00 0.02 -8.29 105 1 107 - 208.42 92.83 -0.02 0.00 0.13 - 187.98 108 208.42 -92.83 0.02 0.00 -0.13 211.19 2 107 836.29 0.01 161.20 0.00 - 104.18 0.01 108 - 836.29 -0.01 - 161.20 0.00 63.87 -0.01 3 107 497.89 -4.15 -0.06 0.00 -0.02 8.29 108 - 497.46 4.15 0.06 0.00 0.03 -9.33 106 1 108 - 208.42 94.24 -0.02 0.00 0.13 - 211.30 109 208.42 -94.24 0.02 0.00 -0.12 234.74 2 108 836.28 0.01 161.05 0.00 -63.85 0.01 1 109 - 836.28 -0.01 - 161.05 0.00 23.57 -0.01 3 108 497.45 -4.14 -0.06 0.00 -0.03 9.33 109 - 497.02 4.14 0.06 0.00 0.04 -10.36 107 1 109 - 208.42 94.36 -0.02 0.00 0.12 - 234.73 110 208.42 -94.36 0.02 0.00 -0.12 258.24 2 109 836.28 0.01 161.32 0.00 -23.56 0.01 110 - 836.28 -0.01 - 161.32 0.00 -16.77 -0.01 3 109 497.02 -4.14 -0.06 0.00 -0.04 10.36 110 - 496.59 4.14 0.06 0.00 0.06 -11.40 108 1 110 - 208.42 94.20 -0.02 0.00 0.12 - 258.17 111 208.42 -94.20 0.02 0.00 -0.11 281.76 2 110 836.29 0.01 161.41 0.00 16.76 0.01 111 - 836.29 -0.01 - 161.41 0.00 -57.10 -0.01 3 110 496.59 -4.15 -0.06 0.00 -0.06 11.40 111 - 496.16 4.15 0.06 0.00 0.07 -12.44 109 1 111 - 208.42 93.94 -0.02 0.00 0.11 - 281.68 112 208.42 -93.94 0.02 0.00 -0.11 305.13 2 111 836.29 0.01 161.37 0.00 57.10 0.01 112 - 836.29 -0.01 - 161.37 0.00 -97.43 0.00 3 111 496.15 -4.15 -0.06 0.00 -0.07 12.44 112 - 495.72 4.15 0.06 0.00 0.09 -13.47 110 1 112 - 208.42 94.19 -0.02 0.00 0.11 - 305.02 113 208.42 -94.19 0.02 0.00 -0.10 328.57 2 112 836.29 0.01 161.36 0.00 97.44 0.00 i 113 - 836.29 -0.01 - 161.36 0.00 - 137.78 0.00 SHELF -SPAN TYPE "A" -- PAGE NO. 37 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 112 495.72 -4.15 -0.06 113 - 495.29 4.15 0.06 0.00 0.00 -0.09 0.10 13.47 -14.51 111 1 113 - 208.42 93.38 -0.02 0.00 0.10 - 328.59 114 208.42 -93.38 0.02 0.00 -0.10 351.93 2 113 836.29 0.01 161.24 0.00 137.80 0.00 114 - 836.29 -0.01 - 161.24 0.00 - 178.12 0.00 3 113 495.29 -4.15 -0.06 0.00 -0.10 14.51 114 - 494.85 4.15 0.06 0.00 0.11 -15.55 112 1 114 - 208.42 94.19 -0.02 0.00 0.10 - 351.92 115 208.42 -94.19 0.02 0.00 -0.09 375.38 2 114 836.29 0.01 161.53 0.00 178.13 0.00 115 - 836.29 -0.01 - 161.53 0.00 - 218.50 0.00 3 114 494.85 -4.13 -0.06 0.00 -0.11 15.55 115 - 494.42 4.13 0.06 0.00 0.13 -16.58 113 1 115 - 208.42 94.16 -0.02 0.00 0.09 - 375.36 116 208.42 -94.16 0.02 0.00 -0.09 398.73 2 115 836.29 0.01 161.59 0.00 218.50 0.00 116 - 836.29 -0.01 - 161.59 0.00 - 258.88 0.00 3 115 494.42 -4.16 -0.06 0.00 -0.13 16.58 116 - 493.99 4.16 0.06 0.00 0.14 -17.62 114 1 116 - 208.42 93.47 -0.02 0.00 0.09 - 398.83 117 208.42 -93.47 0.02 0.00 -0.08 422.03 2 116 836.28 0.01 161.50 0.00 258.88 0.00 117 - 836.28 -0.01 - 161.50 0.00 - 299.26 0.00 3 116 493.99 -4.15 -0.06 0.00 -0.14 17.62 117 - 493.55 4.15 0.06 0.00 0.16 -18.66 115 1 117 - 208.33 93.55 0.06 118 208.33 -93.55 -0.06 2 117 287.05 0.01 - 326.32 118 - 287.05 -0.01 326.32 3 117 492.12 -4.14 0.04 118 - 491.69 4.14 -0.04 116 1 118 - 208.33 95.18 0.06 119 208.33 -95.18 -0.06 2 118 287.05 0.01 - 326.16 119 - 287.05 -0.01 326.16 3 118 491.69 -4.14 0.04 119 - 491.26 4.14 -0.04 117 1 119 - 208.33 94.47 0.06 120 208.33 -94.47 -0.06 2 119 287.05 0.01 - 326.15 120 - 287.05 -0.01 326.15 3 119 491.26 -4.16 0.04 120 - 490.82 4.16 -0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.08 -0.10 299.26 - 217.66 -0.16 0.15 0.10 -0.11 217.64 - 136.08 -0.15 0.13 0.11 -0.13 136.03 -54.52 -0.13 0.12 - 422.05 445.51 0.00 0.00 18.66 -19.69 - 445.28 468.92 0.00 0.01 19.69 -20.73 - 468.52 492.30 -0.01 0.01 20.73 -21.77 SHELF -SPAN TYPE "A" -- PAGE NO. 38 ( KEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 118 1 120 - 208.33 94.79 0.06 0.00 0.13 - 491.86 121 208.33 -94.79 -0.06 0.00 -0.14 515.47 2 120 287.05 0.01 - 326.35 0.00 54.48 -0.01 121 - 287.05 -0.01 326.35 0.00 27.09 0.01 3 120 490.82 -4.15 0.04 0.00 -0.12 21.77 121 - 490.39 4.15 -0.04 0.00 0.11 -22.80 119 1 121 - 208.33 93.52 0.06 0.00 0.14 - 515.32 122 208.33 -93.52 -0.06 0.00 -0.16 538.70 2 121 287.05 0.01 - 326.34 0.00 -27.07 -0.01 122 - 287.05 -0.01 326.34 0.00 108.67 0.01 3 121 490.39 -4.15 0.04 0.00 -0.11 22.80 122 - 489.96 4.15 -0.04 0.00 0.10 -23.84 120 1 122 - 208.33 93.24 0.06 0.00 0.16 - 538.61 123 208.33 -93.24 -0.06 0.00 -0.17 561.92 2 122 287.05 0.01 - 325.90 0.00 - 108.69 -0.01 123 - 287.05 -0.01 325.90 0.00 190.13 0.01 3 122 489.96 -4.14 0.04 0.00 -0.10 23.84 123 - 489.52 4.14 -0.04 0.00. 