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'I 'Combine [ ) Dcamol iti.on No. of buildings: _ No. of Living Una T.s: : -IJ I-and 11::c, C'odo: _ — ^a1.uati.on : ��(� rr l i� �� _ Tax Acct. �N : -------- ------ - - Propiarty Ad<i710S.1% _ - _� _ z C'Lc__ _'�l�A�fc l ---— -- _--- t.oa1 Description: ma _1_f - Ownor' n Addrepa: _i !_, ,; -•.,�;.i -� _ Builder ' s Address: Arr!hitect. or Engineor: AppJJ,-.ant's signat.urez: �'c6�nesr or aq.=n t.> Perminnlon La hereby granted to do the work ditsc;ribed, according to tho capprovrt-i planst and sp"cif'icationu pf�rtalni ncq hereto subject: -to comp;L inc:t: with th•a ordinances of the C1_t.y of Arl incq-ton and the �',tate of Washington . Thri :f o.l l owi ng in a brnakdown of your pir-ii-mit. fee-s . 1 . Plan Chock Fee(341 .83.00) . . . . . . . . . . . . . . . . . . . 2 . Bui l dint) Permit. FPe(322 . ].0.00) . . . . . . . . . . . . . . :� ,'� •> 'r 3 . P1.ttmbinq parmit: Fee(:322. 10.00) . . . . . . . . . . . . . . 4 . Mr-__:.hani.cal Permit Foi,(322, 0.00) . . . . . . . . . . . . 5 . Energy Feo (386.00.U7_) . . . . . . . . . . . . . . . . .t Fi . State Fp.e (366-00 .03 ) . . . . . . . . . . . . . . . . $ 7 . Water/Sewer Foes (Ape attached breakdown) . . . 1 `� • _ . . . . . . . . . . . . . . . . . . . . . . . . . . . . . `e - — T O T A L . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . . $—_ P A I D �f�4� v_ C R # �� / _—--s Y `i iSSU'!Nr Or'F'ICCk PRoPER,rY OWNERS ARE RESPONSTALE FOR PF.TFF?MTNTNC, ALL PROPERTY LINE r.00ATIONS': AND RELATED EASEMENTS. . NO OCCUPANCY PET{M7'r wif..i. iiF: Ts-SUED UNTIL THE INSPECTOR HAS APPROVED THE FINISHED ED STRUCTI)RE. a � II' Ii wwibra Ixt no ob mt Exammmq =2 dwhY tea: *I we"mo,arm'"A 1 xi s L I a-.L? t1dA -r As 0*1$ I F I •t sxioN if a I - ► � fl _t AXFA"ad q diV 1 I >! rma [ t �j tlhsbmml i 1' g �mJmWw If �1<�.IMP Ltxd rvUm�oeia& L t Ill — A 4AXI 4id I 1)#XaJ-4 X r=+m' _ 1 AOM kN L L,r4 IV% -aPIL _ -- - - — i . i ,1�1 i _ _ _. — i 7i��n hbd ,r7 airt7ng i 4 yob &A tofd lull I r— - _ _ � - - ��_•����� z � Z��J rip iJ �s 'r�.a�t�4/� r +7.s 4 r.l Ft'': _+r?T = :C' ;- nMbq% t,.4. =p r �-r ��.� -�•�H + -A�4i►A���W �S+ 4T+~iL +r? bd� AW E L' to '30 1•% •r1111f xa •P►4111�1 l b-r� W&I d4.# IN i 1 0 tik"WT7 'Fnn-( in 11m itsii■ rd a rn an tOo4 Ij nI MIT 16 I I 1 LO .No i9r .I asS Q'1-mm"I .r i i to .vi�. trom 7 uu I 041Mi1 I . I I 1 II- I It II I III F III 1 1 1 T'11 -1 jA 11— ILIV I I - 11�7I7l�D DW I Unveil ��4e��A �'K �['�'"�1'�AJ �!i'�' .I'tYMIL t3>IRlI>:��I' ■1! d,! IN �JIIINNN Y�II�1i11,'�9�4 'vlf ok'�K w .....,..._.__..._....._.++..+-..ate....... ..........,.,.,....r.....:�..i«,,.rt+d,.rt[ur.".."1W:M �1r++....�awYWa,.rr.wA..Ytri4.J.+...,b.,,a'.�.:-,.a.u¢,NY...r... «.,. ...,..,.....,..,..-..... .. -,-..... ... ,_.,,,-.-.,... City of It L I N(P4 '1'1) F CITY HALL ❑ 238 N. OLYMPIC AVENUE ARLINGTON,WA 98223 ❑ (206)435-5785 October 8, 1988 Mackenzie Specialty Castings, Inc. P. O. Box 219 Arlington, WA 98223 RE: Building Permit #3680 Per our recent phone conversation, your letter dated October 5th and the letter from John Farrens, Jr. dated .pctober 3, 1988. Enclosed you will find a check in the amount of $356-' ®. This check is a refund for building permit and plan check fees over paid on the above noted application. If you should have any further questions,please contact me at the above noted address or phone. Cordially, GrisWII rubaf94 Cl er CC: File T li MACKENZIE SPECIALTY CASTINGS, INC. IRON•DUCTILE•STAINLESS•STEEL•BRONZE Mackenzie Specialty Castings, Inc. October 5, 1988 City of Arlington Third & Olympic Arlington, Wa. 98223 RE: Building Permit #3680 Gentlemen: After talking with John Farrens, I understand that your valuation of our addition was reduced from $98 , 000. 00 down to $50, 000. 00 . As we are actually paying $40 , 000. 00 for the building, I feel $50, 000. 00 is much more realistic. Therefore, I would like a refund from the building permit fees for the difference. Thank you in advance for your immediate attention of this matter. Yours truly, n � Dorothy Nerison President v DN: jkp P.O.BOX219 / 19430-63rd AVE.N.E. • ARLINGTON,WA 98223-0219 • (206)435-5530 October 3, 1988 8726 - 202nd St. S.W. Edmonds, WA 98020 Mr. Thom Myers, City Engineer 238 N. Olympia Street Arlington, WA 98223 REFERENCE: Building Value for Permit for Mackenzie Specialty Castings Dear Mr. Myers: This is in regard to my phone call oh September 30, 1988 confirming the agreement that I made with Dorothy of Mackenzie Specialty Castings for the value of their building permit. She accepted my value of $50,000.00 for the permit. I quoted her the following cost for her permit: Building Permit $414.50 ��� Plan Check Fee 269.43 Energy Fee 15.00 ; IG°State Fee 2.50 I also told her to request a refund. I arrived at the $50,000.00 as follows; The addition is 4160 Sq. Ft. 4160 X $19.20 X .80 = $63,898.00 (Warehouses) $63,898 X .88 = $56,232 (Regional Modifier) However, this is an addition between two existing buildings and the concrete floor slab exists. So estimating the floor at $1.00 per foot = $4160. and 2 X 80 = 160 feet of wall at 10.00 per foot = $1600. $4160. 1600. Credit $5760. $56,232 less $5760 = $50,472.00 I round it off to $50,000.00. She accepted. See the attached Building Valuation Data published by International Confer- ence of Building Officials. Sincergly,/] n H. Farrens, Jr. �)SI' I i � ri�'l•-1 �vl,a,f f?l:j - • 1;3 ■1�,;h lrpalrf' . .00 Mloi 1. n►t -71, .hA-11ttc g11*:vvV441 n -1 v.-j1.. tin t'I n• •111 1, n I I 'ice: ~'lip i.+$t ♦i�r4.+';� ,1.; irliC�rf.e11i11 �._ 4n�1 't 'u�: riir�lr I:1 ►ll I .I�IT -1 . Irro(T'tr11 • ��I� :Ju1i 6-71r mil 1: : 7.1 UTRI, 0117 11 1 '. M!1.i4Y 1 �c.l ''X-�.1 is�.a �itl'- T.L. l �: 1 • p,J �; 11,7117u 1 JI ri1 P'.f_l II V J ;4L hn,wpprtlr ,, '1 4" _II +t #r3--rrn 1 11f11.1I I• I F,_j . 116+ f,IT 111C-T- r11 'j t�,r fi • f-,t 411143) .Sty P:r tk !pj-%nr,rlier 14J' rmr. +lritfitiurl U.1 DO - r,,• 11 I yc _i. .,I!�'1 1-y��1� fl oid�11R ��.p'� -._-vj int_ r Jrs. 2 to i. Wit" '41Y I Ita l., 1 i r 1 I't'.: oil u 1 � I I ' . °b 't - j I:(' L - s .a-J�1 I• i :I 'ILA: = .5� III' _' ,�i' _ ;L11.1'r - 1 "u• - 1 ,,v► r1 -twItW..• fout,r trit *,,Sb1 • J -'13 U 0041 '- - > �•.U�r,r -•I'.t;.l t -'�..1 •1� Building Valuation Data At the request of numerous building officials,Building 11.HOTELS AND MOTELS: 25.WAREHOUSES:'" Standards offers the following building valuation data Type I or II F.R. ............. 71.90 Type I or II F.R. ............. 34.20 representing average costs for most buildings. Because Type III-1-Hour ..........; 63.40 Type II or V-N Hour............. 19.20 Type III-N............... 60.40 Type II or V-N............. 19.20 residential buildings are the most common for many cit- Type V-1-Hour............ 55.20 Type III-1-Hour....... ... 23.70 ies,two general classes are considered for these,one for Type V-N ................ 52.60 Type III-N................ 22.60 "average"construction and the otherfor"good."Adjust- 12•INDUSTRIAL PLANTS: EQUIPMENT ments should be made for special architectural or struc- Type I or II F.R.............. 40.20 tural features and location of the project.Often higher or Type II-1-Hour............ 28.00 AIR CONDITIONING: lower unit costs may result. Type 11-(Stock) ......... Commercial ......I........ 2.80 26.70 Y "' Residential ................ 2.40 Type III-1-Hour ........... 30.70 The unit costs are intended to comply with the defini- 29 20 SPRINKLER SYSTEMS............ 1.30 Type III-N.......... tion of"valuation"in Section 423 of the Uniform Build- Tilt-up.................... 20.20 ing Code and thus include architectural,structural,elec- Type V-1-Hour............ 28.00 Regional Modifiers trical, plumbing, and mechanical work, except as Type V-N ................ 26,70 specifically listed below.It also includes the contractor's 13.JAILS: profit which should not be omitted. Type I or 11 F.R. ............. 112.60 The following modifiers are recommended for use in Type 111-1-Hour........... 103,30 conjunction with the Building Valuation Data. In addi- The determination of plan check fees for projects re- Type V-1-Hour............ 73.90 tion.certain local conditions may require further modifi- viewed by the International Conference of Building Of- 14.LIBRARIES: cations.To use these modifiers merely multiply the listed ficials will be based on valuation computed from these Type I or II FIR. ............. 82.30 cost per square foot by the appropriate regional modifier. figures which were compiled in October,1987. Type 11-1-Hour............ 58.00 For example: Cost per Type II-N................. 55.20 To adjust cost of a Type III-1•Hour hotel budding of Square Foot Type III-1-Hour ........... 63.00 averab'e construction for the Kansas area.select Regional q Type lll-N................ 60,00 Modifier0.73 and unit cost from ValuationData.$61.40. Occupancy and Type Good Average Type V-1-Hour............ 57.10 1.APARTMENT HOUSES: Type VN ................ 54.30 0.73 x $63.40 = $46.28 `Type I or II F.R. ............. $76.90 63.10 15.MEDICAL OFFICES: (adjusted cost per square foot) Type V-Masonry 'Type I or II F.R. ............. 85.20 (or Type III) .............. 60.00 48.10 Type II-1-Hour............ 63.00 Eastern United States Modifier Type V-Wood Frame....... 57.30 45.30 Type11-N................. 60.10 Connecticut....................... 0.92 Type I-Basement Garage.... 26.10 Type 111-1-Hour ....,,..... 68.90 Delaware......................... 2.AUDITORIUMS: Type III-N................ 65.70 District of Columbia ................ 0.85 Type Ior11F.R. ............. 74.10 Type V-1-Hour............ 64.10 Florida .................. 0.74 Type 53.30 Type V-N ................ 61.10 "" YP ..... Georgia......................,.... 0.70 Typell-N................. 50.80 16.OFFICES:*** Maine................,............ 0,80 Type 111-1-Hour........... 56.90 *Type I or 11 F.R. ............. 74'80 Maryland......................... 0.79 Type III-N................ 54.10 Type II-1-Hour............ 49.40 Massachusetts......... .92 Type V-1-Hour............ 52.30 Typell-N................. 47.10 ......••••-• 0,81 Type 111-1-Hour ........... 53.70 New Hampshire ................... 0.81 Type V-N ................ 49.80 Yp New jersey........................ 0.91 3.BANKS: Type III-N................. 51.20 New York 'Type I or II F.R. ............. 103.30 Type V-1-Hour............ 50.20 New York City1.09 Type ll-1-Hour............ 75.30 Type V-N ................ 47.90 ............... Other ...................... 0.85 Type II-N..........-...... 71.70 17.PRIVATE GARAGES: North Carolina..................... 0.70 Type III-1-Hour ........... 85.00 Wood Frame............... 16.70 Pennsylvania Typelll-N....... ........ 80.90 Masonry .................. 19.70 Philadelphia................. 0.96 Type V-1-Hour. .......... 75.30 Open Carports............. 11.50 Other ...................... 0.84 Type V-N ................ 71.70 18.PUBLIC BUILDINGS: Rhode Island ...........,.......... 0.91 4.BOWLING ALLEYS: Type I or II F.R. ............. 88.50 South Carolina..................... 0.69 Type ll-1-Hour............ 31.70 Type ll-1-Hour............ 66.50 Vermont,.......... Type ................. 30.20 TYpell-N................. 63.30 YP Virginia........................... 0.73 Type III-1-Hour........... 34.70 Type III-1-Hour ........... 74.40 yp 70.90 West Virginia...................... 0.81 Type III-N.........,. 33.10 Type III-N................ Type V-1-Hour............ 31.80 Type V-1-Hour............ 66.00 Central United States 5.CHURCHES: Type V-N ................ 62.80 Alabama.......................... 0.71 Type Ior11F.R. ............. 70.10 19.PUBLIC GARAGES: Arkansas.......................... 0.70 Type ll-1-Hour............ 52.80 *Type I or I I F.R. ............. 34.40 Illinois............................ 0.87 Typell-N................. 50.30 Type ll-N................. 19.90 Indiana........................... 0.82 Type III-1-Hour........... 56.60 Type 111-1-Hour........... 24.00 Iowa ..•........................... 0.79 Typelll-N................ 53.90 TYPe111-N................ 22.90 Kansas ........................... 0.73 Type V-1-Hour............ 51.70 Type V-1-Hour............ 20.90 Kentucky ......................... 0.77 Type V-N ................ 49.20 20.RESTAURANTS: Louisiana......................... 0.75 6.CONVALESCENT HOSPITALS: Type III-1-Hour ........... 67.50 Michigan ......................... 0.85 *Type I or II F.R. ............. 97.30 Type lll-N................ 64.30 Minnesota ........................ 0.86 Type III-1-Hour........... 69.50 Type V-1-Hour............ 59.80 Mississippi ........................ 0.71 Type V-1-Hour............ 63.60 Type V-N ................ 56.90 Missouri.......................... 0.78 7.DWELLINGS: 21.SCHOOLS: Nebraska......................... 0.75 Type V-Masonry........... 69.70 49.80 Type Ior11F.R. ............. 79.40 North Dakota....................., 0.80 Type V-Wood Frame....... 66.30 46.80 Type]]-]-Hour............ 50.70 Ohio............................. 0.83 Basements- Type III-1-Hour........... 58.20 Oklahoma ........................ 0.71 Semi-Finished............ 16.20 14.20 Typelll-N................ 55.40 South Dakota...................... 