0.09 -24.87 21 1 123 - 208.33 92.53 0.06 0.00 0.17 - 561.97 124 208.33 -92.53 -0.06 0.00 -0.19 585.18 2 123 287.05 0.01 - 326.18 0.00 - 190.15 -0.01 124 - 287.05 -0.01 326.18 0.00 271.72 0.01 3 123 489.52 -4.14 0.04 0.00 -0.09 24.88 124 - 489.09 4.14 -0.04 0.00 0.08 -25.91 122 1 124 - 208.33 91.98 -0.05 0.00 0.19 - 585.16 125 208.33 -91.98 0.05 0.00 -0.18 608.33 2 124 287.05 0.01 54.98 0.00 - 271.71 -0.01 125 - 287.05 -0.01 -54.98 0.00 257.94 0.02 3 124 488.06 -4.14 -0.01 0.00 -0.08 25.91 125 - 487.63 4.14 0.01 0.00 0.09 -26.95 123 1 125 - 208.33 92.21 -0.05 0.00 0.18 - 608.33 126 208.33 -92.21 0.05 0.00 -0.16 631.47 2 125 287.05 0.01 55.21 0.00 - 257.94 -0.02 126 - 287.05 -0.01 -55.21 0.00 244.18 0.02 3 125 487.63 -4.14 -0.01 0.00 -0.09 26.95 126 - 487.20 4.14 0.01 0.00 0.09 -27.98 124 1 126 - 208.33 92.46 -0.05 0.00 0.16 - 631.46 127 208.33 -92.46 0.05 0.00 -0.15 654.58 2 126 287.05 0.01 55.26 0.00 -244.20 -0.02 127 - 287.05 -0.01 -55.26 0.00 230.38 0.02 3 126 487.20 -4.15 -0.01 0.00 -0.09 27.98 127 - 486.77 4.15 0.01 0.00 0.09 -29.02 4125 1 127 - 208.33 93.78 -0.05 0.00 0.15 - 654.49 128 208.33 -93.78 0.05 0.00 -0.14 677.86 � SHELF -SPAN TYPE "A" -- PAGE NO. 39 !EMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 127 287.05 0.01 55.08 0.00 - 230.40 -0.02 128 - 287.05 -0.01 -55.08 0.00 216.59 0.02 3 127 486.76 -4.14 -0.01 0.00 -0.09 29.02 128 - 486.33 4.14 0.01 0.00 0.09 -30.06 126 1 128 - 208.33 93.39 -0.05 0.00 0.14 - 677.72 129 208.33 -93.39 0.05 0.00 -0.13 700.98 2 128 287.05 0.01 55.27 0.00 - 216.57 -0.02 129 - 287.05 -0.01 -55.27 0.00 202.79 0.02 3 128 486.33 -4.15 -0.01 0.00 -0.09 30.06 129 - 485.90 4.15 0.01 0.00 0.10 -31.09 127 1 129 -73.68 54.32 -0.05 0.00 0.12 - 162.27 130 73.68 -54.32 0.05 0.00 -0.11 176.01 2 129 287.05 -0.01 75.13 0.00 - 202.78 -0.01 130 - 287.05 0.01 -75.13 0.00 183.97 0.01 3 129 327.43 - 129.96 0.03 0.00 -0.10 - 160.81 130 - 326.99 129.96 -0.03 0.00 0.09 128.32 128 1 130 -73.68 55.33 -0.05 0.00 0.11 - 175.93 131 73.68 -55.33 0.05 0.00 -0.10 189.60 2 130 287.05 -0.01 75.13 0.00 - 183.98 -0.01 131 - 287.05 0.01 -75.13 0.00 165.18 0.01 3 130 326.99 - 129.96 0.03 0.00 -0.09 - 128.32 131 - 326.56 129.96 -0.03 0.00 0.08 95.83 129 1 131 -73.68 56.14 -0.05 0.00 0.10 - 189.45 132 73.68 -56.14 0.05 0.00 -0.09 203.56 2 131 287.05 -0.01 75.31 0.00 - 165.18 -0.01 132 - 287.05 0.01 -75.31 0.00 146.34 0.00 3 131 326.55 - 129.96 0.03 0.00 -0.08 -95.83 132 - 326.12 129.96 -0.03 0.00 0.07 63.34 130 1 132 -73.68 54.45 -0.05 0.00 0.09 - 203.37 133 73.68 -54.45 0.05 0.00 -0.08 217.14 2 132 287.05 -0.01 75.45 0.00 - 146.34 0.00 133 - 287.05 0.01 -75.45 0.00 127.49 0.00 3 132 326.12 - 129.96 0.03 0.00 -0.07 -63.34 133 - 325.69 129.96 -0.03 0.00 0.07 30.85 131 1 133 -73.68 54.81 -0.05 0.00 0.08 - 216.99 134 73.68 -54.81 0.05 0.00 -0.06 230.85 2 133 287.05 -0.01 75.41 0.00 - 127.45 0.00 134 - 287.05 0.01 -75.41 0.00 108.64 0.00 3 133 325.69 - 129.96 0.03 0.00 -0.07 -30.85 134 - 325.26 129.96 -0.03 0.00 0.06 -1.64 132 1 134 -73.67 52.79 -0.05 0.00 0.06 - 230.87 135 73.67 -52.79 0.05 0.00 -0.05 244.23 2 134 287.06 -0.01 75.64 0.00 - 108.63 0.00 135 - 287.06 0.01 -75.64 0.00 89.72 0.00 SHELF -SPAN TYPE "A" -- PAGE NO. 40 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 134 325.26 - 129.96 135 - 324.82 129.96 133 1 135 136 2 135 136 3 135 136 -73.68 73.68 287.06 - 287.06 324.82 - 324.39 53.97 -53.97 -0.01 0.01 - 129.96 129.96 0.03 0.00 -0.03 0.00 -0.05 0.05 75.83 -75.83 0.03 -0.03 134 1 136 -73.68 55.40 -0.05 137 73.68 -55.40 0.05 2 136 287.05 -0.01 75.76 137 - 287.05 0.01 -75.76 3 136 324.39 - 129.96 0.03 137 - 323.96 129.96 -0.03 135 1 137 -20.44 9.70 -0.08 138 20.44 -9.70 0.08 2 137 287.06 0.00 198.44 138 - 287.06 0.00 - 198.44 3 137 165.49 - 116.78 0.08 l,d 138 - 165.05 116.78 -0.08 136 1 138 -20.44 8.61 -0.08 139 20.44 -8.61 0.08 2 138 287.06 0.00 198.74 139 - 287.06 0.00 - 198.74 3 138 165.05 - 116.78 0.08 139 - 164.62 116.78 -0.08 137 1 139 -20.44 9.10 -0.08 140 20.44 -9.10 0.08 2 139 287.05 0.00 198.84 140 - 287.05 0.00 - 198.84 3 139 164.62 - 116.78 0.08 140 - 164.19 116.78 -0.08 138 1 140 -20.33 7.01 0.02 141 20.33 -7.01 -0.02 2 140 0.00 0.00 -55.15 141 0.00 0.00 55.15 3 140 162.53 - 116.78 -0.01 141 - 162.10 116.78 0.01 139 1 141 -20.33 9.53 0.02 142 20.33 -9.53 -0.02 2 141 0.00 0.00 -55.80 142 0.00 0.00 55.80 3 141 162.10 - 116.78 -0.02 142 - 161.67 116.78 0.02 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.06 1.64 0.05 -34.13 0.05 - 244.42 -0.04 257.76 -89.71 0.00 70.79 -0.01 -0.05 34.13 0.04 -66.62 0.04 - 257.86 -0.03 271.47 -70.81 0.01 51.83 -0.01 -0.04 66.62 0.04 -99.11 0.03 -58.68 -0.01 60.87 -51.83 0.01 2.22 -0.01 -0.04 - 108.22 0.02 79.03 0.01 -61.14 0.01 63.38 -2.19 0.01 -47.45 -0.01 -0.02 -79.03 0.00 49.83 -0.01 -63.42 0.03 65.86 47.48 0.01 -97.15 -0.01 0.00 -49.83 -0.03 20.63 -0.03 -66.06 0.03 67.82 97.08 0.01 -83.27 -0.01 0.03 -20.63 -0.02 -8.56 -0.03 -68.17 0.02 70.47 83.17 0.01 -69.26 -0.01 0.02 8.56 -0.02 -37.76 SHELF -SPAN TYPE "A" -- PAGE NO. 41 'EMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 140 1 142 -20.33 10.73 0.02 143 20.33 -10.73 -0.02 2 142 0.00 0.00 -55.94 143 0.00 0.00 55.94 3 142 161.66 - 116.78 -0.01 143 - 161.23 116.78 0.01 141 1 143 -20.33 6.93 0.02 144 20.33 -6.93 -0.02 2 143 0.00 0.00 -54.96 144 0.00 0.00 54.96 3 143 161.23 - 116.78 -0.01 144 - 160.80 116.78 0.01 142 1 144 -20.33 8.58 0.02 145 20.33 -8.58 -0.02 2 144 0.00 0.00 -55.04 145 0.00 0.00 55.04 3 144 160.80 - 116.78 -0.01 145 - 160.37 116.78 0.01 (. 43 1 145 - 20..33 9.90 0.02 146 20.33 -9.90 -0.02 2 145 0.00 0.00 -55.50 146 0.00 0.00 55.50 3 145 160.36 - 116.78 -0.02 146 - 159.93 116.78 0.02 144 1 146 -20.32 8.87 147 20.32 -8.87 2 146 0.00 0.00 147 0.00 0,00 3 146 159.93 - 116.78 147 - 159.50 116.78 145 1 148 208.18 94.05 149 - 208.18 -94.05 2 148 874.32 0.01 149 - 874.32 -0.01 3 148 502.38 4.15 149 - 501.95 -4.15 146 1 149 208.18 94.02 150 - 208.18 -94.02 2 149 874.32 0.01 150 - 874.32 -0.01 3 149 501.95 4.15 150 - 501.51 -4.15 ,,,47 1 150 208.18 - 208.18 151 93.95 -93.95 0.02 -0.02 -55.32 55.32 -0.01 0.01 0.08 -0.08 - 727.27 727.27 0.14 -0.14 0.08 -0.08 - 727.29 727.29 0.14 -0.14 -0.04 0.04 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.02 -70.12 0.02 72.88 69.30 0.01 - 55.29 0.00 0.02 37.76 -0.01 -66.95 -0.02 -72.94 0.01 74.68 55.27 0.00 -41.53 0.00 0.01 66.95 -0.01 -96.15 -0.01 -74.91 0.01 76.98 41.44 0.00 - 27.64 0.00 0.01 96.15 -0.01 - 125.34 -0.01 -77.01 0.00 79.24 27.63 0.00 -13.75 0.00 0.01 125.34 0.00 - 154.54 0.00 -79.19 0.00 81.33 13.80 0.00 0.01 0.00 0.00 154.54 0.00 - 183.73 0.00 0.00 -0.02 23.51 0.00 0.00 181.82 0.00 0.00 0.00 -0.03 1.04 0.02 -23.52 -0.04 47.02 - 181.82 0.00 363.64 0.00 0.03 -1.04 -0.07 2.07 0.04 -47.02 -0.03 70.53 SHELF -SPAN TYPE "A" -- PAGE NO. 42 ( 1EMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 150 874.32 0.01 169.24 0.00 - 363.64 0.00 151 - 874.32 -0.01 - 169.24 0.00 321.33 0.01 3 150 500.49 4.15 -0.06 0.00 0.07 -2.07 151 - 500.06 -4.15 0.06 0.00 -0.05 3.11 148 1 151 208.18 93.97 -0.04 0.00 0.03 -70.54 152 - 208.18 -93.97 0.04 0.00 -0.02 94.03 2 151 874.32 0.01 169.25 0.00 - 321.33 -0.01 152 - 874.32 -0.01 - 169.25 0.00 279.01 0.01 3 151 500.05 4.15 -0.06 0.00 0.05 -3.11 152 - 499.62 -4.15 0.06 0.00 -0.04 4.15 149 1 152 208.18 94.16 -0.04 0.00 0.02 -94.04 153 - 208.18 -94.16 0.04 0.00 -0.01 117.54 2 152 874.32 0.01 169.24 0.00 - 279.02 -0.01 153 - 874.32 -0.01 - 169.24 0.00 236.71 0.01 3 152 499.62 4.14 -0.06 0.00 0.04 -4.15 153 - 499.19 -4.14 0.06 0.00 -0.03 5.18 150 1 153 208.18 94.04 -0.04 0.00 0.01 - 117.54 154 - 208.18 -94.04 0.04 0.00. 0.00 141.05 2 153 874.32 0.01 169.26 0.00 - 236.71 -0.01 Cam, 154 - 874.32 -0.01 - 169.26 0.00 194.40 0.01 3 153 499.19 4.15 -0.06 0.00 0.03 -5.18 154 - 498.75 -4.15 0.06 0.00 -0.01 6.22 151 1 154 208.18 94.20 -0.04 0.00 0.00 - 141.04 155 - 208.18 -94.20 0.04 0.00 0.01 164.55 2 154 874.32 0.01 169.25 0.00 - 194.38 -0.01 155 - 874.32 -0.01 - 169.25 0.00 152.08 0.01 3 154 498.76 4.14 -0.06 0.00 0.01 -6.22 155 - 498.32 -4.14 0.06 0.00 0.00 7.26 152 1 155 208.18 93.41 -0.04 0.00 -0.01 - 164.62 156 - 208.18 -93.41 0.04 0.00 0.02 187.97 2 155 874.32 0.01 169.07 0.00 - 152.04 -0.01 156 - 874.32 -0.01 - 169.07 0.00 109.77 0.02 3 155 498.32 4.14 -0.06 0.00 0.00 -7.26 156 - 497.89 -4.14 0.06 0.00 0.02 8.29 153 1 156 208.18 93.81 -0.04 0.00 -0.02 - 188.06 157 - 208.18 -93.81 0.04 0.00 0.03 211.51 2 156 874.32 0.01 169.34 0.00 - 109.75 -0.02 157 - 874.32 -0.01 - 169.34 0.00 67.42 0.02 3 156 497.89 4.14 -0.06 0.00 -0.02 -8.29 157 - 497.45 -4.14 0.06 0.00 0.03 9.33 154 1 157 208.18 94.53 -0.04 0.00 -0.03 - 211.44 158 - 208.18 -94.53 0.04 0.00 0.04 235.08 2 157 874.32 0.01 169.40 0.00 -67.42 -0.02 158 - 874.32 -0.01 - 169.40 0.00 25.08 0.02 SHELF -SPAN TYPE "A" -- PAGE NO. 43 ( MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 157 497.45 4.15 -0.06 158 - 497.02 -4.15 0.06 0.00 0.00 -0.03 -9.33 0.04 10.37 155 1 158 208.18 94.17 -0.04 0.00 -0.04 - 234.96 159 - 208.18 -94.17 0.04 0.00 0.05 258.50 2 158 874.32 0.01 169.43 0.00 -25.09 -0.02 159 - 874.32 -0.01 - 169.43 0.00 -17.27 0.02 3 158 497.02 4.15 -0.06 0.00 -0.04 -10.36 159 - 496.59 -4.15 0.06 0.00 0.06 11.40 156 1 159 208.17 93.31 -0.03 160 - 208.17 -93.31 0.03 2 159 874.32 0.00 169.33 160 - 874.32 0.00 - 169.33 3 159 496.59 4.15 -0.06 160 - 496.15 -4.15 0.06 0.00 0.00 0.00 0.00 0.00 0.00 -0.05 0.06 17.27 -59.60 -0.06 0.07 - 258.58 281.90 -0.02 0.02 -11.40 12.44 157 1 160 208.17 93.76 -0.03 0.00 -0.06 - 281.95 161 - 208.17 -93.76 0.03 0.00 0.07 305.35 2 160 874.32 0.00 169.41 0.00 59.61 -0.02 161 - 874.32 0.00 - 169.41 0.00 - 101.97 0.02 3 160 496.15 4.14 -0.06 0.00 -0.07 -12.44 L.,/ 161 - 495.72 -4.14 0.06 0.00 0.09 13.47 158 1 161 208.17 93.36 -0.03 162 - 208.17 -93.36 0.03 2 161 874.32 0.00 