0.78 Unfinished .............. 12.50 10.70 Type V-1-Hour............ 53.40 Tennessee......................... 0.72 8.FIRE STATIONS: 22.SERVICE STATIONS: Texas............................. 0.73 Type Ior11F R. ............. 79.30 Type ll-N................. 47.30 Wisconsin .................I...... 0.84 Type II-1-Hour............ 52.40 Type III-1-Hour ........... 47.50 Western United States Typell-N................. 49.70 Type V-1-Hour............ 41.50 Alaska............................ 1.25 Type lll-1-Hour ........... 58.10 Canopies.................. 18.20 Arizona................ Type III-N................ 55.30 23. TORES: 0.79 Type V-1-Hour............ 52.30 Type I or II F.R. ............. 58.20 California Type V-N ................ 49.80 Type II-1-Hour............ 36.20 Los Angeles................. 1.00 9.HOMES FOR THE ELDERLY. Type II-N................. 34.40 San Francisco................ 1.13 Type Ior11F.R. ............. 73.50 Type lll-1-Hour ........... 42.40 Other ...................... 0.94 Type ll-1-Hour............ 58.90 Type lll-N................ 40.40 Colorado ......................... 0.80 e T V1H 3390 ll-N................. 56.20 Type - - our............ . Hawaii ........................... 1. 15 Type Idaho............ .. 0.8080 Type 111-1-Hour ........... 61.70 Type V-N ................ 32.30 """""" Montana.,........................ 0.78 Type lll-N................ 58.80 24.THEATERS: Type V-1-Hour............ 59.10 Type Ior11F.R. ............. 77.80 Nevada........................... 0.88 Type V-N .. 56.30 Type Illl-Hour......... 56.80 New Mexico ...................... 0.75 YP - Oregon......... ... 0.83 10.HOSPITALS: Type 111-N................ 54.00 """"" *Type I or11 FIR. ............. 113.40 Type V-1-Hour............ 51.50 Utah ............................. 0.75 Type III-1-Hour........... 94.90 Type V-N ............. 49.10 Washington....................... 0.88 Type V-1-Hour............ 88.50 Wyoming g................. ...... 0.79 Add 0.5 percentto total costforeach story over three. '"Deduct 11 percent for mini-warehouses. *"•Deduct 20 percent for shell only buildings. 14 BUILDING STANDARDS/May-June,1988 .:: r, � � �� � � I [• h I r BUILDING PERMIT REVIEW CHECKLIST BY /. ) :a{ .fit PLANS RECEIVED r� AT DOCUMENTS SUBMITl' D: _BUILDING PERMIT APPLICATION PLANS FOR BUILDING STORM DRAINAGE PLAN ct� ►I - ENVIRUMENTAL CfIECKLIST -7- ,� It 1,41 , 1 x PLOT PLAN CITY IIALL I-J TI IInU b OLYMPIC AVENUE UTIIER AS NOTED ARLINGTON.WA 99223 CIIECKED FOR ZONING COMPLIANCE: _LL_ZUN I NG —� USE APPROVED BY DEPARTMENTS: WATER �( SEWER STREET FIRE SANITATION ENGINEERING NOTES : READY FOR BUILDING INSPECTOR REVIEW: APPROVED BY BUILDING INSPECTOR: s • n� ., _— ---- A'N"" NO. : I5310,r)-4-012 PREPAREL FOR: AL: LO`F 12, / ZLIw---T,,-)tJ N` NZIE ` pa--V�.LTY �..:RLINC�TON /-',i "F�f�7" IMF—L-I tJr:TTbN , RYA 0 6 2 Z 3 • WATER SUPPLY: G17"r OF A—RUNjCT70W • 'JOB # _.1616 •"TANK SIZE: 1, 000 GAL (TWO COMPARTMENT) I • SCALE: 1"= .50 ' s. FIELD AREA: 120 SQ.FT. • CONTOUR: I-EVF-L o INSTALLER: C>\VH;EFP • `►ULY 1565 (ASSUMED DATUM) an ��° "�' 2( AR A I � 1 WOOD_oR cuNc- BkRtrA= :o d �- QJ 20' i O T. 3 rJ •' S�MPII�Y ,.. NJ tcbo a�. rn 2cc� 2,1= ip� Ir -70 1 _ L . 401 40 - S ? rLP ro 57&0 -Y �l 5b# .� m _ N &2:-° OZ ' 2 I` E- 1988 `RRY D. DEISHER BLAND USE CONSULTANT 0 1702 HEWITT AVENI J1 0 EVER 6 8: CA _' Y OF A R L I N G T c CONSTRUCTION PERMIT DATE �� PERMIT NO. �� Application is hereby made for permits to do the following work: C J New Residence C J Addition C J Duplex C J Carport 6 Remodel C J Commercial C J Garage C J Mobile C J Apartment/Condo C J Barn C J Mechanical C 1 Relocation/Move C J Accessory Buildin gC J Plumbing C J Demolition C J Other_ _ //�f No. of buildings: NW No. of Living Units:lb Land Use Code: Valuation:_ Tax Acct- #: — Property Address: Legal Description: Owner: Owner 's Ad, 0 Builder: ((�S�f{{JJC�� Ljc. # 614 ReOL[ItySldoRL Builder's Address: .� Architect or Engineer: Applicant 's signatureWner + or a gent) Permission is hereby granted to do the work described, according to the approved plans and specifications pertaining hereto subject to compliance with the ordinances of the City of Arlington and the State of Washington. The following is a breakdown of your permit fees. 1 . Plan Check Fee(341 . 83. 00) . . . . . . . . . . . . . . . . . . . S ��6. 7 O pd C RW 2. Building Permit Fee(322. 10. 00) . . . . . . . . . . . . . . S lo3a.J�0 - 3. Plumbing Permit Fee(322. 10. 00) . . . . . . . . . . . . . . S 4. Mechanical Permit Fee(322. 10. 00) . . . . . . . . . . . . S 5. Energy Fee (386. 00. 02) . S 6. State Fee (386. 00. 01 ) . . . . . . . . . . . . . . . . 7. Water/Sewer Fe (se tt the e d wn) . . . 9 B. 9. . . . . . . . . . . . . . . . . . . . . . . . . . . . S � TO T L . . . . . . . . . . . . . . . ../. . ry. . . . . . . . . . . . . . . . . . . . . . . . .5 �#7 ISSUING OFFICER PROPERTY OWNERS ARE RESPONSIBLE FOR DETERMINING ALL PROPERTY LINE LOCATIONS AND RELATED EASEMENTS. NO OCCUPANCY PERMIT WILL BE ISSUED UNTIL THE INSPECTOR HAS APPROVED THE FINISHED STRUCTURE. � � i d I i i � i i ii � i i i i i �r , it i�i 09-10-8R PZ arl Review 19430 163rd St NE Arlington , Wa 98223 Ruilding Use R-4 Type Construction II-N Total allowable area including yard increase 31 ,387. 5 - total proposed building area 21 ,224. Occupant load per table 33-A= 106 1 . A fire lane must be maintained around the build.inrrq so that fire dePal•tment access is available on at lea4t two opr)n.glnn .sides. a . ) Openings al-e- to be prov.ideeY with a minimum of 20 srq. ft. of opening per each 50 lineal ft. of wn11 or fraction thereof. Openings ere- to have a minimum dimmn4ion nf. 30" and are to be. aCCe.9sible to the -r.ire del-.irtment form the exterior. No portion of a building is to be more than 75 ft. from an opening. b) If the above conditions con not be met an approved automatic sprinkler system must be provided. l Section 38a S b URC) 2) No point in the building is to be more than 150' from an exterior exit door. .3) F,xi t doors are to be a minimum of 3 '0" x 6 '8" And area to open in the di1'f'ction of exit.` travP_.l . 4 r Two grla.lifying emits are regril .red. Overhead or ,q_lid1nq, doors are not om—i is Fxi is must be 1 prated a distance apart equal to 112 the lal-arr,t diagC117a1 of the area served. 5) Rui_lde.r is to have a spmclal i.n.speactor for field welds. Note enca.inr?r�rs "Builders note.. " for tightening A-325 bolts in accordance with tab.l.e 4 of the 8th edition of the AISC manual (P-215) 6) Parking is to be provided at the rate of 1 space per employee on the largest shift. 7)Floor plans should always show position, size and types of openings as well as all rooms or dividing walls within the building. Garco Western Inc SEP 2 0 M IGarco Steel Building Systems General Contractors P.O.Box 3189 Redmond,Washington 98073 June 24, 1988 McKenzie Specialty Castings 19430 6 3rd Ave NE Arlington, WA 98223 Attention: Dorthy Nerison Re: Proposed Steel Building Job Location: Arlington Industrial Park Dear Dorthy: Garco Western, Inc. proposes to furnish and erect one Garco steel building with the following specifications: i_ Site: 40 ft. wide by 52 ft. long with an eave height of 24 ft. with (2) 20 ft. wide by 52 ft. long with 16 ft. wing units attached to the sidewalls. 2. Primary Framing: (TRC) as shown on page 6 of the enclosed brochure. 3. Design Loading: 25 p. s. f. live loading, 80 m. p. h. exposure "C" wind loading. 4. Roof Slope: 1 :12 5. Bay Spacing: 2 bays at 20 ft. and (13 bay at 12 ft. on center. 6. Roof Sheeting: Roof to be 26 guage galvanized steel sheeting, factory painted special Poly-Ceram coating on both sides. Colors available are white sand and stone grey. Walls to be 26 ga. galvanized steel sheeting, factory painted Garco ultramarine blue. 7. Wallites: 6 ft. high fiberglass panels provided between roof of wing units and eave of higher roof on both sides of building. S. Doors: (23 12 ft. by 14 ft. sliding steel doors. one on each 'side of building. 9. Insulation: 2 in. fiberglass blanket insulation . 6## density with white vinyl facing, U.L. rated in roof only. 1i �: s 't � 10. Gutters and Downspouts: Owner to provide and install to match existing. 11. Crane Supports: Column brackets with crane runway beams designed for (2) 5 ton bridge cranes. Crane rails supplied and installed by owner. 12. All existing endwall sheeting to be removed and stacked. 13. Concrete: Existing 6 in. slab to be cut and new column footings with reinforcing bars provided. 14. Drawings: Garco Western will furnish all bolt layout drawings, all calculation and all erection drawings for the steel building, stamped by a registered Washington State Engineer. Anchor bolts to be supplied by ,ethers. PRICE FOR THE ABOVE INVESTMENT. . . . . . . . . . . . . . . . . . . $32, 606. CEO Plus W.S. S. Tax GENERAL CONDITIONS: 1. The owner shall furnish all surveys unless otherwise specified. Permits and licenses necessary for the prosecutiorn of the work shall be secured by and paid for by the owner. 2. The owner may order changes in the work, the contract sure being adjusted accordingly. All such orders and adjustments shall be made in writing. .3. Any item riot included in the above contract that is required by the building department is to be paid for by the owner. All such orders shall be in writing and the contract sure adjusted accordingly. 4. Owner represents that he is the owner in fee title of the fallowing described premises upon which Contractor is to provide work and supply materials, the legal description of which is as follows: 5. Power~ steall be available at the site. IS. Minimum of 20 ft. access around building is needed for equioment mobility. a I I 7. Terms: 10% dawn upon placement of the building order; building components invoiced and due upon delivery to jobsite. Erection and concrete work invoiced monthly as field work progresses. The fallowing signatures show acceptance of the above proposal and constitutes a binding contract between the Buyer, hereafter called Owner, and Garco Western, Inc. , hereafter called Supplier. OWNER: r Name /, Title SUPPLIER: GARCO WESTERN, INC. Plan C. Anderson Estimator �/ �'Mi Garco, Building Systems Box 19248 Spokane, Washington 99219 ENGINEERING TRANSMITTAL (509) 244-5611 5H I P BY (� p J/ A I �7 ❑ UNITED PARCEL SERVICE ❑ CERTIFIED TI C (_ C I J -A s CT. ElFIRST CLASS MAIL �EXPRRE MA L ADDRESS (STREET,CITY,STATE.AND ZIP CODE) — ( n 3 RIB• N - E . ATTENTION - SC� JOB NUMBER RE: DATE I GENTLEMEN: WE TRANSMIT TO YOU HEREWITH THE FOLLOWING DOCUMENTS ON THE ABOVE JOB. NO. DESCRIPTION REMARKS SET OF APPROVAL DWGS.• A , SET OF ERECTION DWGS. i I, SHIPPING LIST DESIGN CALCULATIONS ST M P f THE ABOVE PRINTS ARE SUBMITTED TO YOU FOR ❑ YOUR APPROVAL- (RETURN ONE SET APPROVED OR COMMENT NOTED) ! ❑ RETAIN 1 )SETS OF CALCULATIONS FOR YOUR USE IN OBTAINING BUILDING PERMIT. !I �RETAIN FOR YOUR USE ) SETS I ❑ BUILDER'S NOTE: Permit drawings may be subject to possible changes due to Structural Details and Material Take-off. Drawings for Permit use only. D 0 N 0 T U S E F O R C O N S T R U C T I O N. Final Erection Package to follow with Building. 1 Set to be mailed to Builder and 1 Set to be sent with Building to Job Site.) eY i 8-� - roe 131 d q Wt-y o cV f�� � IL ? ,� ., . ., , � � ,t ! ` i I f I � 4 � � - - - '� � ----- - - -- - - - - - - - - - - - - - - 'I � I 1, BUILDING PERMIT REVIEW CHECKLIST t .,fit PLANS RECEIVED AT . BY M_ uib� DOCUMENTS SUBMITTED: n BUILDING PERMIT 'APPLICATION nn ' • x PLANS FOR BUILDING STORM DRAINAGE PLAN _ENV I ROMENTAL C1IECKL I ST �I PLOT PLANrIT n OTHER AS NOTED • ' ARLINOION,WA E022�LYMPIC AVENUE CIIECKED FOR ZONING COMPLIANCE: ZONING ,a USE APPROVED BY DEPARTMENTS: WATER SEWER STREET FIRE SANITATION ENGINEERING Q' 740 NOTES : (}� , c� 1! � 0 READY F BUILDING REVIEW: , APPROVED BY BUILDING INSPECTOR: 41 11; y 1 •, _ -r } � Iy.I ..�" ..-� ':'�i`�°off'. - ..�.' .I,. . -. ,1 . ' .. • �i i I 1 t �U Z k KRpFN `Of WASy, /C f M 0 LSD 0 �1C� SYSTEMS 1 L 5861 P • 0 • BOX 19248 � � o v SPOKANE , NA • 9921 9 TELEPHONE ( 509 ) 244-5811 ASS/0NAI. ENGINEERING CALCULATIONS JOB NUMBER : * 88JLT5 J O B N A M E : Me Xrn S:-e S�xr c,Fl�� C�.Sf�, s__ B U I L D E R G ez rcra GtS`�e'in _ FRAME TYPE : 7ZC 214e S1l/l HOM I HAL N I DTH NOM IHAL LENGTH -sue NOMINAL EAVE HT .: ay BAYS : ROOF SLOPE /�- CRANE SPEC . : Z L I HE LOAD v MAX • WHEEL LOAD 9.a « M I ND LOAD G MIN . WHEEL BASE 700, SEISMIC ZONE 3 SPECIAL LOADINGS ; �- -s Zro� Cr ✓� �°� w 'nti v�:ts on b ti s 'd/r►f�_ C 0 M M E N T S :�� 'l a �`f Y�.P�.� fc��� �tCe� �� Ir ." Gt�iy �r��t Qe C��`'n UO(U,f 1� _.� 1� I PRODUCT SPECIFICATIONS A. SCOPE E. ROOF AND WALL COVERING To furnish GARCO computer designed, pre-engineered Material for galvanized and colored steel panels steel, Tapered Beam and Column, Rigid Frame, and flashings shall be minimum Grade D conforming Tapered Rigid Frame, or Modular Beam and Column to ASTM Spec. A446 and G-90 coating class as per primary structural framing, steel purlin and girt ASTM A-525. secondary framing, formed steel roof and wall panels, flashings, closures, and connecting bolts Type "RW" panels shall have 1-1/8" deep major box and screws. ribs spaced 12" on centers, with intermediate stif- fening ribs. Type "AW" panels shall be similar to B. DESIGN "RW" configuration except shall be modified for "inside-out" or reverse installation. Based upon criteria published by: 1. A.I.S.C. Specifications for Structural Steel Sealant for sidelaps and endlaps shall be 3/16" 2. A.I.S.I. Specifications for Light-Gauge diameter butyl mastic tape. Cold-Formed Steel 3. MBMA Design Practices Manual Closures shall be preformed closed cell laminated- 4. UBC (Uniform Building Code) polyethylene foam, matching the panel profile. 