169.28 162 - 874.32 0.00 - 169.28 3 161 495.72 4.13 -0.06 162 - 495.29 -4.13 0.06 159 1 162 208.17 92.84 -0.03 163 - 208.17 -92.84 0.03 2 162 874.32 0.00 169.46 163 - 874.32 0.00 - 169.46 3 162 495.29 4.16 -0.06 163 - 494.86 -4.16 0.06 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.07 0.08 101.99 - 144.32 -0.09 0.10 - 0.08 0.08 144.35 - 186.70 - 0.10 0.11 - 305.53 328.79 -0.02 0.02 -13.48 14.51 - 328.90 352.19 -0.02 0.02 -14.51 15.55 160 1 163 208.17 92.68 -0.03 0.00 -0.08 - 352.31 164 - 208.17 -92.68 0.03 0.00 0.09 375.65 2 163 874.33 0.00 169.58 0.00 186.73 -0.02 164 - 874.33 0.00 - 169.58 0.00 - 229.09 0.02 3 163 494.85 4.14 -0.06 0.00 -0.11 -15.55 164 - 494.42 -4.14 0.06 0.00 0.13 16.58 161 1 164 208.17 92.15 -0.04 0.00 -0.09 165 - 208.17 -92.15 0.04 0.00 0.10 2 164 874.33 0.00 169.51 0.00 229.10 165 - 874.33 0.00 - 169.51 0.00 - 271.49 3 164 494.42 4.14 -0.06 0.00 -0.13 165 - 493.99 -4.14 0.06 0.00 0.14 - 375.92 398.96 -0.02 0.02 -16.58 17.62 SHELF -SPAN TYPE "A" -- PAGE NO. 44 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 162 1 165 208.17 91.84 -0.03 0.00 -0.10 - 399.39 166 - 208.17 -91.84 0.03 0.00 0.11 422.35 2 165 874.32 0.00 169.74 0.00 271.47 -0.02 166 - 874.32 0.00 - 169.74 0.00 - 313.92 0.02 3 165 493.99 4.15 -0.06 0.00 -0.14 -17.62 166 - 493.55 -4.15 0.06 0.00 0.16 18.66 163 1 166 208.23 93.59 0.02 0.00 -0.11 - 422.68 167 - 208.23 -93.59 -0.02 0.00 0.11 445.83 2 166 297.98 0.00 - 342.44 0.00 313.91 -0.02 167 - 297.98 0.00 342.44 0.00 - 228.29 0.01 3 166 492.12 4.15 0.04 0.00 -0.16 -18.66 167 - 491.69 -4.15 -0.04 0.00 0.15 19.69 164 1 167 208.23 92.83 0.02 0.00 -0.11 - 445.94 168 - 208.23 -92.83 -0.02 0.00 0.10 469.31 2 167 297.98 0.00 - 342.22 0.00 228.27 -0.01 168 - 297.98 0.00 342.22 0.00 - 142.72 0.01 3 167 491.69 4.15 0.04 0.00 -0.15 -19.69 168 - 491.25 -4.15 -0.04 0.00 0.13 20.73 65 1 168 208.32 93.28 0.01 0.00 -0.10 - 469.31 169 - 208.32 -93.28 -0.01 0.00 0.10 492.39 2 168 297.98 0.00 - 342.58 0.00 142.72 -0.01 169 - 297.98 0.00 342.58 0.00 -57.10 0.01 3 168 491.26 4.15 0.04 0.00 -0.14 -20.73 169 - 490.82 -4.15 -0.04 0.00 0.12 21.77 166 1 169 208.32 93.61 0.01 0.00 -0.10 - 492.58 170 - 208.32 -93.61 -0.01 0.00 0.09 515.98 2 169 297.98 0.00 - 342.24 0.00 57.10 -0.01 170 - 297.98 0.00 342.24 0.00 28.47 0.01 3 169 490.82 4.14 0.04 0.00 -0.12 -21.77 170 - 490.39 -4.14 -0.04 0.00 0.11 22.80 167 1 170 208.32 91.72 0.01 0.00 -0.09 - 516.04 171 - 208.32 -91.72 -0.01 0.00 0.09 539.13 2 170 297.98 0.00 - 342.13 0.00 -28.48 -0.01 171 - 297.98 0.00 342.13 0.00 114.02 0.01 3 170 490.39 4.13 0.04 0.00 -0.11 -22.80 171 - 489.96 -4.13 -0.04 0.00 0.10 23.84 168 1 171 208.32 93.19 0.01 0.00 -0.09 - 539.25 172 - 208.32 -93.19 -0.01 0.00 0.09 562.39 2 171 297.98 0.00 - 342.20 0.00 - 114.02 -0.01 172 - 297.98 0.00 342.20 0.00 199.55 0.01 3 171 489.95 4.14 0.04 0.00 -0.10 -23.84 172 - 489.52 -4.14 -0.04 0.00 0.09 24.87 1 172 208.32 91.39 0.01 0.00 -0.09 - 562.55 173 - 208.32 -91.39 -0.01 0.00 0.08 585.56 SHELF -SPAN TYPE "A" -- PAGE NO. 45 MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 172 297.98 173 - 297.98 3 172 489.52 173 - 489.09 0.00 0.00 4.15 -4.15 - 342.15 342.15 0.04 -0.04 170 1 173 208.32 91.59 -0.01 174 - 208.32 -91.59 0.01 2 173 297.98 0.00 54.99 174 - 297.98 0.00 -54.99 3 173 488.06 4.15 -0.01 174 - 487.63 -4.15 0.01 171 1 174 208.32 92.46 0.00 175 - 208.32 -92.46 0.00 2 174 297.98 0.00 54.99 175 - 297.98 0.00 -54.99 3 174 487.63 4.14 -0.01 175 - 487.20 -4.14 0.01 172 1 175 208.32 89.78 0.00 176 - 208.32 -89.78 0.00 2 175 297.97 0.00 59.38 176 - 297.97 0.00 -59.38 3 175 487.20 4.15 -0.01 176 - 486.76 -4.15 0.01 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 - 199.58 -0.01 285.09 0.01 -0.09 -24.88 0.08 25.91 -0.08 - 585.89 0.09 608.79 - 285.08 -0.01 271.35 0.01 -0.08 -25.91 0.09 26.95 -0.09 - 608.91 0.09 632.19 - 271.35 -0.01 257.60 0.01 -0.09 -26.95 0.09 27.98 -0.09 - 632.05 0.09 654.25 - 257.61 -0.01 242.77 0.01 - 0.09 -27.98 0.09 29.02 173 1 176 208.32 87.63 0.00 0.00 -0.09 - 654.43 177 - 208.32 -87.63 0.00 0.00 0.09 676.26 2 176 297.98 0.00 59.37 0.00 - 242.78 -0.01 177 - 297.98 0.00 -59.37 0.00 227.94 0.01 3 176 486.77 4.14 -0.01 0.00 -0.09 -29.02 177 - 486.33 -4.14 0.01 0.00 0.09 30.06 174 1 177 208.32 87.62 -0.01 178 - 208.32 -87.62 0.01 2 177 297.97 0.00 59.32 178 - 297.97 0.00 -59.32 3 177 486.33 4.15 -0.01 178 - 485.90 -4.15 0.01 175 1 178 73.67 56.68 0.03 179 -73.67 -56.68 -0.03 2 178 297.95 0.01 77.11 179 - 297.95 -0.01 -77.11 3 178 327.43 129.96 0.03 179 - 326.99 - 129.96 -0.03 176 1 179 73.67 56.97 0.03 180 -73.67 -56.97 -0.03 2 179 297.94 0.01 76.62 180 - 297.94 -0.01 -76.62 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 -0.09 - 676.43 0.09 698.42 - 227.92 -0.01 213.10 0.01 - 0.09 -30.06 0.10 31.09 -0.09 - 160.07 0.08 174.32 - 213.11 0.02 193.83 -0.02 -0.10 160.81 0.09 - 128.32 -0.08 - 174.52 0.08 188.85 - 193.81 0.02 174.65 -0.02 SHELF -SPAN TYPE "A" -- PAGE NO. 46 !MEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 179 326.99 129.96 0.03 0.00 -0.09 128.32 180 - 326.56 - 129.96 -0.03 0.00 0.08 -95.83 177 1 180 73.67 57.24 0.03 0.00 -0.08 - 188.92 181 -73.67 -57.24 -0.03 0.00 0.07 203.32 2 180 297.94 0.01 77.43 0.00 - 174.65 0.02 181 - 297.94 -0.01 -77.43 0.00 155.27 -0.02 3 180 326.56 129.96 0.03 0.00 -0.08 95.83 181 - 326.13 - 129.96 -0.03 0.00 0.07 -63.34 178 1 181 73.67 56.63 0.03 0.00 -0.07 - 203.32 182 -73.67 -56.63 -0.03 0.00 0.06 217.64 2 181 297.94 0.01 77.13 0.00 - 155.34 0.02 182 - 297.94 -0.01 -77.13 0.00 136.03 -0.01 3 181 326.12 129.96 0.03 0.00 -0.07 63.34 182 - 325.69 - 129.96 -0.03 0.00 0.07 -30.85 179 1 182 73.67 59.80 0.03 0.00 -0.06 - 217.34 183 -73.67 -59.80 -0.03 0.00 0.05 232.29 2 182 297.94 0.01 77.34 0.00 - 136.02 0.01 183 - 297.94 -0.01 -77.34 0.00 .116.73 -0.01 3 182 325.69 129.96 0.03 0.00 -0.07 30.85 (, 183 - 325.26 - 129.96 -0.03 0.00 0.06 1.64 180 1 183 73.67 50.13 0.03 0.00 -0.05 - 232.31 184 -73.67 -50.13 -0.03 0.00 0.05 244.92 2 183 297.94 0.01 82.88 0.00 - 116.71 0.01 184 - 297.94 -0.01 -82.88 0.00 96.05 -0.01 3 183 325.26 129.96 0.03 0.00 -0.06 -1.64 184 - 324.82 - 129.96 -0.03 0.00 0.05 34.13 181 1 184 73.67 51.14 0.03 0.00 -0.05 - 245.23 185 -73.67 -51.14 -0.03 0.00 0.04 257.85 2 184 297.94 0.01 83.09 0.00 -96.03 0.01 185 - 297.94 -0.01 -83.09 0.00 75.28 0.00 3 184 324.83 129.96 0.03 0.00 -0.05 -34.13 185 - 324.39 - 129.96 -0.03 0.00 0.04 66.62 182 1 185 73.67 53.72 0.03 0.00 -0.04 - 257.84 186 -73.67 -53.72 -0.03 0.00 0.03 271.27 2 185 297.95 0.01 82.31 0.00 -75.22 0.00 186 - 297.95 -0.01 -82.31 0.00 54.58 0.00 3 185 324.39 129.96 0.03 0.00 -0.04 -66.62 186 - 323.96 - 129.96 -0.03 0.00 0.04 99.11 183 1 186 20.43 10.43 0.08 0.00 -0.03 -58.07 187 -20.43 -10.43 -0.08 0.00 0.01 60.60 2 186 297.95 0.00 206.87 0.00 -54.56 0.00 187 - 297.95 0.00 - 206.87 0.00 2.89 0.00 3 186 165.49 116.78 0.08 0.00 -0.04 108.22 187 - 165.05 - 116.78 -0.08 0.00 0.02 -79.03 SHELF -SPAN TYPE "A" -- PAGE NO. 47 ( .ZEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 184 1 187 20.43 9.45 0.08 0.00 -0.01 -60.74 188 -20.43 -9.45 -0.08 0.00 -0.01 63.02 2 187 297.94 0.00 206.70 0.00 -2.94 0.00 188 - 297.94 0.00 - 206.70 0.00 -48.72 0.00 3 187 165.05 116.78 0.09 0.00 -0.02 79.03 188 - 164.62 - 116.78 -0.09 0.00 0.00 -49.83 185 1 188 20.43 10.84 0.08 0.00 0.01 -62.89 189 -20.43 -10.84 -0.08 0.00 -0.03 65.69 2 188 297.95 0.00 206.13 0.00 48.78 0.00 189 - 297.95 0.00 - 206.13 0.00 - 100.29 0.00 3 188 164.62 116.78 0.08 0.00 0.00 49.83 189 - 164.19 - 116.78 -0.08 0.00 -0.03 -20.63 186 1 189 20.33 8.04 -0.02 190 -20.33 -8.04 0.02 2 189 0.00 0.00 -57.64 190 0.00 0.00 57.64 3 189 162.53 116.78 -0.02 190 - 162.10 - 116.78 0.02 1 190 20.33 7.47 -0.01 191 -20.33 -7.47 0.01 2 190 -0.01 0.00 -57.75 191 0.01 0.00 57.75 3 190 162.10 116.78 -0.01 191 - 161.66 - 116.78 0.01 0.00 0.00 0.00 0.00 0.00 0.00 . 0.00 0.00 0.00 0.00 0.00 0.00 0.03 -0.02 100.34 -85.99 0.03 -0.02 0.02 -0.02 85.95 -71.53 0.02 -0.02 -65.82 67.67 0.00 0.00 20.63 8.56 -68.06 70.09 0.00 0.00 -8.56 37.76 188 1 191 20.33 7.97 -0.01 0.00 0.02 -70.35 192 -20.33 -7.97 0.01 0.00 -0.01 72.35 2 191 0.00 0.00 -57.21 0.00 71.48 0.00 192 0.00 0.00 57.21 0.00 -57.20 0.00 3 191 161.66 116.78 -0.01 0.00 0.02 -37.76 192 - 161.23 - 116.78 0.01 0.00 -0.01 66.95 189 1 192 20.33 10.15 -0.01 0.00 0.01 -72.34 193 -20.33 -10.15 0.01 0.00 -0.01 75.04 2 192 0.00 0.00 -57.24 0.00 57.16 0.00 193 0.00 0.00 57.24 0.00 -42.87 0.00 3 192 161.23 116.78 -0.01 0.00 0.01 -66.95 193 - 160.80 - 116.78 0.01 0.00 -0.01 96.15 190 1 193 20.33 10.80 -0.01 0.00 0.01 -74.56 194 -20.33 -10.80 0.01 0.00 -0.01 77.09 2 193 0.00 0.00 -57.05 0.00 42.81 0.00 194 0.00 0.00 57.05 0.00 -28.55 0.00 3 193 160.80 116.78 -0.01 0.00 0.01 -96.15 194 - 160.36 - 116.78 0.01 0.00 -0.01 125.34 '.:;I91 1 194 20.33 8.23 -0.01 0.00 0.01 -76.98 195 -20.33 -8.23 0.01 0.00 0.00 79.28 SHELF -SPAN TYPE "A" -- PAGE NO. 48 } .QEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 194 0.00 0.00 -57.20 0.00 28.52 0.00 195 0.00 0.00 57.20 0.00 -14.24 0.00 3 194 160.36 116.78 -0.01 0.00 0.01 - 125.34 195 - 159.93 - 116.78 0.01 0.00 0.00 154.54 192 1 195 20.33 6.91 -0.01 0.00 0.00 -79.43 196 -20.33 -6.91 0.01 0.00 0.00 81.08 2 195 0.00 0.00 -57.31 0.00 14.28 0.00 196 0.00 0.00 57.31 0.00 0.03 0.00 3 195 159.93 116.78 -0.01 0.00 0.00 - 154.54 196 - 159.50 - 116.78 0.01 0.00 0.00 183.73 300 1 49 -6.56 -21.45 0.00 0.00 0.00 -85.81 300 6.56 21.45 0.00 0.00 0.00 64.36 2 49 0.00 0.00 -5.84 0.00 0.00 0.01 300 0.00 0.00 5.84 0.00 5.84 -0.01 3 49 116.78 158.47 0.00 0.00 0.00 183.74 300 - 116.78 - 119.24 0.00 0.00 0.00 -44.88 301 1 300 -2.80 -21.45 0.00 0.00 301 2.80 21.45 0.00 0.00 2 300 0.00 0.00 -2.58 0.00 301 0.00 0.00 2.58 0.00 3 300 116.78 118.21 0.00 0.00 301 - 116.78 -0.51 0.00 0.00 302 1 301 2.80 -21.45 0.00 0.00 302 -2.80 21.45 0.00 0.00 2 301 0.00 0.00 2.58 0.00 302 0.00 0.00 -2.58 0.00 3 301 116.78 -0.51 0.00 0.00 302 - 116.78 118.21 0.00 0.00 0.00 0.00 -5.85 13.57 0.00 0.00 0.00 0.00 -13.57 5.84 0.00 0.00 -64.36 0.00 0.01 0.00 44.88 133.21 0.00 -64.35 0.00 0.01 - 133.21 -44.88 303 1 302 6.65 -21.45 0.00 0.00 0.00 64.35 98 -6.65 21.45 0.00 0.00 0.00 -85.81 2 302 0.00 0.00 5.83 0.00 -5.84 -0.01 98 0.00 0.00 -5.83 0.00 0.00 0.01 3 302 116.78 - 119.24 0.00 0.00 0.00 44.88 98 - 116.78 158.47 0.00 0.00 0.00 - 183.73 304 1 147 -6.42 -20.32 0.00 0.00 303 6.42 20.32 0.00 0.00 2 147 0.00 0.00 -6.25 0.00 303 0.00 0.00 6.25 0.00 3 147 116.78 158.47 0.00 0.00 303 - 116.78 - 119.24 0.00 0.00 305 1 303 -2.62 -20.33 0.00 0.00 304 2.62 20.33 0.00 0.00 2 303 0.00 0.00 -2.37 0.00 304 0.00 0.00 2.37 0.00 0.00 0.00 0.00 6.25 0.00 0.00 0.00 0.00 -6.25 13.37 -81.30 60.97 0.00 0.00 183.74 -44.88 -60.97 -0.01 0.00 0.00 SHELF -SPAN TYPE "A" -- PAGE NO. 49 AMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 303 116.78 118.21 0.00 304 - 116.78 -0.51 0.00 306 1 304 2.80 -20.33 0.00 305 -2.80 20.33 0.00 2 304 0.00 0.00 2.37 305 0.00 0.00 -2.37 3 304 116.78 -0.51 0.00 305 - 116.78 118.21 0.00 307 1 305 6.64 -20.33 0.00 196 -6.64 20.33 0.00 2 305 0.00 0.00 6.26 196 0.00 0.00 -6.26 3 305 116.78 - 119.24 0.00 196 - 116.78 158.47 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 -13.37 6.25 0.00 0.00 0.00 0.00 -6.26 0.00 0.00 0.00 44.88 133.21 0.01 -61.00 0.00 0.00 - 133.21 -44.88 61.00 -81.33 0.00 0.00 44.88 - 183.73 308 1 39 -42.77 -56.48 -0.03 0.00 0.00 - 225.94 306 42.77 56.48 0.03 0.00 0.03 169.46 2 39 -0.03 0.01 36.09 0.00 0.00 0.04 306 0.03 -0.01 -36.09 0.00 . -36.09 -0.03 3 39 13.18 158.47 0.05 0.00 0.00 207.33 306 -13.18 - 119.24 -0.05 0.00 -0.05 -68.48 309 1 306 -18.26 -56.49 0.01 0.00 -0.03 - 169.46 307 18.26 56.49 -0.01 0.00 0.00 0.00 2 306 -0.03 0.01 -58.07 0.00 36.09 0.03 307 0.03 -0.01 58.07 0.00 138.11 0.00 3 306 13.18 118.21 -0.03 0.00 0.05 68.48 307 -13.18 -0.51 0.03 0.00 0.03 109.61 310 1 307 18.32 -56.49 0.02 308 -18.32 56.49 -0.02 2 307 -0.03 0.01 58.28 308 0.03 -0.01 -58.28 3 307 13.18 -0.51 0.03 308 -13.18 118.21 -0.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.04 - 138.11 -36.72 -0.03 -0.05 0.00 - 169.46 0.00 0.03 - 109.61 -68.48 311 1 308 42.77 -56.49 -0.04 0.00 0.04 169.46 88 -42.77 56.49 0.04 0.00 0.00 - 225.95 2 308 -0.03 0.01 -36.72 0.00 36.72 -0.03 88 0.03 -0.01 36.72 0.00 0.00 0.04 3 308 13.18 - 119.24 -0.05 0.00 0.05 68.48 88 -13.18 158.47 0.05 0.00 0.00 - 207.33 312 1 137 -44.12 -53.24 0.03 309 44.12 53.24 -0.03 2 137 0.01 0.00 - 122.47 309 -0.01 0.00 122.47 3 137 13.18 158.47 -0.05 309 -13.18 - 119.24 0.05 0.00 0.00 0.00 0.00 0.00 0.00 0.00 -0.03 0.00 122.47 0.00 0.05 - 212.99 159.76 0.00 0.00 207.33 -68.48 SHELF -SPAN TYPE "A" -- PAGE NO. 50 .4EMBER END FORCES STRUCTURE TYPE = SPACE • I ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 313 1 309 -19.58 -53.24 -0.01 0.00 0.03 - 159.76 310 19.58 53.24 0.01 0.00 0.00 0.05 2 309 0.01 0.00 21.12 0.00 - 122.47 0.00 310 -0.01 0.00 -21.12 0.00 59.12 0.00 3 309 13.18 118.21 0.03 0.00 -0.05 68.48 310 -13.18 -0.51 -0.03 0.00 -0.03 109.61 314 1 310 16.97 -53.24 -0.02 0.00 0.00 -0.05 311 -16.97 53.24 0.02 0.00 0.04 - 159.66 2 310 0.01 0.00 -21.33 0.00 -59.12 0.00 311 -0.01 0.00 21.33 0.00 123.10 0.00 3 310 13.18 -0.51 -0.03 0.00 0.03 - 109.61 311 -13.18 118.21 0.03 0.00 0.05 -68.48 315 1 311 41.41 -53.24 0.04 0.00 -0.04 159.66 186 -41.41 53.24 -0.04 0.00 0.00 - 212.90 2 311 0.01 0.00 123.10 0.00 - 123.10 0.00 186 -0.01 0.00 - 123.10 0.00 0.00 0.00 3 311 13.18 - 119.24 0.05 0.00 -0.05 68.48 186 -13.18 158.47 -0.05 0.00 . 