5. NBCC (National Building Code of Canada) Fasteners for panels to secondary framing shall be Design loads for roof live load, floor live load, zinc plated #12 x 1" Self-Drilling, Self-Tapping or wind loads to be as specified or required. A "TEK" screws with 5/16" hex head and neoprene one-third increase in allowable unit stress of washer. Fasteners for panel sidelaps shall be zinc members to be included for wind or seismic loading. plated 14 x 3/4" Self-Drilling, Lap "TEK" sheet Deflection limits to be a maximum of 1/180. metal screws with 5/16" hex head and neoprene washer. C. PRIMARY STRUCTURAL FRAMING Flashings and trim shall be furnished at rake, All primary structural framing members to be eaves, corners, and openings to provide finished automatic submerged arc welded built-up wide flange appearance and weathertightness. Minimum thickness sections. Miscellaneous welds to be made by gas to be 26 gauge. metal-arc process with argon shielding. All weld- ing to be in accordance with American Welding Ridge panels shall be formed of same configuration Society and Canadian Welding Bureau requirements by as roof panels, except 4:12 slope, which utilizes a welders certified in accordance with C.W.B., ridge cap flashing. C.S.A. Standard W47.1 (Fusion Welding of Steel Structures). Skylites and wallites shall be white fiberglass of same configuration as roof or siding panels and Primary structural steel material to be equal to shall meet commercial standard CS-214-62 for Type 1 ASTM A-36, A-570 or A-572 requirements, with a general purpose resins. minimum yield stress of 50,000 psi. Minimum web thickness to be 1/8' and minimum flange thickness Color coating of exposed roofing and siding shall to be 3/160, be Polyceram 3200 Thermoset Polyester Melamine System, applied at .8 mils nominal dry film thick- A minimum of 1 mil thickness shop primer to be ness over .2 mils nominal dry film thickness of applied to all structural steel, epoxy type primer over basic galvanized sheet. All primary connections to be bolted with 5/8" The interior surface of colored roofing and siding minimum diameter black heat-treated ASTM A-325N shall be 0.15 mils epoxy primer and 0.35 mils bolts. Wind bracing to be by a positive "X" system universal off-white polyester coating applied over utilizing tension members only of 7 strand EHS ca- basic galvanized sheet. ble with guaranteed proof load, conforming to ASTM A-475 or by rods of minimum ASTM A-36 grade steel. F. ACCESSORIES D. SECONDARY STRUCTURAL FRAMING Non-handed hollow metal doors, windows, louvers, ventilators, etc. shall be provided as required. All light-gauge cold-formed sections to be preci- sion roll-formed or brake-formed from ASTM A-446, Grade D (50,000 psi) galvanized steel with minimum thickness of 16 gauge. Galvanizing to be commer- cial quality G-60 coating in accordance with ASTM A-525 specification. Members to be 6", 8", or 10" Zee shapes used as ei- ther purlins or girts. Cee sections to be used for cO opening framing or alternate girts. Section properties of Zee members to be as published. F( O All secondary framing connections to be bolted with 1/2" diameter S.A.E. Grade 5 black heat-treated bolts. Miscellaneous steel connections may be with Building Systems ASTM A-307 plated bolts or screws as required. iJ �: i+i I i' I Engineering Properties ZEE SECT:Oe,PROPERTIES TAILS x K Axis V Dim T I R F'11.1-i W7t, ,n 1, r, I, 0 FT I Sect ,m: Ifni ILb Ft iln'1 Iln'I Iln, iln'1 "I.I K In°I H W bZ+n D 060 0 125 0 71 2 46 4 Ol 7 28 239 095 7 16 0 694 500 6 2'7 H x _ _ X H X- - x BZ76 0 060 0 125 089 3 08 879 1 99 .1 15 1 55 1 32 0 578 Soo 8 3 BZ14 0075 0125 112 389 110 267 315 203 135 0670 500 8 3 R R 1OZ14 0075 0125 134 467 205 378 391 307 51 0579 500 10 3" Y Y 1OZ12 0 105 0 188 1 89 6 57 1 285 570 389 4 54 1 55 0 716 500 Allowable Loads TOlal Max Ber nq ? Max Load for T Load for 4'4-i'2) condition Span Lap Load ILb I I _Max Z1,180(Lb,Ft) Spacing(Lb rFt 1) 1FI In) 6Z76 8Z16M92 1OZ14 10Z12 6Z16 aZ16 SZ14 IOZ14 1OZ12 6Z 16 SZ16 OZ14 1OZ14 1OZ12 [$� 16 - 100 156295 445 855 156 209 295 445 113 1 34 2 46 3 661 I DO 2 t t 20 - 640 99 6189 2B5 438 960 120 189 285 6 5 205 25 B 41 5 632 24 - 44 4 692131 198 253 556 696 130 180 4 2 11 1 14 2 278 390 Simpa 25 - 41 0 637 ass 121F3771 22 4 492 61 5 115 169 3 6 9.7 12 3 244 34 2 28 - 327 500 682 964160 350 438 816 114 21 64 8.2 167 236 30 - 284 443 594 840130 284 356 664 923 14 49 63 132 187 ® 16 1.4 140 218 292 403 140 218 292 403 624 30 7 46 6 656 91 0 141 3 t f t 20 1-4 834 130 174 246 B34 130 174 246 371 176 2B 3 383 54 7 831 241504 940 126 17860 4 940 126 178 269 123 20 0 272 390 595 Two 25 2.1 550857 ills 163 550 a5 7 115 163 245 11.1 1B 1 246 35 4 54 0 Span 28 2.4 436 679 91 0129 4 41.8 67 9 91 0 129 194 a 0 14 0 191 276 422 168 33 8 58 B 78 6 112 168 6 2 11 9 1613 235 362 35 2-6 378 588 78 8 112 ®{ 16 1-4 156 243 326 400 696 156 243 326 400 696 34.6 54 4 73 6 90 3 158 t t I 2A 2.1 694W145 205 309 52 6 145 205 309 ?0 6 25 0' 3146 453 690 so 25 &1 64 0134 189 285 dfi 4 99 8 128 189 285 9 2 21 3 27 6 41 7 63 4 Span 28 2.4 51 0107 151771 8 89 9 151 227 6 1 14 9 19 0 32a 501 30 2-6 44 492.9 131 199 26 5 57 9 72 6 131 188 4 6 11 7 15 0 29 3 41.1 O No correction for Dead Load © Loads may be increased by a factor of: (2) Max.Load as determined from allowable Shear. 1.003 for a 1 to 12 Roof Slope Deflection or Bending 1 014 for a 2 to 12 Roof Slope 1.054 for a 4 to 12 Roof Slope 0) Dead Load of purlin and 26 gauge sheeting already subtracted A;r x c c .145 100 'OOOG \_0+250 03125 00 0733e 0 21� 1a1 Eoecwe Panel Prop4rlros y +5625 7 2037 ]20 r 5625 Matenal Top in Comp, Bottom in Corry -. - lzbbpp ---_ ---_ 12 000p .--120066 KIxEFF GAGE (IN) (SF IKSII ONE FT.) I NaEFr 1 IIN9FT.1 S�EFF - - - - - ( F 760000 28 1 00198 1 0327 300 00184 0 0312 0 026d 00357 ARCHITECTURAL WALL PANEL Spacing(Inches) Descnpnon Condition of Load 24 30 36 42 48 54 60 66 72 78 84 90 96 102 108 Simple Bending 1559 998 69 3 50 9 39 0 30 B 24 9 206 173 14 B 127 11 1 9 7 B 6 7 7 Span Deflection 1559 998 643 405 271 190 139 104 80 63 51 41 34 28 24 Two Bending 1787 1143 79 4 583 44 7 35 3 28 6 236 198 16 9 14 6 127 11 2 9 9 8 a Span Deflection 1787 1143 794 583 447 353 2B6 236 193 132 122 99 82 60 57 Multi-Span &-ndrw 223 3 142 9 99 3 72 9 558 44 1 35 7 29 5 248 21 1 182 159 14 0 124 1 t 0 Derect.on 223 3 142 9 99 3 729 51 2 35 9 26 2 19 7 15 2 11 9 9 5 7 B 6 4 5 3 4 5 Note Increase Bending Load Values for Wind 1,250 PAINTED SIDE UP 0 e7S0 04375 03125 02338-14102--1 01250 y- Efrect-Panel PrOpeniell • 317 �I i RYD NS 7 MaterialTop In Comp Bottom e7s om in Comp _ 1_ I 20Wi 20632 20633 I \45 , L. . :_ 1 THK WT Fp I', FF SxEFF IxEFF SxEFF 1i 15625 13426 ,3425 I SON GAGE IINI (PSF) (KSII IIN', IINr:FT.I IIN•IFTI OW FrA -j2pppp- - r -— 72bplo ------ 1200026 00190 10327 300 00333 00367 00302 00369 24 00257 1 3138 300 00450 00498 00253 00419 ROOF AND WALL PANEL Spa In (Inches) Description Panel Condition of Load Gage 24 30 36 42 48 54 60 66 72 78 84 90 96 102 108 Bending 26 182 7 1165 BO 6 59 0 449 353 284 23 3 19 0 164 14 0 121 105 9 2 a I Simple 24 247.7 158 1 1091 1 800 609 479 385 31 6 26 4 233 1 19 0 1 14 3 12 5 11 0 Span Deflection 26 1827 1165 80 8 590 44 9 31 7 228 169 12 B 9 8 7 7 166 l 4 B 3 B 31 24 2477 1581 1094 1 800 590 411 296 219 165 128 100 79 52 50 40 Bending 26 1837 1172 81 I 593 452 355 285 234 195 165 141 121 105 92 81 Two 24 20B 3 1328 91 B 67 1 51 1 401 322 26 4 220 185 158 136 11 8 103 9 1 Span 0a•pa1.on 26 1837 1172 Bl l 59 3 452 355 285 234 195 165 14 1 12 1 105 9 2 a I 24 2083 1328 91 8 67 1 51 1 401 322 26 4 220 185 158 136 lie 10 3 91 Bending 26 2298 1467 101 6 74 4 56 7 446 359 29 5 246 209 178 154 134 11 8 104 Multi-Span 2d 260 7 166 4 115 1 84 3 64 2 So 5 40 6 33 3 27 B 23 5 20 I 17 3 151 13 2 11 5 Deflection 28 2298 1467 101 8 1 74 4 56,7 44 6 35 9 295 1 246 194 154 12 3 10 0 B 1 6 7 24 260 7 1664 1 115 1 B4 3 642 50 5 406 333 1 278 1 235 1 20 0 160 12 9 106 8 7 i �F ITuC. Naunc`-, Conn• oN° WWW � n�.e� L-v kE.ejo ?ate, f•.:ti .c.. qv Z {� -V.L.+Y8 of nci +Cran a -F j"jc^Q 2 M ioa,7 A-'I,'f 1,CW z T = 7(o K G IGL�1.LI)►c 3ol�r 7/g" 10A-3as "6ot+s� ,xjr 3s S 1I Ne:i� .�• HAUNCH CONN. INTER. CONN. RIDGE CONN. FS H I M -38.E K-�t M M = M P = — . Co K- P Y. X P N A P N A l.33 2- = I.33 2- s - K � 1- •a?�-7K�.�or'►.� T : �s.�K� �1)� T - T 2 BOLTING : 3 .� A- 325 AT O.C. IN 31e, K/ PAIR i I V C K k A N C O , I N ,� £.� RE' /BG TOP RUNNING. ELECTRIC DOUBLE GIRDER CRANES. � l M D EE 5 TON CAPACITY 10,000 LBS. H=2'-0 K=I'-9 M=3'-3 N=2'-9 TROLLEY WT. = 4000 LBS. RECOMMENDED RAIL = 40# ASCE* SPAN BRIDGE WHEEL NET WT. WHEEL (Ft.) GIRDERS BASE A B J C D 0 (Lbs.) LOAD (Lbs.) 20 Beam 9'-9 3'-3 5 6'-11/2 6'-61/2 - 8420 8105 25 Beam 9'-9 3'-7 5 6'-11/2 6'-61/2 - 10,040 8500 30 Beam 9'-9 3'-7 5 6'-11/2 6'-61/2 - 10,820 8705 35 Beam 9'-9 3'-10 5 6'-11/2 6'-61/2 - 12,660 9165 40 Beam 9'-9 4'-1 5 6'-11/2 6'-61/2 - 15,880 9970 45 Beam 9'-9 4'-1 6 6'-11/2 6'-61/2 - 18,830 10,705 50 Beam 9'-9 4'-1 6 6'-11/2 6'-61/2 - 20,760 11,190 55 Beam 9'-9 4'-1 6 6'-11/2 6'-61/2 -- 22,640 11,660 60 Box 10'-3 4'-4 6 6'-51/2 6%111/2 71/2 25,580 12,395 65 Box 10'-3 4'-4 6 6'-51/z 6'-111/2 1'-11/2 27,990 13,000 70 Box 10'-6 4'-4 6 6'-7 7'-1 1'.11/2 30,470 13,615 75 Box II'-0 4'-4 6 6'-10 V-4 I'-71/z 34,890 14,720 80 Box 11'-6 4'-4 6 7'-1 7'-7 1'-71/2 36,670 15,170 85 Box 12'-3 4'-7 6 7'-51/2 7'-111/2 1'-101/2 41,740 16,435 90 Box 13'-0 4'-7 6 7'-10 8'-4 I'-101/z 43,820 16,955 *30# ASCE ONLY THRU 45'-0 SPAN 71/2 TON CAPACITY 15,000 LBS. H=2'-8 K=2'-0 M=3'-3 N=2'-9 TROLLEY WT.=4100 LBS. RECOMMENDED RAIL =40# ASCE SPAN BRIDGE WHEEL NET WT. WHEEL (Ft.) GIRDERS BASE A B C D O (Lbs.) LOAD (Lbs.) 20 Beam 10'-6 3'-10 6 6'-7 7'-1 - 10,140 11,060 25 Beam 10'-6 3'-10 6 6'-7 7'-1 - 10,930- 11,260 30 Beam 10'-6 4'-1 6 6'-7 7%1 - 12,480 11,645 35 Beam 10'-6 4'-4 6 6'-7 7'-1 - 14,030 12,030 40 Beam 10'-6 4'-4 6 6'-7 7'-1 - 17,140 12,810 45 Beam 10'-6 4'-4 6 6'-7 7'-1 - 19,560 13,415 50 Beam 10'-6 4'-4 6 6'-7 7'-1 - 21,960 14,015 55 Beam 10'-6 4'-4 6 6'-7 7'-1 - 25,160 14,815 60 Box 11'-0 4'-7 6 6'-10 7'-4 1'-11/2 27,700 15,470 65 Box •II'-0 4'-7 6 6'-10 7'-4 1'-11/2 28,990 15,770 70 Box 1 1'-0 4'-7 6 6'-10 7'-4 1'-11/2 30,610 16,180 75 Box II'-0 4'-7 6 6'-10 7'-4 1'-71/2 34,990 17,275 80 Box II'-6 4'-10 6 7'-1 7'-7 I'-101/z 42,100 19,080 85 Box 12'-3 4'-10 6 7'-51/z 7'-111/2 1'-101/2 45,800 19,975 90 Box 13'-0 4'-10 6 7'-10 8'-4 1'-101/2 48,200 20,575 Letter dimensions pertain to Drawings"TRE-D" and "TRE-BG". Wheel loads include no impact allowance. Dimensions "C" and "D" include allowance for rubber bumpers and are based on 25 feet of lift. "C", "D" and Wheelbase ("WB") may be increased for longer lifts Weights shown do not include bridge walkway and handrail. Dimensions will not be affected by the addi- tion of walkway. Box girders are available at any span. Beam girders may, in some cases, be used at longer spans than shown. All dimensions shown are for standard headroom applications and may be varied widely to suit conditions. 35 - 9 � ' � Ift'�`i ,.,1 d... .•-'�.il,l_i�S!111d 'Vl.dl—� � Lyc�s GCO�c�-e LJe�c W' _ I1.,7 K l,J�,ee� �a52 = -7 Cc�Paei'r' � = lo.o,c 1ZvnWt�., IJw+. ^' .US KID Lc�tere�� rore e = D.o2 C`1.vKt IC).opt 000 . L WX - as f; K 4��c z � son 37.�4a ( %yxaaw, '-�axa ;.I ) Malfu�, = /'110,a3 K-V t Valloll= e '16 K we�Q 3.7 _ /3�( In Ab� ''y Ulm>2 so WeldJr : FSz3 Tnp /4n�e 5 (axgtn> ( = 3 (53.? K- > v5e /-,'Ilex i je(d C4 Web S �a.xao ��� = 3 CzC-7 K� = a-7 y Klin I i �., a, 1 3 � t P n p P N - a }- Y 4` i ��} l•7 ��t 3 IA i 2 3 .g F � l-h c) cl 90 '1► 4 4 a � t Is A � A Q X I, X 1 i I � I 3 j i 1, 7 1 W H G V Y l • d U h z F C'3 � LA 3Ir • c�- 4 a � Q C7 i -�1 ..� _ �� 15S - ►f -- V= Z211,CSO Z3 2= I. C•5 - .W or �(Ev� l$Cn �eyS V — , ti a -7 S-Z 222 Lon 9 , $tg8►SS soo f ao f C /r2 Ex�stg �1�5 x b•33"xaa'� = 7.3 K.'Ps I ' �� � 4 I -01453o � I�'r►� w.u, � Ii WWW �g8 Is s � xt yS30 a'« 000 ono moo ' J ro a-Stun ' ov--Os -77,Lveq Oaf • � f I 1 � enrQ t�w.l1 1�Z ✓ ;�'o��s3 0 I r`� • . .�•Ci�-b1Q ',�'rcce 17(u. '+ � 'I "r i.; ,_. , q: ...ii:iwa E���i �� � 0-4 aai NON y xxs NN o� �i Poyt s z z H 1-4 N 1-4 HI ►-a TTw- w/,�P, brlc�is I I I TZC I w/cr��a t N,s Ca.L� I n o c r,b►b.�Kit r aal+a , I H H H h; I i Fi H H H • � �I � I 1 A I c 22' - G" x - O o W m J J x x � � n m oN � 1 co .. � N m pp m I +JII (D 1 y O Ln A (n r In z co Z O s m — m x� !D o m� m D ` A I -i -1 7 U1 nl �m O N W 0 N 00 si O O j Ln N w CO x m cn O m O J O co Ln to' m N _ 4- N m a z (!I D O = Z m m 'n m O O m H -n r 3 m CO S E zr r X Z. cnm z 0 D n-j 0 z (_- 0 r m S --I S 3 C-) -< 3 CO W N_ m m m m -Vmrn m c1�o c Ni iD o . z m I —i W m N W W m Ln n •- to 1 o In Ln vi LH O m O m•-- ti O t J (O W orl Ln .o Z y In W w � <ncom r -v a .:! T1 O S < 1 N mzmr m m ns 00 NZ m m . 