0.00 - 207.33 1 31 -33.70 - 142.91 0.00 0.00 0.00 - 571.66 312 33.70 142.91 0.00 0.00 0.00 428.75 2 31 0.06 0.03 -48.59 0.00 0.00 0.13 312 -0.06 -0.03 48.59 0.00 48.59 -0.10 3 31 - 125.82 158.47 0.04 0.00 0.00 191.91 312 125.82 - 119.24 -0.04 0.00 -0.04 -53.05 317 1 312 -14.51 - 142.92 0.00 0.00 0.00 - 428.75 313 14.51 142.92 0.00 0.00 0.01 0.00 2 312 0.06 0.03 -7.16 0.00 -48.59 0.10 313 -0.06 -0.03 7.16 0.00 70.08 -0.01 3 312 - 125.82 118.21 -0.02 0.00 0.04 53.05 313 125.82 -0.51 0.02 0.00 0.02 125.04 318 1 313 14.52 - 142.91 0.01 0.00 -0.01 0.00 314 -14.52 142.91 -0.01 0.00 -0.03 - 428.74 2 313 0.06 0.03 6.38 0.00 -70.08 0.01 314 -0.06 -0.03 -6.38 0.00 50.95 0.08 3 313 - 125.82 -0.51 0.02 0.00 -0.02 - 125.04 314 125.82 118.21 -0.02 0.00 -0.04 -53.05 319 1 314 33.82 - 142.92 -0.03 0.00 0.03 428.74 80 -33.82 142.92 0.03 0.00 0.00 - 571.66 2 314 0.06 0.03 50.95 0.00 -50.95 -0.08 80 -0.06 -0.03 -50.95 0.00 0.00 0.11 3 314 - 125.82 - 119.24 -0.04 0.00 0.04 53.05 80 125.82 158.47 0.04 0.00 0.00 - 191.91 1 129 -37.21 - 134.65 0.00 0.00 0.00 - 538.68 315 37.21 134.65 0.00 0.00 0.00 404.03 SHELF -SPAN TYPE "A" -- PAGE NO. 51 UMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 129 -0.01 0.00 -19.60 315 0.01 0.00 19.60 3 129 - 125.82 158.47 -0.04 315 125.82 - 119.24 0.04 321 1 315 -17.89 - 134.65 0.00 316 17.89 134.65 0.00 2 315 -0.01 0.00 -22.01 316 0.01 0.00 22.01 3 315 - 125.82 118.21 0.02 316 125.82 -0.51 -0.02 322 1 316 11.03 - 134.65 317 -11.03 134.65 2 316 -0.01 0.00 317 0.01 0.00 3 316 - 125.82 -0.51 317 125.82 118.21 -0.01 0.01 22.80 -22.80 -0.02 0.02 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 19.60 0.00 0.04 0.00 0.00 -19.61 85.63 -0.04 -0.02 0.00 0.04 -85.63 17.24 0.02 0.04 -0.01 0.01 191.91 -53.05 - 404.03 0.07 -0.01 0.00 53.05 125.04 -0.07 - 403.88 0.00 0.00 - 125.04 -53.05 323 1 317 30.23 - 134.65 0.03 0.00 -0.03 403.88 178 -30.23 134.65 -0.03 0.00 0.00 - 538.54 2 317 -0.01 -0.03 17.24 0.00 -17.24 0.00 0.00 0.00 -0.03 3 317 - 125.82 - 119.24 -17.24 0.00 -0.04 53.05 178 125.82 158.47 -0.04 0.00 0.00 - 191.91 400 1 300 303 2 300 303 3 300 303 401 1 301 304 2 301 304 3 301 304 0.00 0.00 0.26 -0.26 0.00 0.00 0.00 0.00 -0.14 0.14 0.00 0.00 0.00 0.00 0.00 0.00 1.03 1.03 0.00 0.00 0.00 0.00 1.03 1.03 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 .. 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 402 1 302 0.00 0.00 0.00 0.00 0.00 0.00 305 0.00 0.00 0.00 0.00 0.00 0.00 2 302 0.26 0.00 0.00 0.00 0.00 0.00 305 -0.26 0.00 0.00 0.00 0.00 0.00 3 302 0.00 1.03 0.00 0.00 0.00 0.00 305 0.00 1.03 0.00 0.00 0.00 0.00 403 1 306 309 2 306 309 -0.04 0.04 118.86 - 118.86 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 SHELF -SPAN TYPE "A" -- PAGE NO. 52 ( CEMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMH LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 3 306 0.08 1.03 0.00 0.00 0.00 0.00 309 -0.08 1.03 0.00 0.00 0.00 0.00 404 1 307 -0.01 0.00 0.00 0.00 0.00 0.00 310 0.01 0.00 0.00 0.00 0.00 0.00 2 307 -79.38 0.00 0.00 0.00 0.00 0.00 310 79.38 0.00 0.00 0.00 0.00 0.00 3 307 -0.05 1.03 0.00 0.00 0.00 0.00 310 0.05 1.03 0.00 0.00 0.00 0.00 405 1 308 0.06 0.00 0.00 0.00 0.00 0.00 311 -0.06 0.00 0.00 0.00 0.00 0.00 2 308 119.74 0.00 0.00 0.00 0.00 0.00 311 - 119.74 0.00 0.00 0.00 0.00 0.00 3 308 0.08 1.03 0.00 0.00 0.00 0.00 311 -0.08 1.03 0.00 0.00 0.00 0.00 406 1 312 0.00 0.00 0.00 0.00 0.00 0.00 315 0.00 0.00 0.00 0.00 0.00 0.00 2 312 -21.92 0.00 0.00 0.00 0.00 0.00 315 21.92 0.00 0.00 0.00 0.00 0.00 3 312 0.06 1.03 0.00 0.00 0.00 0.00 315 -0.06 1.03 0.00 0.00 0.00 0.00 407 1 313 -0.02 0.00 0.00 0.00 0.00 0.00 316 0.02 0.00 0.00 0.00 0.00 0.00 2 313 15.63 0.00 0.00 0.00 0.00 0.00 316 -15.63 0.00 0.00 0.00 0.00 0.00 3 313 -0.04 1.03 0.00 0.00 0.00 0.00 316 0.04 1.03 0.00 0.00 0.00 0.00 408 1 314 0.04 0.00 0.00 0.00 0.00 0.00 317 -0.04 0.00 0.00 0.00 0.00 0.00 2 314 -25.04 0.00 0.00 0.00 0.00 0.00 317 25.04 0.00 0.00 0.00 0.00 0.00 3 314 0.06 1.03 0.00 0.00 0.00 0.00 317 -0.06 1.03 0.00 0.00 0.00 0.00 500 1 3 -0.38 0.00 0.00 0.00 0.00 0.00 101 0.38 0.00 0.00 0.00 0.00 0.00 2 3 853.03 0.00 0.00 0.00 0.00 0.00 101 - 853.03 0.00 0.00 0.00 0.00 0.00 3 3 -0.20 1.03 0.00 0.00 0.00 0.00 101 0.20 1.03 0.00 0.00 0.00 0.00 501 1 10 0.13 0.00 0.00 0.00 0.00 0.00 117 -0.13 0.00 0.00 0.00 0.00 0.00 2 10 - 734.86 0.00 0.00 0.00 0.00 0.00 117 734.86 0.00 0.00 0.00 0.00 0.00 3 10 1.30 1.03 0.00 0.00 0.00 0.00 117 1.01 1.03 0.00 0.00 0.00 0.00 SHELF -SPAN TYPE "A" -- PAGE NO. 53 �,.'EMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 502 1 26 -0.11 0.00 0.00 0.00 0.00 0.00 124 0.11 0.00 0.00 0.00 0.00 0.00 2 26 380.86 0.00 0.00 0.00 0.00 0.00 124 - 380.86 0.00 0.00 0.00 0.00 0.00 3 26 -0.05 1.03 0.00 0.00 0.00 0.00 124 0.05 1.03 0.00 0.00 0.00 0.00 503 1 33 0.15 0.00 0.00 0.00 0.00 0.00 140 -0.15 0.00 0.00 0.00 0.00 0.00 2 33 - 384.06 0.00 0.00 0.00 0.00 0.00 140 384.06 0.00 0.00 0.00 0.00 0.00 3 33 1.01 1.03 0.00 0.00 0.00 0.00 140 1.30 1.03 0.00 0.00 0.00 0.00 504 1 49 -0.02 0.00 0.00 0.00 0.00 0.00 147 0.02 0.00 0.00 0.00 0.00 0.00 2 49 47.29 0.00 0.00 0.00 0.00 0.00 147 -47.29 0.00 0.00 0.00 0.00 0.00 3 49 0.01 1.03 0.00 0.00 0.00 0.00 147 -0.01 1.03 0.00 0.00 0.00 0.00 1 52 -0.12 0.00 0.00 0.00 0.00 0.00 150 0.12 0.00 0.00 0.00 0.00 0.00 2 52 896.48 0.00 0.00 0.00 0.00 0.00 150 - 896.48 0.00 0.00 0.00 0.00 0.00 3 52 -0.19 1.03 0.00 0.00 0.00 0.00 150 0.19 