3 k O Am t1 ul Nri . 7l U1 o N m -- O N Z W O O Ul 0 0 0 m 0 0 0 � v _ m c� N r r � ro -I 1 f m zm z o m s on s cn o o o � S S a oo 0 zE-7 en �o N Un N O :z a I! C) p U1 c-� i z i O O O C9 Ul O —• Z N Ln N N N . .. .. r., z000 ¢ ¢ x I cm) CD 0 l (n J J J Q U o W O ¢ > Z. r W I- O J 2 N U W CL M O O W M O O OD O O Ul • Z O O W (\j N M(`) Y mNUt w m M(p I E C O x1n wOO xu J W Z O_ N •' O l!1 ow 4 r D7 W I O W O - O x z m Ln O W co OD W N �fl x 3 3 OO M W O J 6 U -1� MJd p i o'O O W W .. .. m L C W O in f Y W d. W m U � V w S .-. O Z ~ d W A 7 rd Z W N C9 C1 i� r1 r7 x X:9 W E Z. I Q a s 00 0 CD ^I W QG ¢ ¢ ? •-i W m •--� r F m 0 0 W z m 00 O _ I N O ZO LLn LA OI O Lnmu'N N� cn w N cm) x O O In .• � N Ti ¢ w 0Ln O O 3 N z.. N{V M W O LLr 00 ¢ W LL Y ` O O co L 0 � � 1 � C I J H • � J� Lnoe tr m O wx O N 3 d 3 a ma m I • � m N O w .Z/1 9 - .4 v m y 1101 - ,OZ � m m M O 4 O J X 1 1 I I I c U) C. :_• y� m �- O N Lfl N �,•;.� u4J N N N L A_J `LO 1� L-_J Ur .. �!• Z.O Cl O I� 4 2 4 r O O O 1 } p W U (n w o T� ¢ } wiz W U) N \ N M qqq o ' W M O •O � � •- m O ui M Z O •O Y N N N � r > x o ? e9 r w n cn M O (n O rl O Y In Ln In Ln Ln 3 M N m 00 w • m m Li W C W W d W a m f } U m ZD m r x W -- I f l Z -.s z Z W LO .Z/T 8 - ,a W f � m J ¢ r J - „OT - ,OZ oLz x L LL LL m W O) r �00r Q O • LnmM N In•-0! U Cn s W UT 4f1--• m O s^ O (3) O "' ' 000 UT (n s u 3 N O UT K N c - Uo � w' rMm o• OD a cr a F UT CO O ww LL ^ LL Y x 3 3 3 L M M O O O w 0 0 0 O m CD CO Q CL cJ �r 3 Z 3 00 O O O m _a 0 0 O \ F-o O O O m m CO cO O \ `•z m O 0 0 uLn tin n N N N 22 O O O N� . 000 ux 000 2 u Ln tn u) ' ¢ c 000 000 _ � N u O o 0 n o m w N wx O T CD O wr —NM X s � x t.J I B B P P S1 S3 S2 S4 i MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS BPI 10.0" by 17.0" 4 - 3/4" 0 BP2 10.0" by 17.0" 4 - 3/4" 0 LOAD COMBINATION 1 : LOAD COMBINATION 8 1 Dead + Snow Dead + 3/4 Snow + Crane, Case 2 SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) I S1 1.983 S1 1.185 S2 21.932 S2 45.205 S3 -1.983 S3 -3.965 S4 21.932 S4 19.6S9 LOAD COMBINATION -2 LOAD COMBINATION -9 : Dead + L'Wlnd Dead + 1/2 L'Wind + Crane, Case 2 SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) Si -4.946 S1 -2.727 S2 -13.629 S2 22.575 S3 -3.354 S3 -4.223 S4 -4.453 S4 I.613 LOAD COMBINATION -3 LOAD COMBINATION 10 : Dead + Le Wind + I/2 Snow Dead + 3/4 Snow + Crane, Case 3 SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -4.092 SI 3.965 S2 -3.329 S2 19.659 S3 -4.208 S3 -1.16S S4 5.241 S4 45.2 05 LOAD COMBINATION -4 : LORD COMBINATION -11 : Dead + 1/2 L'Wlnd + Snow Dead + l/2 L'Wlnd + Crane, Case 3 SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) Sl -0.627 Si 0073 S2 13.BS1 S2 -2..972 S3 -3.523 S3 -1.423 S4 18.437 S4 27.160 LOAD COMBINATION -5 1 LOAD COMBINATION 12 : Dead + Selsmlc Dead + 3/4 Snow + Crane, Case 4 SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 -1.617 SI I.165 S2 0.738 $2 17.122 S3 -2.16S S3 -3.965 S4 4.326 S4 47.743 LOAD COMBINATION 6 % LOAD COMBINATION -13 : Dead + 3/4 Snow + Crane, Case l Dead + 1/2 L°Wlnd + Crane, Case 4 SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) S1 3.965 S1 -2.727 S2 47.743 S2 -5.5D9 S3 -1.165 S3 -4.223 S4 17.122 S4 29.697 LOAD COMBINATION -7 1 Dead + l/2 L°Wind + Crane, Case 1 SUPPORT REACTION NUMBER (KIPS.OR KIP-FT) 5.112 S3 21.423 S4 -D.924 REACTIONS Page No . FI -8-01 (�' ��,y,qg Bu i L d i n g So.Kange 2&T99 Systems W°O^lnecon Date o 7/19/88 8: 9:36 J o b No a 88155 1. Support definitlons necessary to Insure frame stability are not shown. 3. Foundations,footings,anchor bolt Imbedmenl,thrust angle,hairpins or ties for thrust and all reinforcing an to bm deti fined by a pt0l l/imd profess i0nal engineer Dosed On concrete strength and cpe cif lc soil can di!Ions of lha bulldln3 cl le. 7. flll anchor bolls (including bearing angles or bars welded at top)are to be supplied by the concrete contractor. 4. The above support symbols are shown in their respective positive directions. S. Anchor bolls are to be In accordance with ASTM specification R307 or better. I r: :` � � u 11) �a c r-_ l W±nq Una+ v yo •rl.ib sloe i I r I ' I . I I I I B BI P P II 2 1 TI 3 g S. TS ( S 1 S6 S2 7 SS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS BPI 6.0" by 8.5" 2 - 3/4" 0 BP2 6.0" by 8.5" 2 - 3/4" 0 BP3 6.0" by 8.5" 2 - 3/4" 0 LOAD COMBINATION I L910Q COMBINATION In-Ptan-S t ntl Dead + Snow J 5UPPORT R�ACT)011 SUPPORT REACTION F NUMBER [KIPS OR KIP-FTl N------- Si IKI 2_DRggpp IP-FT) S4 0.000 545 g:000 S7 -6 683 TS 0.000 TO 0:000 T6 0.000 LOAD COMBINATION -2 : LOAD COMBINATION -6 Dead + In-Plane L'Wind ppeed + R-Wlnd(In-Plane) + 1/2 Snow SUPPORT REACTION SU PORT REACTpTIOpp NUMBER IKIPS OR KIP-FT) NUMBER (KIPS. 736KIP-FT1 S4 =0.000 g$4 0 391 i SS 0.392 SS 0:66 S6 -0 DOS i T7 -3.55S2� TS 0.000 T6 0:G00 T6 0.000 LOAD COMBINATION -3 LOAD COMBINATION -7 Dead + L'Wlnd(In-Plane) + I/2 Snow peas + 1/ R'Ntnd( n-Plone) + Snow SUPPORT REACTION SUPPORT REACTION 63 NUMBER (KIPS.OR KIP-FT) NUMBER (KIPS R KIP-FT) SI �:553 0.000 0 392Sg 0 630 T7 -4.000 676 �7 :b80 T6 0.000 T6 0.000 LOAD COMBINATION -4 • LORD COMBINATION -B Dead + [/2 L-Wlnd(In-P(ana) + Snow Oeaa + T'Wlna(Prenoure) SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS 4 OR KIP-FT) NUMBER (KIPS OR KIP-FT) S4 0: 5g555 0 S6 -0:003 S'1 0 6211 2 TI ET 000 T55 :000S :0 0.000T6 0.000 ( CONTINUED ON PAGE : F-IB 1 REACTIONS Page No . F 1 -A-02 ED Bui lding $pokano Systems Wasnlnaton 0 a t e a 7/15/88 15:43: 4 J o b No m 88155 I. Support definitions necessary to insure frame stability ore not shown. 3. Foundations,footings,anchor bolt imbedment, thrust angle,hairpins or ties for thrust and all reinforcing ore tm be designed by a qualified professional engineer based on concrete strength and specific sail conditions of the building site. 2. ALI anchor bolts [including bearing angles or bars welded at top)are to be eupplled by the concrete contractor. 4. The abous support symbols are shown In their respective positive directions. S. Anchor bolts are to be in accordance with ASTM specification R301 or better.' i� c I CONTINUED FROM PAGE F-lA ) t•..-I LOAD COMBINATION -9 a. LOAD COMBINATION -12 r Daad + T°Wlntl(Prsssure) + 1/2 Snow Deatl + T°Wind(Suctlonl + 1/2 Snow -' I SUPPORT REACTION SUPPORT REACTION -� NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) Sl 0.000 SI 0.000 S2 1.DID S2 1.010 ' S4 0.000 S4 0.000 S5 0.312 SS 0.392 S6 0.62 S6 0.642 S7 -0.371 S7 -0.371 T1 1.751 Ti -1.095 TS 0.000 T5 0.000 T6 0.000 T6 0.000 I LOAD COMBINATION -l0 • LOAD COMBINATION -l3 I Deatl + 1/2 T. Wl nd(Pressure) + Snow Dead + 1/2 T"WindiSuctionl + Snow SUPPORT REACTION SUPPORT RE CTION NUMBER (KIPS OR KIP-FT) NUMBER (KIP OR KIP-FT) S1 0.000 SI .000 S2 5.975 S2 .975 S4 0.000 S4 .000 SS 0.392 S5 .392 S6 0.32I S6 1.321 S7 4.764 S7 4.764 • T1 0.B76 TI -0.547 TS 0.000 TS p 000 T6 0.000 T6 p.000 LOAD COMBINATION -11 LOAD COMBINATION -14 Deatl + T°Wintl(Suctl n1 Dead + Selsmlc SUPPORT REA C�ION SUPPDRT REACTION NUMBER (KIPS OR KIP-FT) NUMBER (KIPS OR KIP-FT) SI 0.000 S1 -0.284 S2 -2.283 S2 0.747 S4 0.000 S4 0000 65 0.392 S5 0..332 S6 0.642 S6 0.000 S7 -3.328 S7 1.342 1 Tl -1.095 Tl 0.000 TS 0.000 TS 0.000 T6 0.000 T6 0.000 I I 1 1 Building SvoKana REACT I ONS Page No a F I -B-02 Systems •4oanlngcon Date o 7/1 S/88 15:43: 4 J o b No a 881 SS 1. Support definitions necessary to Insure frame stability are not shown. 3. Foundations,footings,anchor bolt Imbedment,thrust angle.hairpins or ties for thrust and all reinforcing are to be designed by a qualified professional engineer based on concrete strength and specific sell conditions of the building site. 2, flit anchor bolls(including bearing angles or oars welded at top) are to be supplied by the concrete contractor. 4. The above support sgmbots are shown In their respective positive directions. S. Anchor bolts are to be In accordance with ASTM specification A307 or better. �- I .i i c s, B B P P 1 2 �. S 1 S3 g2 S4 MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS MARK WIDTH BY DEPTH ANCHOR BOLTS BPI 6.0" by 16.S" 4 — 3/4" 0 BP2 6.0" by 10.5" 4 — 3/4" 0 LOAD COMBINATION 1 : LOAD COMBINATION —5 Dead + Snow Dead + 1/2 L'WInd + Snow SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS1 0 OR KIP—FT) NUMBER (KIPS OR KIP—FT) S2 4.201 S2 1.880 S4 4.100 S4 4.332 LOAD COMBINATION —2 : LOAD COMBINATION —6 Dead + L°Wind Oead + R'Wlnd + 1/2 Snow SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP—FTl NUMBER (KIPS OR KIP—FT) SI —4.624 S1 3.456 62 —3.863 S2 2.647 S3 0.000 S3 0.000 S4 1.237 S4 —1.696 LOAD COMBINATION —3 LOAD COMBINATION —7 Dead + R'Wlnd Dead + 1/2 R'Wlnd + Snow SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP—FT) NUMBER (KIPS OR KIP—FT) Si 3.456 Si 1.728 S2 0.935 S2 4.279 S3 0.000 S3 0.000 S4 —3.562 S4 1.932 LOAD COMBINATION —4 • LOAD COMBINATION —8 Dead + L'Wlnd + 1/2 Snow Dead + Selcmlc SUPPORT REACTION SUPPORT REACTION NUMBER (KIPS OR KIP—FT) NUMBER (KIPS OR KIP—FT) S1 —2.152 S2 0.693 S3 0.000 S3 0.000 S4 2.900 S4 0.857 Building Spoknno REACTIONS Page No . f ' -r1 -03 Systems Was(tington Date : 7/18/88 1 1 : 0:30 _ o b No e 88155 I. Support definitions necessary to Insure frame stability are not shown. 3. Foundations,footings,anchor bolt imbedmea L, thrust angle,hairpins or Lies for thrust and all reinforcing are to be designed by a qualified professional engineer based on concrete strength and specific sell conditions of the building site. 2. All anchor bolts (including bearing angles or bars welded at top)are to be supplied by the concrete contractor. 4. The above support symbols are shown In their respectlue positive directions. 5. Anchor bolls are to be In accordance with ASTM specification A301 or better. E mm "M BBBBBBBBBBBB pppppppppppp 11m,11 -Milm BBBBBBBBBBHH pppppppppppppp mm,mm mmmm BPPI BBB. Fp'P Ppp Mms4mm tiFmmii bl-BB BBB PPF ppp Ni14mmmm m14mmmm BBBBppBBBBBB pppppppppppp mmm 'rimimmmm mmm BBBD1 BBPBBBFB pppppppppppp mmm mmmm mmm BBB BIBB PTIP mMm mm mmm BB,.f? .0Pp hunt? mmm BBBBBBBBBFBBBB ppp mr,m mmi4 :BB BBBBpBBBB PPP A A A k A METAL BUILDING PROGRAM k A 4 Copyright (C) 1983 - 1987 � A by International Structural £rrjineer i A A A r 'Version 7.2 Apri1, 1988 A k �• international Structural Lw3i.neer�i Tel.' (213) 398-3106 A P. Boy. 241740 � A Los Artgaeles, CA 94024 A tCLIENTRGARCO WESTERN TITLE :McKENS I£ SPECIALTY CASTINGS ,F' 40 ft. TBC DATE 71 19, 88 9 0 54: 8 f DDD A TTTTT A 1! D A A T A A I! l! A A T A A D D A A T A A I! 1! AAAAA T AAAAA I! D A A T A F', I!DDD A H T A A it II l ----------------------------------------- ----------------------------------------------------- C O N T R 0 L D A T A S E T S ---------------------------------------------------------------------------------------------- MAXIMUM NUMBER OF DESIGN CYCLES = 10 SHOW OPTIMIZATION HISTORY REQUESTED NUMBER OF ':SEGMENTS PER MEMBER 0 S MAXIMUM COMBINED STRESS RATIO = 1.030 MAXIMUM WEB DEPTH-TO-THICKNESS CKNESS RATIO - 243. MAXIMUM FLANGE INEPUALITY RATIO 2.O00 NO FIRST PLOT REQUESTED SAVE GENERAL INFORMATION REQUESTED SAVE ::JOINT? COOPDINATES REQUESTED SAVE SUPPORTS REQUESTED SAVE MEMBERS REQUESTED SAVE BRACING REQUESTED SAVE CONNECTIONS REQUESTED SAVE LOAD CASE AND LOAD COMBINATION TITLES REQUESTED SAVE CSUPPORTI REACTIONS REQUESTED SAVE TYPES REQUESTED ---------------------------------------------------------------------------------------------- J O I N T S ---------------------------------------------------------------------------------------------- NUMBER OF JOINTS = 5 JOINT x Y NUMBER (FT) (FT) 1 1 .042 0.000 2 I .042 21.353 3 20.000 22. 1.36 4 38.958 21.353 5 353.95E 0.000 - i 1 S U P P O R T S ---------------------------------------------------------------------------------------------- NUMBER OF SUPPORTS = 4 SUPPORT AT DIRECTION ST IFFNE S= NUMBER JOINT (KIPS/IN OR k IP--FT/RAID) a HOP 100€ 0,0'00 1 VER 10000.000 35 HOP 100007000 VER 10000.000 ----------------------------------------------- ------------------------------------------- ---- M E M B E R T Y P E S ----------------- ------------------------------------------------------------------ ----------- NUMBER OF MEMBER TYPES = 2 MEMBER FIND ORIENTATION LENGTH END-REL. ANALYS. DESIGN MAT. TYPE OF MEMBER (FT) CODE CONST. CONST, I PU/WD/UF/AN IN-PLANE 21 .3528 00 1 1 1 2 BU/WD/EF/AN IN-PLANE 18.9745 00 2 2 1 NUMBER OF SETS OF ANALYSIS CONSTANTS z 2 FOR BUILT-UP MEMBERS, CONSTANTS AREA FOR WIDE FLANGE MEMBERS, CONSTANTS ARE ; 1 - DEPTH AT START ( IN) 1 -- MINIMUM NOMINAL DEPTH ( IN) 2 - DEPTH AT END ( IN) L - MAXIMUM NOMINAL DEPTH ( IN) 3 - FLANGE WIDTH ( IN) 3 - NOMINAL DEPTH ( IN) 4 •- FLANGE THICKNESS ( IN) 4 - NOMINAL WEIGHT (LB/FT) 5 - WEB THICKNESS NESS ( IN) 6 - OUTER FLANGE WIDTH ( IN) FOR GENERAL MEMBERS, CONSTANTS ARE: - OUTER FLANGE THIC& ( IN) J , Ii Y I I - AREA +: IN:?) FOR PIPE MEMBERS, CONSTANTS ARE. 2 - MOMENT OF INERTIA ( INQ 3 - SECTION MODULUS ( IW3) 1 - MINIMUM NOMINAL DIAMETER ( IN) 4 - TRANSV. MOMENT OF INERTIA ( IN4) .. ,- MAXIMUM NOMINAL DIAMETER ( IN) 5 - TRANSV. SECTION MODULUS ( IN3) 3 - CLASS (STD, XSTR, XXSTR) 4 '-• NOMINAL DIAMETER ( IN) SET ----------------------------------- CONSTANTS --•---------------------------_--____ 1 2 ? 4 b 7 1 16.0000 16.0000 10.0000 0.3750 0.1875 8.0000 0.3750 2 13.0300 32.0800 6.0000 0.3750 0. 1875 0.0000 0.000i< NUMBER OF SETS OF DESIGN CONSTANTS SET FACTOR COEFF LAT SUP LAT SUP EXCL ZN EXCL ZN KL/R COEFF IKE `CN I INSIDE OUTSIDE AT STRT AT END MAXi I Cb 6 (FT) (FT) (FT) (FT) 1. 1 .500 0.850 20.330 20.330 0.000 0.543 200.00 1 .750 1 .000 0.850 4.330 4.330 0.644 0.000 200.00 1.000 NUMBER OF MATERIALS = a MAT.. BEN UNIT WRIGHT COEFF. EXP. °Fy° NUMBER (KSI) (LIB/FT3) (1/DEG FAR) (KSI) 29000. 450.80 0.000006 50. -------------------------------------------------------------------------------------------------- M E M B E R S ------------------ ---------------------------------------------------------------------------- NUMBER OF MEMBERS = 4 MEMBER INITIAL FINAL MEMBER NUMBER JOINT JOINT TYPE 1 1 2 i i 2 3 ? 3 4 3 - 4 5 4 1 C O N N E C T I O N S NUMBER OF CONNECTIONS = 5 CONNECTION IN AT ANGLE NUMBER MEMBER (FT) (DEGREES) 1 1 0„000 HOR 2 1 20.769 HOR 3 2 18.975 VER 4 4 20.769 HOR 5 4 0.000 HOR L O A D C A S E NUMBER OF LOAD CASES 1I LOAD CASE 1 : SELF WEIGHT A;k LOADS CALCULATED BY THE PROGRAM AA LOAD CASE ? . Dead Load J _1 A 1 l 1 1 $ NUMBER OF LOADS AT JOINTS = 4 JOINT DIRECTION MAGNITUDE (RIPS OR KIP-FT', i 2 VER -0.04;3 M MOM 0.015 4 VER -0.043 4 MOM -0.015 NUMBER OF LOADS ON MEMBERS = 2 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS UP (FT) (FT) (FT) (DEGREES) KIPS/FT? 2 UNIF -0.0624 0.000 0.000 0.000 VER 3 UN IF -0.0624 0.000 0.000 0.000 VER LOAD CASE 3 a Snow Load NUMBER OF LOADS AT JOINTS = 4 JOINT DIRECTION MAGNITUDE (KIPS OFF KIP-FT) VE}R -0.430,( 4 VER --0.430 4 MOM --0.14E NUMBER OF LOADS ON MEMBERS = 2 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (FT) (FT) (FT) (DEGREES) KIPS/FT) ? UNIF -0.6243 0.000 0.000 0.000 VER 3 UNIF -0.6245 0.000 0.000 0.000 VER LOAD EASE 4 A Wing Load: from LEFT NUMBER OF LOADS AT .JOINTS - 6 JOINT DIRECTION MAGNITUDE (KIPS OR KIP-FT) 2 HOR --0.019 2 VER 0.227 u MOM -0.067 4 HOR 0.019 4 VER 0.227 4 MOM 0,067 NUMBER OF LOADS ON MEMBERS = 2 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (FT) (FT) (FT) (DEGREES) KIPS/FT) 2 UNIF 0.3868 0.000 0.000 0.000 POU 3 UNIF 0.38EA 0.000 0.000 0.000 POLL LOAD CASE 5 : Seismic Load NUMBER OF LOADS AT JOINTS = 4 JOINT DIRECTION MAGNITUDE (KIPS OR KIP-FT) HOR 0.004 2 MOM --0.002 4 HOR 0.004 4 MOM -0.002 NUMBER OF LOADS ON MEMBERS = 4 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (FT) (FT} (FT) (DEGREES) K TPS/FT} 1 CONC 1 .7600 18.000 0.000 0.000 HOR 2 UNIF 0.0065 0.000 0.000 0.932 HOR 3 UNIF 0.0065 0.000 0.000 0.932 HOR 4 CONC 1 .7600 18.000 0.000 0.000 HOR LOAD CASE G a Crane Load, Case I I I NUMBER OF LOADS ON MEMBERS w 3 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (FT) (FT! (cT) (DEGREES) KIPS/FT) 1 CONC --30.7000 136.500 0.000 -I .646 VER i CONC -1.4000 17.500 0.000 •-1 .646 HOR 4 CONC -1. .4000 17.500 0.000 -1 .E46 HOR LOAD CASE 7 . Crane Load, Case 'u NUMBER OF LOADS ON MEMBERS = 3 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (FT) (FT) (FT) (DEGREES) KIPS/FT) 1 CONC -30.7000 1G.500 0.000 --1 .64G VER I. CONC 1 .4000 17.500 0.000 -1.646 HOR 4 CONC 1 .4000 17.500 0.000 -1.646 HOR LOAD CASE S ; Crane Load, Case 3 NUMBER OF LOADS ON MEMBERS = 3 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (£T) (FT) (£T) (DEGREES) KIPS/FT) 1 CONC -1 .4000 17.500 0.000 -1.646 HOR 4 CONC -30.7000 1S.500 0.000 -1 .646 VER 4 CONC -1.4000 17.500 0.000 -1 .646 HOR LOAD CASE 9 : Crane Load, Case 4 NUMBER OF LOADS ON MEMBERS - 3 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (FT) (FT) (FT) (DEGREES) KIPS/FT) 1 1 .4000 17.500 0.000 -1 .646 HOR i � 14 CONC -30.7000 16.500 0.000 -1.646 VER 4 CONC: k 4000 17,500 0.000 -1 .646 HOR LOAD CASE 10 o WU/CC/EE Load (GRAVITY) NUMBER OF LOADS ON MEMBERS v 3 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (FT) HT) (FT) (DEGREES) KIPS/FT) 1 CONC --63000 23.000 0.000 0.667 VER 4 CONC -6.9000 23.000 0.000 0.6G7 VER LOAD CASE 11 . WU/CC/EE Lead (WIND) NUMBER OF LOADS ON MEMBERS = 4 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE ( '.IFS OFF (FT) (FT) (FT) (DEGREES) KIPS/FT) 1 CONC 3.9000 33.000 0.000 0.667 VER 1 CONC 5.1000 23.000 0.000 0.000 HOR 4 CONC 3.9000 23.000 0.000 0.667 VER 4 CONC 3.2000 23.000 0.000 0.000 HOR ---------------------------------------------------------------------------------------------- L 0 A D C 0 M Ec I N A T I O N S NUMBER OF LOAD COMBINATIONS = 13 LOAD COMBINATION I a Dead + Snow �' I PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 100.00 2 100.00 3 100.00 10 LOAD COMBINATION -v , Dead + L: Wi.3-d PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 100.00 2 100.00 4 100.00 11 LOAD COMBINATION --3 . Dead + L EJind + 1/2 Snow PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 1.00.00 1 100.00 3 50.00 3 100.00 4 50.00 10 100.00 1.1 LOAD COMBINATION -4 Dead + 1./2 L Wind + Snow PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASK; 100,00 1 1.00.00 2 100.00 3 50.00 4 100.00 io50.00 11 LOAD COMBINATION -5 Dead + Seismic PERCENT. LOAD CASE PERCENT. LOAI+ CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 100.00 2 100.00 5 LOAD COMBINATION 6 ; Dead + 3/4 Snow + Crane, Case 1 PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 100.00 3 75.00 3 100.00 0 75.00 10 LOAD COMBINATION --7 u Dead + 1/ L_Yind + Crane, Case 1 PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 100.00 2 50.00 4 1.00.00 6 50.00 11 LOAI:+ COMBINATION 8 : Dead + 3/4 Snow + Crane, Case 2 PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 100.00 2 75.00 3 100„00 7 75.00 10 LOAD COMBINATION -9 : Dead + 1./2 L_Yi.nd + Crane, Case 2 PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CAST: 100.00 1 100.00 2 50.00 4 1.00.00 7 50.00 11 LOAD COMBINATION 10 : Deana + .3/4 Snow + Crane, Case 3 PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 100.00 2 75.00 3 100.00 S 75.00 10 LOAD COMBINATION--11 : Dead + 1/2 L Yind + Crane, Case 3 PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 100.00 2 50.00 4 100.00 S 50.00 11 LOAD COMBINATION 12 : Deana + 3/4 Snow + Crane, Case 4 PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 1.00.00 2 75.00 3 1.00.00 9 75.00 K. LOAD COMB INAT ION-13 : Dead + 1/2 L. Wind + Crane, Case 4 PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 i.00,00 2 30.00 4 100.00 9 i 50.00 H RRRR EEEEE SSS U U L TTTTT `.ASS R R E S S U U L T S li R R E s U U L T S RRRR EEEE WS U U L T SSS R E S U U L T S R R E S S U U L T S S R R EEEEE SSS UUU LLLLL T sss ---------------------------------------------------------------------------------------------- J O I N T D I S P L A C E M E N T S A N D S U P P O R T R E A C T 1 0 N S ----------------------------- ----------------------------------------------------------------- LOAD COMBINATION 1 n Dead + Snow DISPLACEMENTS JOINT X y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 -0.002 0.085 2 --0.0L3 -0.021 -0.15 5 3 0.000 -0.596 0.000 4 0.022 -0.021 0.155 5 0.000 -0.002 -0.085 REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIPAT) 1 1.898 (HOR9 AT :POINT 1) 21 .601 (VER, AT JOINT 1) 3 -1 .89S (HOR, AT JOINT 5) 4 21.681 (VER, AT JOINT 5) i LOAD COMBINATION -2 : Dead + L Idi.nd DISPLACEMENTS JOINT x Y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1. 0.000 0.001 -0.953 ? 3.336 0.014 -0.33 ' 3 3.327 0.244 0.117 4 3.317 0.005 --0.456 5 0.000 0.000 -0.884 REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP-FT) -4.911 (HOR. AT JOINT 1 ) 2 -13.612 (V£R, AT JOINT 1) 3 -3.309 (NOR, AT JOINT ;) 4 -4.264 (V£R, AT JOINT ;) LOAM COMBINATION -3 n Dread + L Wind + 1/2 Snow DISPLACEMENTS JOINT x Y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 0.000 -0.916 3 3.326 0.004 -0.398 3 3.327 -0.01; 0. 117 4 3.326 -•0.005 -0.389 5 0.000 -0.001 --0.921 REACTIONS SUPPORT REACTION NUMBER (KIPS OR i 1' 1� i �I I i I �� KIP-FT) 1 --4.093 (HORv AT JOINT 1) 2 •-•4.022 (VER, AT JOINT 1) 3 --4.206 (HOR, AT JOINT. 5) 4 5.326 (VER, AT JOINT 5) LOAD COMBINATION -4 e Dead + 1/2 L Wind + Snow DISPLACEMENTS JOINT x Y ROTATION NUMBER ( IN) ( IN) (DEGREES) :i 0.000 -0.001 -0.397 2 1 .648 -0.013 -0.31,E 3 1 .663 -0.435 0.058 4 1 .G79 -0.0.18 -0.083 5 0.000 -0.002 -0.521 REACTIONS SUPPORT REACTION NUMBER (KIPS OR FLIP-FT) I -0.G89 (HOR, AT JOINT 1.) 2 13324 (VER, AT JOINT 1) 3 -3.461. (HOR, AT JOINT 5) 4 18.298 (VER, AT JOINT 5) LOAD COMBINATION -; : Dead + Seismic DISPLACEMENTS JOINT x Y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 0.000 -0.375 2 1 .371 0.000 -0.175 1 3 1 .w374 -.0.078 0.045 4 1 .377 -0.004 -0.13 E a 0.000 0.000 -0.398 REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP-FT) 1 -k G25 (HOR, AT JOINT 1) 2 0.678 (VER, AT JOINT 1) 3 2. 152 (HOR, AT JOINT J) 4 4.327 (VER, AT JOINT 5) LOAD COMBINATION G : Dead + 3/4 Snow + Crane, Case 1 IiISPLACEMENTS JOINT X Y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 -0.005 0.216 2 -0.283 --0.042 -0.153 3 -0.266 -0.520 0.004 4 -0.248 -0.017 0.153 5 0.000 -0.002 0.001) REACT IONS SUPPORT REACTION NUMBER (KIPS OR KIP-FT) i 3.892 (HOR AT JOINT 1) 47.54E (VER, AT JOINT 1) 3 -1.092 (HOR, AT JOINT 5) 4 1.6.927 (VER, AT JOINT 5) LOAD COMBINATION -7 Dean + 1/2 L Wing + Crane. Case I J -j _S . 1 _1 .► . ► A '1 ^ ^► '1 '1 °l '1 1 '1 DISPLACEMENTS. JOINT x y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 -0.003 -0.32). 1.400 -0.019 -0.200 3 1 .397 0.030 0.063 4 1„395 0.001 -0.186 5 0.000 0.000 -0.373 REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP-FT) 1. 0.079 (HOR, AT JOINT, 1) A. 25.105 (VER, AT JOINT 1 ) 3 -k429 (HOR, AT JOINT. 5) 4 -0.840 (VER, AT JOINT ;) LOAD COMBINATION 8 ; Dead + 3/4 Snow + Crane, Casey 3 DISPLACEMENTS JOINT X Y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 -0.004 -0.344 2 1 .697 -0.039 --0.371 j 1 .715 -0.520 0.069 4 1.733 -0.019 -0.065 5 0.000 -0303 -•0.5 1 REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP-FT) 1 1 .092 (HOR. AT JOINT 1) 2 44.961 (VER, AT JOINT 1 ) ,z --3.892 (HOR, AT JOINT. 5) 4 19.511 (VEK AT JOINT 5) LOAD COMBINATION -9 : Dead + 1.!2 L_Yind + Crane, Case 2 DISPLACEMENTS JOINT v y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 -0.002 -0.882 2 3.381 -0.017 -0.42G 3 3.378 0.030 0. 127 4 3.376 -0.001 -0.404 5 0.000 0.000 -0.933 REACTIONS SUPPORT. REACTION NUMBER (KIPS OR KIP-FT) 1 -2.721. (HOR, AT JOINT 1) 2 22,520 (VER, AT JOINT 1) 3 --4.229 (HOR, AT JOINT 5) 14 1 .744 (VER, AT JOINT Y LOAD COMBINATION 10 a Dead + 3/4 Snow + Crane, Case 3 DISPLACEMENTS JOINT X Y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 -0.002 0.551 2 -1 .733 -0.019 0.065 3 -1 .715 -0.520 -0.069 4 -1 .697 -0.039 0.371 i i ,, I 5 0.000 -0.004 0.344 REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP-FT) 1. 3.892 (HOR, AT JOINT 1) 2 19.511 (VER. AT JOINT 1 ) 3 -1..092 (HOR, AT JOINT. 5) 4 44.961 (VER. AT JOINT 5) LOAD COMBINATION--11 a Dead + 1./2 L_Yind + Crane, Case 3 DISPLACEMENTS JOINT X Y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 0.000 0.014 2 -0.050 0.003 0.010 3 -0.052 0.030 -0.010 4 -0.055 -0.021 0.032 5 0.000 --0.003 -0.037 REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP-FT) 1 0.079 (HOR, AT JOINT 1) 2 .-2.930 (VER, AT JOINT 1 ) 3 --1 .429 (HOR, AT JOINT. 5) 4 27. 194 (VER, AT JOINT 5) LOAD COMBINATION 12 : Dead + 3/4 Snow + Crane. Case 4 I DISPLACEMENTS JOINT X Y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 -0.002 -0.009 2 0.248 -0.017 -0.153 3 0.266 -0.520 --0.004 4 0.283 -0.042 0. 153 S 0.000 -0.005 -0.216 REACTIONS SUPPORT REACTION! NUMBER (HIPS OR KIP-FT) 1 1 .092 (HOR, AT JOINT 1) 1G.927 (VER, AT JOINT 1 ) 3 --3.892 (HOR, AT JOINT 5) 4 47.546 (VER, AT JOINT 5) LOAD COMBINATION-13 : Dead + 1i2 L Wind + Crane, Casey 4 DISPLACEMENTS JOINT x Y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 0.001 -0.;4G 2 1.9:31. 0.006 -0.208 3 1.929 0.030 0.054 4 1.926 -0.024 --0. 185 5 0.000 -0.003 -0.597 REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP•-FT) 1 -2.721. (HOR, AT JOINT 1) 2 -5.;14 (VER, AT JOINT 1 ) _J _1 ) -1 -1 1 1 1 I I 3 -4.22`1 (HOR, AT JOINT 5) 4 29.779 (VER, AT JOINT 5) Ni E M )3 E R F O R C E S A N D S T R E S S E S ---------------------------------------------------------------------------------------------- M 1= M B E R N U M B E R I FROM JOINT 1 TO JOINT 2 LOAD COMBINATION I ; Dead + Snow i-1"! AXIAL SHEAR BENDING -------------- STRESSES, KSI •-------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING FENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. ELAN. 0.000 -21.681 --1 .898 0.000 -2,224 -0.604 0.000 0.000 2.669 -21.592 -1 .898 --5.066 .-2.215 -0.604 -0.918 1 .068 5.338 -21 .503 -1 .898 -10.131 -2.20 a -0.604 -1.837 2. 135 8.00 21.415 -1 .898 -15.197 - ?. 196 -0.604 -2.753 3.203 10.676 -21 .326 -i .896 -20.263 -2.187 -0.604 -3071 4.273 13„346 -21 .237 -1.898 - 2 .328 2.178 -0.604 -4.592 5.338 16.01 -21.149 -1 .898 --30.394 -2. 169 -0.604 -5.510 6.406 18.684 -21 .060 -1. .898 -25.460 -2.160 --0.604 -6.428 7.474 21 .353 -20.971 -1 .898 -40.526 -2.151 -0.604 -7.346 8.541 LOAD COMBINATION -2 Dead + L Wind AT AXIAL SHEAR BENDING -------------•- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING, BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. . FLAN. 0.000 13.612 4.911 0.000 1.396 1 .564 0.000 0.000 2.669 13.700 4.911 13. 