1.03 0.00 0.00 0.00 0.00 506 1 59 0.08 0.00 0.00 0.00 0.00 0.00 166 -0.08 0.00 0.00 0.00 0.00 0.00 2 59 - 771.13 0.00 0.00 0.00 0.00 0.00 166 771.13 0.00 0.00 0.00 0.00 0.00 3 59 1.30 1.03 0.00 0.00 0.00 0.00 166 1.01 1.03 0.00 0.00 0.00 0.00 507 1 75 -0.02 0.00 0.00 0.00 0.00 0.00 173 0.02 0.00 0.00 0.00 0.00 0.00 2 75 396.82 0.00 0.00 0.00 0.00 0.00 173 - 396.82 0.00 0.00 0.00 0.00 0.00 3 75 -0.05 1.03 0.00 0.00 0.00 0.00 173 0.05 1.03 0.00 0.00 0.00 0.00 508 1 82 -0.14 0.00 0.00 0.00 0.00 0.00 189 0.14 0.00 0.00 0.00 0.00 0.00 2 82 - 398.65 0.00 0.00 0.00 0.00 0.00 189 398.65 0.00 0.00 0.00 0.00 0.00 3 82 1.01 1.03 0.00 0.00 0.00 0.00 189 1.30 1.03 0.00 0.00 0.00 0.00 .J09 98 0.01 0.00 0.00 0.00 0.00 0.00 196 -0.01 0.00 0.00 0.00 0.00 0.00 SHELF -SPAN TYPE "A" -- PAGE NO. 54 `- !EMBER END FORCES STRUCTURE TYPE = SPACE ALL UNITS ARE -- POUN FEET MEMB LOAD JT AXIAL SHEAR -Y SHEAR -Z TORSION MOM -Y MOM -Z 2 98 49.11 0.00 0.00 0.00 0.00 0.00 196 -49.11 0.00 0.00 0.00 0.00 0.00 3 98 0.01 1.03 0.00 0.00 0.00 0.00 196 -0.01 1.03 0.00 0.00 0.00 0.00 * * * * * * * * * * * * ** END OF LATEST ANALYSIS RESULT * * * * * * * * * * * * ** 105. * ** 6.45 POST ANALYSIS GRAPHICS DISPLAY 106. PLOT DISP FILE 107. PLOT BENDING FILE 108. PLOT STRESS FILE 109. * ** 6.47 STEEL DESIGN SPECIFICATION * ** 110. *PARAMETER 111. *CODE AISC 112. *UNIT KIP INCH 113. *KZ 0.85 MEMB 7 9 114. *FYLD 33.0 115. *TRACK 1.0 ALL 116. *CHECK CODE ALL 117. FINISH J * ** * * * * * * * * * * * * * ** END OF STAAD -III * * * * * * * * * * * * * ** * * ** DATE= DEC 17,1993 TIME= 18:24:26 * * ** ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** * For questions on STAAD - III /ISDS, contact: * * RESEARCH ENGINEERS, Inc at * * Ph: (714) 974 -2500 Fax: (714) 974 -4771 * ************************** * * * * * * * * * * * * * * * * * * * * * * * * * * * * * ** 1 49 300 301 302 98 48 97 47 96 46 95 45 94 44 93 43 92 42 91 STRUCTURE DATA: • 41 0 89 TYPE = SPACE 99 306 307 308 887 86 37 . NJ = 214 36 85 35 84 NM = 235. 34 83 33 82 NE = 0 32 81 N5 = 4 312 313 314 80 3b NL = 3 29 77 XMAX= 8.0 27 6 75 YMAX= 12.0 24 73 ZMAX = 2.0 22 71 21 70 20 69 19 67 17 66 16 64 14 63 13 62 12 61 •11 60 10 59 9 58 8 57 6 55 % 54 4 53 3 52 51 X el> X\50 MI FEET KIP COMPANY: HNTB S T A A D P D - P L O T (REV: 17.0a) DATE: NOV 22. 1993 TITLE: SHELF-SPAN TYPE 'A' 0. toIr PP) N.00\ O1...tOrt vfn J OOtOhtO in Pf')N. -O ON Oht01C)vtIN.- O OT CON. 1.0111 TIC) N.-O ON 03 O%O%O.O% O%Ot MID OO LOW OCO OO Ohhh l r r r'.1s.)'h t0 tOt010 t0 ID ID VD t0 tO lf1 If1Ln in IA If) IA ininC)PT 40 h t01APC�N .- OOtOhnOlf)PfnN.- OOtcon.vou)T f7N. -O O% O)ht0lf1T17N,,00%03I...tOIAPR)N. -O PRTPP Ter IOI)Itk')t0I')I PIP)InNINNNNNNNNN 00000000000% TYPE = SPACE O O O O . N N Y1 O P I7. .� 1I II II II ' II 1I 1I II )( ?t X W If) J Z Z Z Z Z Z 2 2 >C >- N 0 a N O 2 ' 2 SHELF -SPAN TYPE 'A' 1 147 48 146 47 145 46 144 45 143 44 142 43 141 42 140 STRUCTURE DATA: 40 138 9 137 TYPE = SPACE KB 136 g7 135 NJ = 214 K6 134 K5 133 NM .._ . 235.. K 132 c 131 NE = 0 ;2 130 NS = 4 1 0 129 128 9 127 NL _ .: .3 r 8 126 XMAX =. 8.0 124 YMAX= 12.0 +5 4 123 122 ZMAX =" 2.0 2 120 +l 119 0 118 19 117 18 116 17 115 16 114 - 15 113 14 112 13 111 12 110 1 109 108 9 107 8 106 7 105 6 104 1 103 102 101 r4 t Z 900 A 1 FEET KIP COMPANY: HNTB : S T A A D P D — P L O T (REV: 17.Oa) DATE: NOV 22. 1993 TITLE: SHELF —SPAN TYPE 'A' STRUCTURE DATA: TYPE = SPACE NJ = 214 NM = 235 NE = 0 NS = 4 NL = 3 XMAX= 8.0 YMAX= 12.0 ZMAX= 2.0 1 Ail. MOMENT HZ LN= 1 1111 INN IS 1ff 111 1, • 1 1 Iff EV MI 11 • II II IIMMIET Mlir MIMI IN= MEM MINI ■ Mow MEM . Abb. WM= MIIIMir MMEMOEYAir =MAW 1111111111111,■/ •1111111%■/ ll Pr 1111, x 1■' 11MMV MOW 11111111/ =IV 1111/ IIMMI OKI VIIII MI I MI NMI MI 1 ! FEET KIP COMPANY: HNTO STAADPD—PLOT(REV: 17.0a) DATE: NOV 22. 1993 TITLE: SHELF-SPAN TYPE 'A' STRUCTURE DATA: TYPE =SPACE NM= 214 NM = 235 NE = 0 NS _ 4 NL - 3 XMAX= B.0 YMAX= 12.0 ZMAX= 2.0 1 �' pi......1 no . ,' ilhoo.- ioli ' • , DFDR LOAD= 1 ,,,, FEET KIP Z "" COMPANY: HNTB S T A A D P D -PLOT (REV: 17.0a) DATE: NOV 22. 1993 TITLE: SHELF -SPAN TYPE 'A' 1 DFOR LOAD= 1 STRUCTURE DATA: 44t, TYPE = SPACE 6 NJ= 214 . NM = 235 NE = 0 ` O' * 1 NS .= 4 411 NL= 3 XMAX= 8.D moo' , YMAX= 12.0 "- ZMAX= 2.0 g0 - 1111 fill • Z MI FEET KIP COMPANY: HNTB S T A A D P D - P L O T (REV : 17.0a) DATE: NOV 22. 1993 TITLE: SHELF -SPAN TYPE 'A' 1 DFOR LOAD= 2 1111111' 1411111111110- STRUCTURE DATA: 101011111111,401111 TYPE = SPACE 111110 . .11111111111111011 NJ = 214 A4100 NM = 235 4W ■ f NS = 4 NL= 3 16-.10M1.1 PIPP-11 XMAX= 8.0 YMAX= 12.0 Iro,.., III 411111111111111 ZMAX= 2.0 111 lit. 1 A)111' 1111 z FEET KIP 111! 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