107 1. .405 1..564 2.376 -2.763 5.338 13.789 4.911 26.214 1.414 1.564 4.752 -5.525 8.007 13.878 4.911 39.322 1 .423 1 .564 7.128 --8.288 10.676 13.966 4.911 52.429 1.432 1.564 9.504 -11.050 1.3.346 14.055 4.911 65.536 1 .442 1 .564 11..880 -13.813 16.015 14.144 4.911 78.643 1 .451 1 .564 14.256 -16.575 18.684 14.232 4.911 91.750 1 .460 1. .564 16.633 -19.338 21. .353 14.321 -0. 189 104.858 1 .469 -0.060 .19.009 -22.100 LOAD COMBINATION -3 d Dead + L Wind + 1/2 Snow AT AXIAL SHEAR PENDING -------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-ET) TNN. PLAN. OUT. ELAN. 0.000 4.022 4.093 0.000 0.413 1 .303 0.000 0.000 2.669 4. 111 4.093 10.926 0.422 1 .303 l.981 -2.303 5.338 4.200 4,093 21 .852 0.431 1 .303 3.96l -4.606 8.007 4.288 4.093 32.778 0.440 1 .303 5.942 -6.908 10.676 4.377 4.093 43.703 0.449 1 .303 7.923 -9.211 13.346 4.466 4.093 54.629 0.458 1.303 9.903 -11 .514 16.015 4.554 4.093 65.555 0.467 1 .303 11.884 -13.817 18.684 4.643 4.093 76.481 0.476 1 .303 l3.865 -16. l19 21 .353 4.732 -1 .007 87.407 0.485 -0.320 15.845 -18.422 LOAD COMBINATION -4 : Dead + l/% L_Wind + Snow AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. PLAN. OUT. PLAN. 0.000 -13.624 0.689 0.000 -1 .397 0.219 0.000 0.000 2.669 -13.535 0.689 1 .839 -l .388 0.219 0.333 -0.388 5.338 -13.447 0.689 3.679 -1 .379 0.219 0.667 -0.775 8.007 -13.358 0.689 5.518 -1.370 0.219 1.000 -1 . 163 10.676 -13.269 0.689 7.358 -1 .361 0.219 1.334 -1 .551 13.346 -13.180 0.689 9. 197 -1 .352 0.219 1.667 -1.938 16.015 -I3.092 0.689 11.036 -1.343 0.219 2.001 -2.326 18.684 -13.003 0.689 12.876 -1 .334 0.219 2.334 -2.714 21 .353 -12.914 -1 .861 14.715 -1.325 -0.593 2.668 -3. 101. LOAD COMBINATION -5 i Dead + Seismic AT AXIAL SHEAR BENDING -------~------ STRESSES, KSI -------'------ (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. ELAN. OUT. PLAN. 0.000 -O.678 1 .635 0.000 -0.069 0~517 0.000 0.000 2.669 -0.589 1 .625 4 .338 -0.060 0.517 0,786 -0.914 5.338 -0.500 1.625 8.676 -0.051 0.517 1.573 -1.828 8.007 -0.412 1 .625 13.013 -0.042 0.517 2.359 -2.743 10.676 -0.323 1 .625 17.351 -0.033 0.517 3.145 -3.657 13.346 -0.234 1 .625 21 .689 -0.024 0.517 3.932 -4.571 16.015 -0.145 1 .625 26.027 -0.015 0.517 4.718 -5.485 18.684 -0.057 -0. 135 29. 161 -0.006 -0.043 5.286 -6.146 21 .353 0.032 -0. 135 28.803 0.003 -0.043 5021 -6.070 LOAD COMBINATION 6 : Dead + 3/4 Snow + Crane, Case l AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING I (RIPS) (KIPS) (KIP- PT) :CNN. ELAN. BUT. ELAN. 0.000 -47.546 -3.892 0.000 -4.876 --1 .239 0.000 0.000 .669 -47.457 -3.892 -.10„388 •-4„867 -1.239 -1 .88 3 2.189 5.338 -47„368 -3,.892 -20.773 -4.858 -1 .239 -3.76G 4.379 8.007 -47.280 -3.892 -31.163 -4.949 -1 .239 -5.649 6.568 10.676 -47. 191. -3.89 2 -41..351. -4.840 -1. .239 7.532 8.757 13.346 -47.102 -3.892 -51.939 -4.831 .-1.239 -9.415 10.947 16.013 -47.01.4 -3.892 -62.326 --4.822 --1.239 -1.1. .299 13.136 18.684 •-16.225 -2.492 --20.525 --1.664 -0.793 -3.721 4.326 01 353 -16.136 -2.492 -27. 176 -1. .655 -0.793 -4.926 5.728 LOAD COMBINATION -7 Dead + 1/2 L_Wind + Crane, Case 1 AT AXIAL SHEAR FENDING --------------- STRESSES, KSI -----•----------- (FT'r FORCE FORCE MOMENT AXIAL SHEAR RENDING RENDING {F(IPS) (KIPS) (KIP-ET.) INN. ELAN. OUT. ELAN. 0.000 -25.105 -0.079 0.000 --2.575 -0.023 0.000 0.000 2369 -25.016 -0.079 -0.21.1 --2.566 -0.025 -0.038 0.044 5.338 -24.927 --0.079 -0.421 2.557 •-0.025 -0.076 0.089 8.007 -24.839 -0.079 -0.632 -2.548 -0.025 -0.115 0. 133 10,676 •- 4.7 50 --0.079 -0.843 •-2.=538 -0.025 -0. 15:3 0.178 13.346 --24.661 --0.079 -1 .053 -2.529 -0.025 -3 . 191 0.222 16.015 -24.573 -0.079 -1 .264 -2.520 •-0.025 -0.229 0.266 18384 6.216 1.321 50.715 0.638 0.421 9. .194 -10.689 21. .353 6.305 -1 .229 54.241 0347 --0.391 9.833 •-11 .432 LOAD COMBINATION 8 u Dead + 3/4 Snow + Cranes, Case 2 AT AXIAL SHEAR BENDING --------------- STRESSES, KS I ------------•-- FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING RENDING (KIPS) (KIPS) (KIP-ET) INN. ELAN. OUT. ELAN. 0.000 --44.961 -1..092 0.000 --4.611 --0.348 0.000 0.000 2.GG9 -44.873 -1 .092 •-2.915 -4002 •-0.348 •-0.528 0.614 5.338 -44.784 -1.092 -5.829 --4.593 -0.348 -1 .057 1..229 8.007 -44.69 i --1.092 •-8.744 -4.584 -0.348 -1.585 1 .843 10.676 -44.607 -1.092 -11 .658 --0575 -0.348 -2.113 2.457 13.346 -44.518 -1 .092 -14.573 -4.566 -0.348 -2.642 3.071 16.01.5 -44.429 -1.092 -17.486 -4. 57 -0.348 -3. 170 3.686 18.684 •-13.640 -2.492 28.473 -1 .399 -0.793 5.IG2 --6.001 21.353 -13.532 -2.492 21.821 --1.390 -0.793 3.956 -4.599 LOAD COMBINATION •-9 Dead + 1/2 L...Wind + Crane, Case 2 AT AXIAL SHEAR RENDING ---------------- STRESSES, KSI --------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR RENDING RENDING (KIPS) (KIPS) (KIP-ET) INN. ELAN. OUT. ELAN. 0.000 -22.320 2.721 0.000 -2.310 0.866 0.000 0.000 2.669 -2W32 2.721 7.263 -2.301 0.366 1..31.7 -1..531 5.338 -22.343 2.721 14.525 -2.292 0.866 2.633 •-•3.061 8.007 -22.254 2.721 21.788 -2.282 0.866 3.950 -•4.592 10.67 6 .166 2.721 3.050 . 0,3 0.866 5.266 -L. s..a 13.346 -22.077 .. 721. 36.313 "-2.264 0.866 6.583 -7.653 16.015 --21 .988 2.721 43.575 -2.255 0.866 7.899 -9. 184 18.684 8.800 1 .321 99.713 0.903 0.421 1.8.076 -21.016 21 .353 VB89 -1 . 29 1.03.238 Q912 •-0.391 18.715 -21.7 9 LOAD COMBINATION 10 Dead + :3/4 Snow + Crane, Case .3 AT AXIAL SHEAF BENDING ---------------- STRESSES, KSI ---------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING VKIPS) (KIPS) WIP-•FT) INN. FLAN. OUT. PLAN. 0.000 --1.9.511. -3.892 0.000 -2.001 -i_ .239 0.000 0.000 2.669 -19.422 -3.892 -10.387 •-1 .992 •-1.239 -1.883 2.189 5.338 -19.3 34 -3.892 QV 70 -1.983 "1 .239 -•3.766 4.379 8.007 -19.245 -"3.892 -31.162 -1.974 •-1 .239 -5.649 6.568 c 5r -n 9� r.c c ? 53 2 8.757 10.676 �.1J!"- . .?�.. -'41.J•i{} -� >��7:1 '"1 3� '1.J3 13.346 -19.068 --3.892 - 51.938 •-1.956 •-1.239 -9.415 10.946 16.015 -18.979 -3.892 -62.325 -1 .947 --1.239 -11.298 13. 136 18.684 -"18.890 -2.492 -71.055 -1 .937 -0.793 "-12.381 14.976 21 .353 -"18.802 -2.492 -77.706 -1. .928 -0.793 -14.087 16.378 LOAD COMBINATION-11 Dead + 1/2 L,„Wind + Crane, Case AT AXIAL SHEAR FENDING -------------- STRESSES, KSI ----•---------- (FT) FARCE FORCE MOMENT AXIAL- SHEAR BENDING FENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 2.930 -0.079 0.000 0.300 -0.025 0.000 0.000 2.669 3.018 -0.079 "-0.21.0 0.31.0 -0.025 -0.038 0.044 5.338 3.107 --0.079 -0.421 0.319 -0.025 -0.076 0.089 3.007 3.196 -0.079 -0.631. 0.328 -0.025 -0.114 0.133 10.676 3.285 -0.079 -0.842 0.337 -0.025 -•0.153 0.177 1.3.346 3.373 -0.079 "-1.0 52 0.346 -0.025 -0.191. 0.222 16.015 3.462 -0.079 •-1.262 0.355 •-0.025 -0.229 0.266 1.8.684 3.551 1021. 0. 185 0.364 0.421 0.033 -"0.039 21 .353 3.639 -1.229 3.711 0.373 -•0.391 0.673 -0.7 82 LOAD COMBINATION 1.2 Dead + 3/4 Snow + Crane, Case 4 AT AXIAL SHEAR BENDING --------------•-•- STRESSES, KSI -------------- (FT.) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (LIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -16.927 -1 .092 0.000 -1 .736 -0.348 0.000 0.000 2.669 -16.838 •-1 .092 -2.914 -1.727 -0.348 -0.528 0.614 5.338 -16.749 -1.092 -5.829 -1. ,718 -0.348 -1..057 1.228 8.007 -16.661 -1 .092 -"8.743 -1.709 -0.348 -1 .585 1.643 i �� �� i a 10.676 -16.572 -1 .092 -11 .657 -1 .700 -0.348 -2.113 2.457 13.346 -16.483 -1092 -14.572 -1.691 -0.348 -2.642 3.073. 16315 -16.394 -1 .092 -17.486 4 .681 -0.348 -3370 3.683 18.684 -16.306 -2.492 -22.058 -1 ,673 -0.793 -3.999 4.649 21 .353 -16.317 -2.492 -28.709 -l .663 -0.793 -5.304 6.051. LOAD COMBINATION-13 : Dead + 1/2 L_Wind + Crane, Case 4 AT AXIAL SHEAR BENDING -------------' STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-ET) INN. FLAN. OUT. FLAN. 0.000 5.514 2.721 0.000 0.566 0.866 0.000 0.000 2.669 5.603 2.723 7.263 0.575 0.866 1 .317 -1.531 5.338 5.692 2.721 14.526 0.584 0.866 2.633 -3.061 8.007 5.780 2.721 21.788 0.593 0.866 3.950 -4.592 10.676 5.869 2.721 29.051 0.602 0.866 5.266 -6.123 13.346 5.958 2.721 36.314 0.611 0.866 6.583 -7.654 l6.013 6.046 2.721 43.577 0.620 0.866 7.900 -9.184 18.684 6. 135 1 .331 49.182 0.629 0.421 8.916 -10.366 21 .353 6.224 -1 .229 52.708 0.638 -0.391 9.555 -ll.109 M E H B E B N U M B E R 3 < FROM JOINT 2 TO JOINT 3 ) LOAD COMBINATION l : Dead + Snow AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (ET) CUBCS FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -2.458 13.509 -45.290 -0.354 5.228 -15.815 15.815 2.372 -2.388 11.810 -15.265 -0.323 3.897 -4.384 4.384 4.744 -2.318 10. 112 10.733 -0.296 2.908 2.599 -2.599 7. 115 -2.247 8.413 32.702 -0.271 2.145 6.804 -6.804 9.487 -2.177 6.715 50.643 -0.249 1.537 9.187 -9.187 11.859 -2.107 5.017 64.556 -0.230 1 .042 10.331 -10.331. 14.231 -2.037 3.318 74.441 -0.212 0.631 10.612 -10.612 16.603 -1 .966 1 .620 80.297 -0. 195 0.284 10.281 -10.281 18.974 -1.896 -0.078 82.125 -0.180 -0.013 9.511 -9.511 LOAD COMBINATION -2 : Dead + L_Wind AT AXIAL SHEAR PENDING -------------- STRESSES. KSI -------------- (ET) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING ,� ' I (KIPS) (KIPS) (KIy-FI) W. ELAN. OUT. FLAN. 0.000 0.253 -10.236 107.511 0036 -3.962 37.542 -37.542 3.372 0.300 -9.538 84.062 0.041 -3. 147 24.145 -24.145 4.744 0.348 -8.840 62.268 0044 -2.543 15.081 -15.081 7. 115 0.395 -8. 142 42. 130 0.048 -2.075 8.766 -8.766 9.487 0.442 -7.444 23.647 0.051 -l .703 4.290 -4.290 11.859 0.490 -6.746 6.820 0.053 -1 .401 1.091 -1.091 14.231 0.537 -6.048 -8.352 0.056 -1.149 -1.l9l 1.191 0.603 0.584 -5.350 -21 .868 0.058 -0.937 -2.800 2.800 18.974 0.632 -4.652 -33.729 0.060 -0.756 -3.906 3.906 LOAD COMBINATION -3 : Dead + L Wind + 1/2 Snow AT AXIAL SHEAR BENDING -------------- SIRESSES, KSI -------------- (FI) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -0.809 -4.350 87.685 -0.116 -1.684 30.619 -30.619 2.372 -0.731 -4.392 77.318 -0.099 -1 .449 22.208 -32.208 4,744 -0.653 -4.434 66.853 -0.083 -1 .275 16.191 -16.01, 7215 -0.575 -4.476 56.286 -0.069 -1 . 141 11.711 -11.711 9.487 -0.497 -4.518 45.620 -0.057 -1.034 8.275 -8.275 ll.859 -0.419 -4.560 30855 -0.046 -0.947 5.578 -5.578 I4.231 -0.341 -4.602 23.991 -0.035 -0.874 3.420 -3.420 16.603 -0.263 -4.644 13,027 -0.026 -0.813 1 .668 -1.668 18.974 -0.185 -4.686 1 .963 -0.018 -0.761 0.227 -0.227 LOAD COMBINATION -4 : Dead + 1/2 L..Wind + Snow AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (EI) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-PT) INN. FLAN. OUT. PLAN. 0.000 -2.164 7.322 11 .285 -0.312 2.911 3.940 -3.940 2.372 -2.075 6.282 27.655 -0.381 2.073 7.943 -7.943 4.744 -1 .985 5.042 41.084 -0253 1.450 9.950 -9.950 7. 115 -l .896 3.802 51 .572 -0.229 0.969 10.730 -10.730 9.487 -1 .806 2.562 59. 118 -0.207 0.586 10.724 -10.724 ll .859 -1 .717 1 .322 63.724 -0. 167 0.274 10. 197 -10.197 14.231 -1.628 0.081 65.387 -0.169 0.015 9.321 -9.321 16.603 -1 .538 -1.159 64. 110 -0. 153 -0.203 8.209 -8.209 18.974 -1 .449 -2.399 59.891 -0. 138 -0.390 6.936 -6.936 LOAD COMBINATION -5 : Dead + Seismic AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0,000 -0.136 -0.081 28.789 -0.020 -0.031 10.053 -10.053 , J j j � 2.372 •-0. 143 --0.300 28.352 --0.019 -0.099 8.144 -8. 144 4.744 -0.149 -0.519 27.396 -0.019 -0. 149 6.635 -6.635 . .1.15 -0. 13 -0.738 25.919 _0.019 -0. 188 5.393 -5.393 9.487 --0.162 -0.957 23.923 .-0.019 -0.619 4.340 -4.340 1.1..859 --0J69 -1 .1.76 21 .407 -0.018 --0.244 3.42E -3.426 1.4.231 --0.175 --1 .396 18.371 -0.018 •-0.265 .3.619 -2.09 16.603 -0.181 -1 .615 14016 --0.018 -0..283 i .897 --1 .897 18.974 -0.188 -1 .834 10.740 -0 018 -0.298 1.244 -1.244 LOAD COMBINATION 6 . Dead + 3!4 Snow + Crane. Case_ 1 AT AXIAL SHEAF BENDING -------------- STRESSES. KS! --------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING WPS) (KIPS) (KIP--FT.) 'INN. FLAN. OUT. FLAN. 0.000 -2.927 10.484 -30.753 --0.422 4.058 -10.739 10.739 2.372 2.872 9.156 -7.462 -0.389 3.021 -2.143 2. 143 4.744 -2.818 7.827 12.677 -0.360 2.251 3.070 -3.076 7. 11.5 -2.763 6.499 29.667 -0.334 1.656 6.173 -6.173 9.487 -2.708 5.1.70 43.505 -0.31.0 1. .183 7.892 -7.892 11 .859 -2.653 3.842 54. 193 -0.289 0.798 8.672 -8.672 14.231 -2.598 2.514 61 .730 --0.270 0.478 8.800 -8.800 16.603 -2.543 1.185 66. 1.16 -0.253 0.208 8.466 -8.4GG 18.974 -2.488 -0. 1.43 67.351. -0.237 --0.023 7.800 -7.800 LOAD COMBINATION -7 : Dead + 1/2 L 4iind + Crane, Case 1. AT AXIAL SHEAR BENDING -------------- STRESSES, KS I --------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (FLIPS) (KIPS) (FLIP-FT) INN. ELAN. OUT. FLAN. 0.000 -1.042 -4.331 55.560 -0. 130 -1.676 19.401 -19.401 2.372 -1 .01.3 -4.091 45.573 -0. 137 --1. .350 13.090 -13.090 4.744 -0.985 -3.851 36.153 -0. 12G -1 .108 8.756 -8.756 7.115 --0.957 -3.612 27.303 --u. 11G -0.921. 5.681. -5.681. 9.487 -0.929 -3.372 19.020 -0.106 -0.772 3.450 -3.450 11 .859 -0.901 --3. 132 11..307 -0.098 --0.650 1.809 -1. .809 34.231 -0.872 -2.893 4.162 -0.091 -0.550 0.593 -0.593 16.603 -0.844 -2.653 -2.41.5 -0.084 -0.465 -0.309 0.309 18.974 -0.816 -2.41.3 -8.422 -0.078 -0.392 -0.975 0.975 LOAD COMBINATION 8 A Dead + 3/4 Snow + Crane, Case 2 AT AXIAL SHEAR BENDING --------------- STRESSES, FSI --------------- (£T) FORCE FORCE MOMENT AXIAL SHEAR FENDING BENDING (FLIPS) (FLIPS) (KIP-FT) INN. ELAN. OUT. FLAN. 0.000 -2.820 7.902 18.244 --0.406 3.058 6.371 -6.37). 2.372 --2.766 6.573 35.410 -0.374 2. 169 10. 171 -10.171 4.744 -2.711 5.245 49.425 -0.346 1.509 11.970 -11.970 7.115 -2.656 3.916 60.290 -0.321 0.998 12.544 -12.544 i 9.487 -2.601 2. 88 68.004 -0.298 0.592 12.336 --12.336 11 .859 -2.546 1 .260 72.567 -0.277 0.262 11.613 -11 .613 14.231 2.491 -0.069 73.979 -0.259 --0.01.3 10.546 -10.546 16.603 --2.436 -1.397 72.241 -0.242 -0.245 9.250 -9.250 18074 --2.381 2.726 67.351 --0.226 --0.443 7.BOO -7.800 LOAD COMBINATION -9 Dead + 1/2 L. Wand + Crane, Case 2 AT AXIAL SHEAR BENDING ---------------- STRESSES. KS I -------•-------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -0.935 -6.913 104.558 -0.135 -2.676 3G.511 -36.511 2.372 •0.907 -6.673 88.445 -0,123 2,202 25.404 -2 .404 4.744 -0.878 --V 434 72.901 -0.112 -1 .851 17.656 -17.6 6 7.1.15 -0.850 -6.194 57.926 -0.103 •-1 .579 12.053 -12.053 9.487 -0.822 -5.954 43.519 -0.094 -1 .363 7.894 -7.894 11 .859 -•0.794 -5.715 29.681 -0.087 -1 . 187 4.750 --4.710 14.231 --0.766 --5.475 16.411 -0.080 -1 .040 2.340 -2.340 0.603 -0.737 •-.5.235 3.710 -0,073 --0.917 0.473 --0.475 18.974 -0.709 --4.995 -•8.422 •-0.067 -0.812 -0.975 0.97 LOAD COMBINATION 1.0 e Dead + :3/4 Snow + Crane, Case 3 AT AXIAL SHEAR BENDING -------------- STRESSES, KS I ------.---------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. ELAN. OUT. FLAN. 0.000 -3.037 13.1.47 -81.283 --0.437 5.088 -28.334 28.384 2.372 --2.982 11 .819 -51.676 -0.404 3.900 --14.843 14.843 4.744 -2.928 10.490 -25.220 --0.374 3.017 -6.108 6.108 . 115 -2.873 9.162 -1.91 -0.347 2.335 -0.398 0.390 9.487 -2.818 . .833 18.240 -0.323 1. .793 3.309 -3.309 11 .859 -2.763 6.505 35.244 -0.301 1 .351 5040 G40 -5 340 14.231 -2.708 5.177 49.097 -0.281 0.984 6.999 -6.999 16.603 -2.653 3.848 59.800 -0.263 0.674 7.657 -7.657 18.974 --2. 98 2.520 67.351. -0.247 0.409 7.800 -7.800 LOAD COMBINATION-11 Dead + 1/2 L..,Wind + Crane, Case 3 AT AXIAL SHEAR BENDING, -------------- STRESSES, KryI ---------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 --1 .151 --1 .668 5.030 -0.166 -0.646 1.757 -1 .757 2.372 -1 . 123 --1 .428 1 .359 -0.152 -0.471. 0.390 --0.390 4.744 -1.095 -1.188 -1.744 •-0.140 -0.342 -0.422 0.422 7. 1.15 --1 .067 -0.949 -4079 -•0.129 -0.242 --0.890 0.890 9.487 -1.039 -0.709 •-6.24 a -0.119 -0.162 -1. 1.33 1 .133 11 .839 -1 .01.0 -0.469 -7.642 --0.110 --0.097 -1 .223 1 .223 14.231 -0.982 --0.230 -8.471 -0.102 -0.044 -1 .208 1.208 J J I ) 1 1 1 ) 4.603 -0.954 0.010 -8.731. --0.095 0.002 -1 .118 1.118 18.974 -0.926 0.230 -•8.422 -0.088 0.041 -0.975 0.975 LOAD COMBINATION 12 : Dead + 3/4 Snow + Crane, Case 4 AT ANAL SHEAR BENDING -------------- STRESSES, KSI ---------------- (1:T) 'FORCE FORCE MOMENT. AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -2.931. 10.565 -32.286 -&422 4.089 -11. .274 11. .274 2.372 2.87E 9.236 -8.804 -0.389 3.048 •-2.52 9 2.529 4.744 -•*.821 7.908 11 .523 --0.360 2.275 2.792 -2.792 7.115 -2.766 6.580 28.709 -0,334 I .G77 5.973 -5.973 r y• 3 � 753 n 75 `-1.48'. .-2.711 .,.2 51 42.:.3eJ -0.�11 1. .2'0- , , ,� . :.�3 1 1 .859 -" G5G 3.923 53.618 -0. 89 0.814 8.580 --8.580 14.231 2.601 2.594 61..346 --0.270 0.493 8.745 -8.745 16.60S -2.546 1 .266 65.924 •-0.253 0.222 8.441 -8.441 18.974 -2.491 -0.OG3 67.351. -0.237 •-0.010 7.800 7.800 LOAD COMBINATION-13 Dead + 1/2 L.,„Wind + Crane, Case 4 AT AXIAL SHEAR BENDING -•------------- STRESSES, KSI ------•-------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING {KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -1.045 -4.250 54.026 -0.151 -1.645 18.8G6 -0.866 2.372 -1 .017 ..-4.010 44.231. -0. 138 --1 .323 12.704 -1.2.704 4.744 -0.989 -3.771 35.004 -0.126 -1 .085 8.477 -8.477 7.115 -0.960 -3.531 26.344 -0. 116 -0.900 5.481 -5.481 9.487 -0.932 -3.291 18.254 •-0.107 •-0.753 3.311 -3.311. 11.859 -0.904 -3.052 10.732 --0.099 -0.634 1.717 -1..717 14.231 -0.876 -2.812 3.779 -0.091 -0.534 0.539 -0.539 16.603 --0.848 -2.572 -2.G06 --0.084 --0.451 --0.334 0.334 18.974 -0.819 -2.332 -8.422 -0.078 -0.379 •-0.975 0.975 M E M B E R N U M B E R 3 ( FROM JOINT 4 TO JOINT 3 ) LOAD COMBINATION 1 : Dead + Snow AT AXIAL SHEAR BENDING --------------- STRESSES, KS I --•--••---•----••--- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -2.458 13.509 -45.290 -0.354 5.228 -15.815 15.815 ?. 372 --..,.388 11 .810 -1.5.2ti5 -0.323 3.897 -4.384 4.384 4.744 -2.318 10.112 10.7 33 --0.296 2.906 2.599 2,599 7.1.15 2.247 8.413 32.702 --0.271 2.143 6.804 -6.804 9.487 -2.177 6.715 50.643 -0.249 1 .537 9. 187 -9.187 11 .859 -2. 107 5017 64.556 --0.230 1 .042 10.321 -10.331 14.231 -2.037 3.318 74.441 -0.212 0.631 10.612 •-10.612 16.603 -1 .966 1 .620 80.297 -0. 195 0.284 1.0.281. -1.0.281. 18.974 -1 .896 -0.078 82.126 -..0.1.80 -0.013 9.511 -7.511, LOAD COMBINATION -2 e Dead + L W i n d AT AXIAL SHEAR BENDING --------------- STRESSES, KS! ---------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (LIPS) (KIP-FT) INN. ELAN. OUT. ELAN. 0.000 -0.133 --0.896 -69.708 -0.019 -0.347 -24.342 24.342 2.372 -0.086 -0.198 -71.005 -•0.012 --0.065 -20.394 20.394 4.744 -0.038 01500 -70.646 -0.005 0. 144 -17.110 17. 110 7.11.5 0.009 1. . 198 -68.632 0.001. 0.305 -14.280 14.280 9.487 0.056 1 .896 -64.962 0.006 0.434 -11.784 11.784 11 .859 0. 104 2.594 -59.637 0.011 0.539 -9.544 9.544 14.231 0.151 3.292 -52.657 0.016 0.626 -7.507 7.507 16303 0. 198 3.990 -44.021. 0.020 0.699 -5.636 5.636 18.974 0.246 4.688 -33.729 0.023 0.762 -3.906 3.906 LOAD COMBINATION -3 . Dead + L Y.i nd + 1/2 Snow AT AXIAL SHEAR BENDING ----- --•-------- STRESSES, KSI ---------•----- I 0 FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) 106 ELAN. OUT. ELAN. 0.000 -1 .194 4.990 -89.,534 -0.172 1 .931 -31 .265 31.265 2.372 -1 . 11.6 4.948 -77.748 --0.151. 1 .633 -22.331 22.331 4.744 --1.038 4.906 -66.063 -0.133 1 .411 -15.999 1.5.999 7.1.15 -0.960 4.864 -54.476 --0. 11.6 1 .240 --11..335 11.335 9.487 -0.882 4.822 -42.989 -0.101 1 . 104 •-.7.798 7.798 11 .859 -0.805 4.780 -31.602 -0.088 0.993 -5.057 5.057 14.231 -0.727 4.738 -20.314 -0.076 0.900 -2.896 2.896 1.6.603 -0.649 4.696 --9.125 -0.064 0.823 -1 .168 1 . 168 18.974 -0.571 4.654 1.963 •-0.054 0.756 0.227 -0.227 LOAD COMBINATION -4 ' Dead + 1/2 L Wired + Snow AT AXIAL SHEAR BENDING ----------•----- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-ET) INN. ELAN. OUT. ELAN. 0.000 --2.357 1.2.192 -77.325 -0.339 4.719 -27.001 27.001 2.372 -2.267 10.952 -49.878 -0.307 3.614 -1.4.326 14.326 4.744 -2. 178 9.71.2 -25.373 -0.278 2.793 -6.145 6.145 7.115 -2.089 8.47 --3.209 -0.252 2. 159 -0.793 0.793 1 9.487 -1 .999 7.232 14.814 -0.229 .1.655 2.687 -2.687 1i.859 -.1 .00 5.,991 30.495 -0.208 1.244 4.880 -4.880 1.4.231 -1 .8 ;0 4.751 4 235 -0. 189 0.903 6. 163 -G.163 16.603 -1 .731 3.511 53.034 --0.172 0.05 €7.790 -6.790 19.974 •-1.642 2.271 59.891 --0.156 0.369 G.93G -6.936 LOAD COMBINATION -5 Dead + Seismic AT AXIAL SHEAR BENDING ----------------- STRESSES, KSI: --------------- WT) FARCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIP` ) kip-FT) INN. FLAN. OUT. FLAT. 0.000 - 0 . :,353.555 -40. G7 -0.077 1 .376 v. 9:1 13.99.1 2.372 -t1.51.0 3.337 -31.907 -0.069 1 .101 --9.165 9. 165 4.744 -0.486 3. 120 --24064 -0.062 0.897 -5.877 5.877 ?.115 -0.461 2.902 -17. 138 -0.056 0.740 -3.566 3.566 9.467 -•0,437 2.684 -10.529 -0.050 0314 •-1.910 1 .910 11 .859 -0.412 2.466 -4.437 -0.045 0.512 -0.710 0.710 14.231 -0.387 2.248 1.139 -0.040 0.427 0.162 -0. 162 16.603 --0.363 2.030 6.19€3 --0.036 0.356 0.794 -0.794 18.974 --0.338 1 .812 10.740 -0.032 0.294 1.244 -1.244 LOAD COMBINATION G A Dead + 3/4 Snow + Crane, Case I AT AXIAL SHEAR BENDING ----•---------- STRESSES. i,SI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -2.931 10.565 -32.266 --0.422 4.089 -11.274 11.274 2.372 -2.876 9.236 -8.804 -0.389 3.048 -2.529 2.529 4.744 -2,821 7.908 11.528 -0.360 2.275 2.792 -2.792 7.1.15 -2.766 6.580 20.709 -0.334 1 .677 5.973 -5.97 ) 9.487 2.711 5.251 42.739 -0.31.1 1 .202 7.753 -7.753 11 .859 -2.656 3.923 53.618 -0.289 0.814 8.580 -8.580 14.231 -2301 2.594 61 .346 -0.270 0.493 8.743 -8.745 16.603 -2.546 1 .266 65.924 -0.253 0.222 8.441 --8.441. 18.974 -2.491 -0.063 67.351 --0.237 -0.010 7.800 0.800 LOAD COMBINATION -7 : Dean + 1/2 L.._Wind + Crane, Casty I AT AXIAL SHEAR BENDING ------•---•------ STRESSES. KSI -------------- (FT) FORCE .FORCE MOMENT AXIAL: SHEAR BENDING; BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -1.238 0.420 -34.582 -0. 178 0. 162 -12.076 1.2.076 2.372 -1 .210 0.660 --33.30 3 --0. 164 0.218 -9.565 9.565 4.744 -1 .181 0.899 -31.454 -0.151 0.259 -7.618 7.618 7.11.5 -1 .153 1 .139 -29.037 --0.139 0.290 -6.042 6.042 9.487 -1.125 .1.379 --26.05.1 •-0.129 0.316 -4.726 4.726 11 .839 -1.097 1 .618 -22.497 --0. 120 0.336 -3.600 3.600 14 .23.1 -1.069 1 .858 -18.374 -0. 111 0.353 -2.619 2319 16.603 -1340 2.098 -13.682 -0.103 0.367 -1 .752 1 .752 l8.974 -1.012 2.338 -8,422 -0.096 0.380 -0.975 0.975 LOAD COMBINATION 8 Dead + 3/4 Snow + Crane, Case 2 AT AXIAL SHEAR BENDING -------------- STRESSES, KS! -------------- (FT) FORCE WBC3 MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-ET) INN. ELAN. OUT. ELAN. 0.000 -3.037 13. 147 -81 .283 -0.437 5.088 -28.384 28.384 2.372 -2.982 ll .819 -51.676 -0.404 3.900 -14.843 14.843 4.744 -2.927 10.490 -25.220 -0.374 3.017 -6.108 6. 108 7.115 -2.872 9.02 -1.915 -0.347 2.335 -0.398 0.398 9.487 -2.817 7.833 18.240 -0.323 1.793 3.309 -3.309 11.859 -2.763 6.505 35.244 -0.301 1 .351 5.640 -5.640 14.231 -2.708 5. 177 49.097 -0.281 0.984 6.999 -6.999 16.603 -2.653 3.848 59.800 -0.263 0.674 7.657 -7.657 18.974 -2.598 2020 67.351 -0.247 0.409 7.800 -7.800 LOAD COMBINATION -9 : Dead + 1/2 L_Wiod + Crane, Case % AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMSNI AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-ET) lNN. ELAN. OUT. ELAN. 01000 -1.345 3.002 -83.579 -0.194 1.162 -29.185 29.185 2.372 -1 .316 3.242 -76. 175 -0.178 l .070 -21.879 21.879 4.744 -1 .288 3.481 -68.202 -0.164 } .00] -16.517 16.517 7, 115 -1 .260 3.721 -59.660 -0.152 0.949 -12.413 12.413 9.487 -1.232 3.961 -50.550 -0.141 0.906 -9. 170 9. 170 11.859 -1 .203 4.201 -40.871 -0. 131 0.872 -6.540 6.540 14.231 -1 .175 4.440 -30.623 -0.122 0.844 -4.366 4.366 16.603 -1.147 4.680 -19.807 -0.114 0.820 -2.536 2.536 18.974 -1.119 4.920 -8.422 -0. 106 0.799 -0.975 0.975 LOAD COMBINATION lO : Dead + 3/4 Snow + Crane, Case 3 AT AXIAL SHEAR BENDING -------------- STRESSES. KSl ------------- (ET) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. ELAN. OUT. ELAN. 0.000 -2.820 7.902 18.244 -0.406 3.058 6.371 -6.371 2.372 -2.766 6.573 35.410 -0.374 2.169 10.171 -10. 171, 4.744 -2.711 5045 49.425 -0.346 1 .509 11.970 -11.970 7.115 -2.656 3.916 60.290 -0.321 0.998 12.544 -12.544 9.487 -2.601 2.588 68.004 -0.298 0.592 12.336 -12.336 11 .859 -2.546 1 .260 72.567 -0.277 0.262 11 .613 -11.613 14.231 -2.491 -O.069 73.979 -0.259 -0.013 10.546 -10.546 16.603 -2.436 -1.397 72.241 -0.242 -0.245 9.250 -9.250 18.974 -2.381 -2.726 67.351 -0.226 -0.443 7.800 -7.800 �: I I M I LOAD COMBINATION-ll : Dead + 1/2 L_Wiod + Crane, Case 3 AT AXIAL SHEAR BENDING '--------'---- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. ELAN. OUT. ELAN. 0.000 -1 .128 -2.243 15.948 -0. 162 -0.868 5.569 -5.569 2.372 -1 .099 -2.004 10.912 -0. 149 -0.661 3.134 -3. 134 4.744 -1.071 -1 .764 6.444 -0. 137 -0.507 1.561 -1.561 7.115 -1 .043 -1 .524 3.545 -0.126 -0.388 0.529 -0.529 9.487 -1.015 -1.284 -0.786 -0.116 -0.294 -0. 143 0. 143 11.859 -0.987 -1 .045 -3.548 -0. 108 -0.217 -0.568 0.568 14.331 -0.958 -0.805 -5.741 -O.lOO -0.153 -0.818 0.818 16.603 -O.930 -0.565 -7.366 -0.092 -0.099 -0.943 0943 18.974 -0.902 -0.325 -8.422 -0.086 -0.053 -0.975 0.975 LOAD COMBINATION 12 Dead + 3/4 Snow + Crane, Case 4 AT AXIAL SHEAR BENDING ------------- STRESSES, KSI -------------- (FI) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. ELAN. OUT. ELAN. 0.000 -2.927 1O.484 -30.753 -0.422 4.058 -10.739 10.739 2.372 -2.872 9.156 -7.462 -0.389 3.021 -2.143 2.143 4.744 -2.818 7.827 12.677 -0.360 2.251 3.070 -3.070 7. 115 -2.763 6.499 29.667 -0.334 1.656 6.173 -6. 173 9.487 -2.708 5.170 43.505 -0.310 1.183 7.892 -7.892 11 .859 -2.653 3.842 54.193 -0.289 0.798 8.672 14.231 -2.598 2.514 61.730 -0.270 0.478 8.800 -8.800 16.603 -2.543 1 . 185 66. 116 -0.253 0.208 8.466 -8.466 18.974 -2.488 -0.143 67.351 -0.237 -0.023 7.800 -7.800 LOAD COMBINAIION-13 : Dead + 1/2 L Wind + Crane, Case 4 AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (ET> FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-PT) INN. ELAN. OUT. PLAN. 0.000 -1 .234 0.339 -33.049 -0. 178 0331 -11.541 11.541 2.372 -1 .206 0.579 -31 .961 -0. 163 0. 191 -9.180 9. 180 4.744 -1.178 0.818 -30.304 -0. 150 0.235 -7.339 7.339 7.115 -1 . 150 1 .058 -38.078 -0.09 0.270 -5.842 5.842 9.487 -1.122 1.298 -25.284 -0.128 0.297 -4.587 4.587 11 .859 -1 .093 1 .538 -21.922 -O. 119 0.319 -3.508 3.508 14.231 -1.065 1.777 -17.991 -O.Ill 0.338 -2.565 2.565 I6.603 -1 .037 2.017 -13.491 -0. 103 0.353 -1.727 1.727 18.974 -1 .009 2.257 -8.422 -0.096 0.367 -0.975 0.975 M E M B E R N U M B E R 4 ( FROM JOINT. 5 TO JOINT 4 ) LOAD COMBINATION 1 ; Dead + Snow AT AXIAL SHEAR BENDING ----•-_---_---- ;TRESSES. F(S I (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN„ OUT. ELAN. 0.000 •-21 .681 -1 .898 0.000 •-2.224 -0.604 0.000 0.000 2.669 -21. .592 -1 .898 --5.066 2.215 --0.G04 -0.91.8 1.00E 5.338 -21.503 -1.898 -10. 131 -2.205 •-0.604 .-.1.837 2.135) 8.007 -21.41 -1 .998 -15.197 -2.196 -0.604 72055 3.203 10.67G -21.32E -1 .898 -•20.263 -2. 187 -0.604 -3.673 4.271 13.346 -21. .237 -i .898 --25.328 -2.178 -0.604 -4.592 5.338 I6.015 -21.149 -1.898 -30.394 -2.169 -O.GO4 -5.510 G.406 18.634 -21.060 -1 .898 -35.460 -2.160 -0.604 -6.428 7.474 21 .353 -20.971 --1.898 -40u526 -2.151 -0.604 -7.346 8.541 LOAD COMBINATION -2 Dead + I. Wind AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- 0T) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. ELAN. OUT. ELAN. 0.1000 4.264 -3.389 0.000 0.437 .-1.079 0.000 0.000 2.669 4.352 -3.389 -9.045 0.44E -1 .079 --1 .640 1.906 5.338 4.441 ..-3.389 -18.090 0.45E -1.079 -3.279 3.81.3 8.007 4.530 -3.389 -27.13E 0.465 -1.079 --4.91.9 5.719 10.67G 4.619 -3.389 -3G.181 0.474 -1 .079 -G.559 7.626 1.3.34E 4.707 -3.389 -43.226 0.483 --1 .079 -8. 199 9.532 16.013 4.79E --3.389 -54.271 0.492 -1.079 -9.836 11 .438 18.684 4.885 --3.389 -63.31E 0.501 -1 .079 -11..478 1.3.345 21 .353 4.973 -0. 189 -72.362 0.510 .-0.060 -13.118 15.251 LOAD COMBINATION -3 Dead + L Wind + 1/2 Snow AT AXIAL SHEAR BENDING ------------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -5.326 -4.206 0.000 -0.546 -1 .339 0.000 0.000 2.669 -5.237 -4.206 -11 .227 -0.537 -1. .339 -2.035 2.366 5.338 -5.148 -4.206 -22.453 -0.529 •-1 .339 •-4.070 4.732 8.007 --5.059 -4.206 -33.680 -0.51.9 -1..339 -6.105 7.098 30.676 -4.971 -4.206 -44.90E -0.510 -1 .339 -8.141 9.465 13.34E -4.882 -4.206 -56.133 -0.501 •-1 .339 -10.17E 11.831 16.015 -4.793 -4.206 -67.359 -0.492 •-1.339 -12.211 14. 197 J J 1 J J J l 1 Ji 1 18.684 -4.705 -4.206 -78.586 -0.483 -1 .339 -14.246 16.563 21 .353 -4.616 -l .006 -89.812 -0.473 -0.320 -16.281 18.929 LOAD COMBINATION -4 : Dead + 1/2 L_Wiod + Snow AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. ELAN. OUT. ELAN. 0.000 -18.298 -3.461 0.000 -1.877 -} .lO% 0.000 0.000 2.669 -18.209 -3.461 -9.237 -1 .868 -1 .102 -1 .674 1.947 5.338 -18.120 -3.461 -I8.474 -1 .859 -1.102 -3.349 3.894 8007 -18.032 -3.46l -27.710 -1 .849 -1 . 102 -5.023 5.840 10.676 -17.943 -3.461 -36.947 -1 .840 -1 .102 -6.698 7.787 13.346 -17.854 -3.461 -46.184 -1 .831 -l . 102 -8.372 9.734 16.0I5 -17.766 -3.461 -55.421 -1 .822 -1.102 -16047 11 .68l 18.684 -17.677 -3.461 -64.658 -1 .813 -1 . 102 -11.721 13.627 21.353 -17.588 -1 .861 -73.894 -1 .804 -0.592 -13.396 15.574 LOAD COMBINATION -5 Dead + Seismic AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR PENDING BENDING (KIPS) (KIPS) (KIP-PT) INN. ELAN. OUT. ELAN. 0.000 -4.337 -2.152 0.000 -0.444 -0.685 0.000 0.000 3.669 -4.238 -2.152 -5.744 -0.435 -0.685 -1.041 1.21l 5.338 -4.150 -2. 152 -11 .488 -0.426 -0.685 -2.082 2.421, 8.007 -4.061 -2.152 -17.231 -0.416 -0.685 -3.124 3.632 30.676 -3.972 -2.152 -22.975 -0.407 -0.685 -4.165 4.842 13.346 -3.883 -2.152 -28.719 -0.398 -0.685 -5.206 6.053 16.015 -3.795 -2.152 -34.463 -0.389 -0.685 -6.247 7.263 18.684 -3.706 -0.392 -39.003 -0.380 -0.125 -7.071 8.220 31 .353 -3.617 -0.392 -40.050 -0.371 -0.125 -7.260 8.441 LOAD COMBINATION 6 : Dead + 3/4 Snow + Crane, Case l AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. ELAN. OUT. ELAN. 0.000 -16.927 -1 .092 0.000 -1 .736 -0.348 0.000 0.000 2.669 -16.838 -1.092 -2.914 -1.727 -0.348 -0.528 0.614 5.338 -16.749 -1 .092 -5.829 -1 .718 -0.348 -1 .057 1.228 8.007 -16.661 -1.092 -8.743 -1 .709 -0.348 -1 .585 1 .843 10.676 -16.572 -1 .092 -11.657 -1 .700 -0.348 -2. 113 2.457 13.346 -16.483 -1 .092 -14.572 -1.69I -0.348 -2.642 3.071 16.015 -16.394 -1 .092 -17.486 -1 .681 -0.348 -3.170 3.685 18.684 -16.306 -2.492 -22.058 -1.672 -0.793 -3.999 4.649 21 .353 -16.217 -2.492 -28.709 -1 .663 -0.793 -5.204 6.051 LOAD COMBINATION -7 Dead + 1/2 L_Wiod + Crane, Case ] AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. PLAN. OUT. FLAN. 0.000 0.840 -1.429 6000 0.086 -0.455 0.000 0.00O 2.669 0.929 -1 .429 -3.813 0.095 -0.455 -0,69l 0.804 5.338 1 .018 -1 .429 -7.627 0.104 -0.455 -1.383 1.607 8.007 1 .106 -1 .429 -11.440 0.II3 -0.455 -2.074 2.411 10.676 l. l95 -1 .429 -15.254 0. 123 -0.455 -2.765 3.215 13.346 1 .284 -1 .429 -19.067 0.132 -0.455 -3.457 4.019 l6.015 1 .373 -1 .429 -22.881 0.14] -0455 -4.148 4.822 18.684 l .461 -2.829 -28.351 0. 150 -0.901 -5.140 5.975 21 .353 1 .550 -1.229 -35.901 0.159 -0.391 -6.508 7.567 LOAD COMBINATION 8 : Dead + 3/4 Snow + Crane, Case 2 AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. PLAN. OUT. PLAN. 0.000 -19.511 -3.892 0.000 -2.001 -1 .239 0.000 0.000 2.669 -19.422 -3.892 -10.388 -1.992 -1.239 -1 .883 2.189 5.338 -19.334 -3.892 -20.775 -1 .983 -1 .239 -3.766 4.379 8.007 -19.245 -3.892 -31. 163 -1 .974 -1 .239 -5.649 6.568 10.676 -19.156 -3.892 -41.550 -l .965 -1.239 -7.532 8.757 13.346 -19068 -3.892 -51.938 -1.956 -1 .239 -9.415 10.946 16.015 -18.979 -3.892 -62.325 -1.947 -1 .239 -11.298 13. 136 18.684 -I8.890 -2.492 -71.055 -1.937 -0.793 -12.881 14.976 21 .353 -18.302 -2.493 -77.706 -1 .928 -0.793 -14.087 16.378 LOAD COMBINATION -9 : Dead + 1/2 L_Wind + Crane, Case 2 AT AXIAL SHEAR BENDING -'----------- STRESSES, KSI -------------' (E?) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. PLAN. OUT. PLAN. 0.000 -1 .744 -4.229 0.000 -0.179 -1.346 0.000 0.000 2.669 -1.655 -4.229 -11.287 -0.170 -1 .346 -2.046 2.379 5.338 -1 .567 -4.229 -22.573 -0.161 -1 .346 -4.092 4.758 8.007 -1 .478 -4.229 -33.86O -0. 152 -1 .346 -6.138 7. 136 10.676 -1.389 -4.229 -45. 146 -0.142 -1.346 -8.l84 9.515 13.346 -1 .301 -4.229 -56.433 -0. 133 -1.346 -10.230 11 .894 16.015 -l.%l% -4.229 -67.719 -0.124 -1 .346 -12.276 14.273 18.684 -1 .123 -2.829 -77,349 -0.115 -0.901 -14.022 16.302 21 .353 -1 .035 -1.229 -84.899 -0. 106 -0.391 -15.390 17.893 LOAD COMBINATION lO : Dead + 3/4 Snow + Crane, Case 3 _� � / i I i AT AXIAL HEAR BENDING ----------•------- STRESSES, KSI --------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -44.961. -1.092 0.000 --4.611. -0.348 0.000 0.000 2.669 -44.873 -1 .092 - a .915 -4.602 •-0.348 -•0.528 0.614 5.338 --44.784 -1 .092 -5.829 -4.593 -0.348 •-1. .057 1..229 8.007 -44.695 --1.092 -8.744 -4.584 -0.348 -1 .585 1 .843 10.676 --44.607 -1 .092 -11..658 -4.5 5 --0.348 -2.113 2.457 13.346 -44.518 -1 .092 -14.573 -4.566 -•0.348 -2.642 3.071. 16.01.5 -44.429 -1 .092 -17.488 -4.557 --0.348 -3.170 3386 18.684 •-13.640 -2.492 28.473 -1.399 -0.793 5.1.62 -6.001. 21 .353 -13.552 -2.492 21.321 -1.390 -0.793 3.956 -4.599 LOAD COMBINATION-11 Dead + 1/2 L,-.W:ind + Crane, Case 3 AT AXIAL SHEAR BENDING -------------- STRESSES. KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -27. 194 -1 .429 0.000 e .789 -0.455 0.000 0.000 2.669 -27. 106 -1.429 -3.814 --2.780 -0.455 -0.G91 0.804 5.338 -27.017 -1 .429 -7.627 -2.771 -0.455 -1.383 1 .608 8.007 -26.928 -1. .429 -11. .441 -2.762 --0,455 -2.074 2.411 10.676 -26.840 -1..429 -15.:355 -2.753 -0,.455 -2.765 3.215 13.346 -26051 -1.429 -19.068 -2.744 --0.455 - i.457 4.019 16.015 •-26.66 --1 .429 -22.882 -2.735 -0.455 -4. 148 4.823 18.684 4.127 -2.829 22. 179 0.423 -0.901 4.021 .-.4.675 21. .353 4.215 -1,229 14.629 0.432 -0.391 2.652 -3.083 LOAF: COMBINATION 12 a Dead + 3/4 Snow + Crane, Case 4 AT AXIAL SHEAR BENDING -------------- STRESSES. KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. ELAN. OUT. ELAN. 0.000 -47.546 -3.892 0.000 --4.876 -1039 0.000 0.000 2.669 -47.457 -3.892 -10.388 •-4.867 -1 .239 -1 .883 2.189 5.338 -47.368 -3.892 -20.775 --4.858 -1 .239 -3.766 4.379 8.007 -47.280 -3.892 -31 .163 -4.849 -1 .239 -5.649 6.568 1.0.676 --47. 191 -3.892 -41..551 -4.840 --1. .239 -7.532 8.757 13.346 -47.102 -3.892 -51.939 -4.631 -1 .239 -9.415 10.947 16.015 -47.014 -3.892 -62.326 -4.822 -1.239 -1.1..299 13.136 18.684 -16.225 -2.492 -20025 -1 .664 -0.793 -3.721 4.326 21 .353 -16.13E V 492 -27.17E --i.655 -0.793 -4.926 5.728 LOAD COMBINATION•-13 Dead + 1/2 L--Wind + Crane, Case 4 AT AXIAL SHEAR BENDING --------- -------- STRESSES, KS I ---------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. I 0.000 -29.779 -4.229 0.000 -3.054 -1.346 0.000 0.00.0 2.669 -29.690 -4.229 -11.287 -3.045 -1 .346 -2.046 2.379 5.338 -29.601 -4.229 -22.574 -3.036 -1.346 -4.092 4.758 8.007 -29.513 -4.239 -33.860 -3.027 -1.346 -6.138 7. 137 10.676 -29.424 -4.229 -45.147 -3.018 -1 .346 -8. 184 9.515 13.346 -29.335 -4.229 -56.434 -3.009 -1 .346 -10.230 11.894 16.015 -29.247 -4.229 -67.721 -3000 -1.346 -12.276 14.273 18.684 1 .542 -2.829 -26.818 0. 158 -0.901 -4.862 5.652 21 .353 1 .63l -1 .229 -34.368 0.167 -0.391 -6.230 7.244 '---------------------------------------------'-------------------------------------------- AL LOWABL2 SIBSSSSS ----'----------------------------------------------------------------------------------------- MSM8CB TYPS l AT TENSION COMPRESSION BENDING SULEB SHEAR (FT) (KSI) MIN MAX INNER SIDE OUTER SIDE (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 0.000 30.000 11.998 12.162 25.776 21.178 53.2 11.419 3.669 3O.00O 11.998 12.162 25.776 21 .178 53.2 11.419 5.338 30.000 11 .998 12. 163 25.776 21.178 53.2 11.419 8.007 30.000 11.998 12. 162 25.776 21.178 53.2 11.419 10.676 30.000 11.998 12.162 25.776 21.178 53.2 11.419 13.346 3O.000 ll .998 12.162 25.776 21 . 178 53.2 11 .419 16.015 30.000 11 .998 12.162 25.776 21 .178 53.2 11.419 18.684 30.000 11 .998 12.162 25.776 21 . 178 53.2 11 .419 20.810 30.000 11.998 12.162 25,776 21.178 53.2 11 .419 21 .353 X 30.000 11.998 12.162 25.776 21.08 53.2 11 .419 MEMBCB TYPS % AT TENSION COMPRESSION BENDING 3ULEB SHEAR (FT) (KSI) MIN MAX INNER SIDE OUTER SIDS (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) 0.000 X 30.000 21 .931 25.973 30.000 30.000 98.2 15.459 0.644 30.000 21.725 26.167 30.000 30.000 106.9 14.728 2.372 30.000 20.769 26.050 30.000 30.000 131.6 12.308 4.744 30.000 19.586 25.892 30.000 30.000 168.9 9.234 7.115 30.000 H.530 25.736 30.000 30.000 209.8 7.183 9„487 30.000 17.582 25.562 30.000 30.000 254.4 5.746 11.859 30.000 16.727 25.431 30.000 30.000 302.3 4.701 14.231 30.000 15.951 25.281 29.763 29„763 353.6 3.917 1G.603 30.000 15.244 25.134 29.271 29.371 408.2 3.314 16.975 30.000 14.597 24.988 28.703 28.703 465.9 2.840 ---------------------------------------------------------------------------------------------- C O M B I N E D S T R E S S R A T I O S ---------------------------------------------------------------------------------------------- M E M B E R U U M E E R 1 ( TYPE 1 ) AT ------------------------------ LOAD COMBINATION ------------------------------- (FT) I ? 3 4 5 6 7 8 9 10 K000 0.183 0.035 0.010 0,08E 0.004 0.401. 0.159 0.379 0.142 0. 165 2.669 0.214 0.098 0.082 0.099 0.036 0.469 0.159 0.398 0.190 0.228 5.338 0.245 0.196 0. 163 0.113 0.068 0.536 0.160 0.41E 0.238 0.292 8.007 0.275 0.293 0.245 0.126 0.100 0.604 0.160 0.434 0,285 0.35E 10.60 0.306 0.391. 0.326 0.139 0.132 0.671 0.161 0.452 0.333 0.419 13.346 0.337 0.489 0.408 0. 152 0. 1.63 0.739 0.161 0.471 0.380 0.483 16.01.5 0.368 0.587 0.489 0. 165 0.195 0.806 0.161. 0.489 0.428 0.547 18.684 0.399 0.685 0.571 0.178 0.218 0.281 0.379 0.398 0.744 0.600 20.81.0 0.423 0.763 0.63E 0.189 0.216 0.318 0.399 0.345 0.765 0.632 21 .353 X 0.429 0.783 0.652 0.1.92 0.215 0.327 0.405 0.331 0.771 0.G41 AT ---------------------------- LOAD COMBINATION ---------.--------------------- (FT) 11 12 13 14 15 16 17 18 19 20 0.000 0.008 0.143 0.014 SG9 0.009 0.162 0.054 5.338 0.010 0. 182 0. 108 8.007 0.012 0.202 0. 163 10.67E 0.013 0.222 0.217 13.346 0.014 0.241 0.271 16.015 0.016 0.261. 0.325 18.684 0.010 0.293 0.367 20.81.0 0.023 0.329 0.386 1 .353 X 0.028 0.339 0.393 M E M B E R N U M B E R 2 ( TYPE 2 ) I AT -------------------------------- LOAD COMBINATION ------------------------------- HT) 1 2 3 4 5 G 7 8 9 10 0.000 x 0.543 0.939 0.769 0.109 0.252 0.377 0.490 0.231. 0.91.7 0.9G6 0.644 0.440 0.849 0.712 0. 136 0.239 0.299 0.447 0.265 0.842 0.843 2.372 0. 162 0.605 0.559 0.209 0.204 0.088 0.332 0.336 0.640 0.512 4.744 0.1.00 0.378 0.408 0.258 0.167 0.11E 0.224 0.413 0.44E 0.218 7.11.5 V 238 0.220 0.29E 0.276 0.136 0.219 0. 147 0.431. 0.305 6.027 9.487 0.31E 0.109 0.209 0.274 0. 1.09 0.275 0.091 0.423 0.201 0.123 11 .859 0.353 0.029 0. 141. 0.260 0.066 0.300 0.050 0.398 0. 123 0.200 14.231 0065 0.031 0368 0.240 0.067 0.306 0.019 0.365 0.063 0.24E 16.603 0.359 0.072 0.044 0.21.5 0,049 0.299 0.012 0.32E 0.01E 0.272 18.975 0.339 0. 1.02 0.007 0. 185 0.033 0.281 0.029 0.281 0.029 0.282 AT ---- -------------------------- LOAD COMBINATION --.-------------•---_------------ (FT) 11 12 13 14 15 16 Q 18 19 20 0.000 x 0.050 0.395 0.477 0.644 0.040 0.31E 0.435 2.372 0.015 0.101 0.323 4.744 0.OIG 0.107 0.217 7. 115 0.027 0.212 0.142 9.487 0.033 0.271 0.087 11 .859 0.036 0.297 0.04? 14.231 0.035 0.305 0.018 16.603 0.032 0.298 0.013 18.975 0.029 0.281 0.029 M E M B E R N 11 M B E R 3 ( TYPE 2 AT - --_____------- -___----- - - LOAD COMBINATION -------------------•------------ (£'1`) 1 2 3 4 5 G 7 8 9 10 0.000 x 0.543 0.609 0.787 0.687 0.352 0.395 0.308 0.966 0.736 0.231 O.G44 0.440 0.582 0.727 0.600 0.320 0.31.6 0.291 0.843 0.687 0.265 2.372 0.162 0.51.0 0.564 0.369 0.232 0. 101. 0.245 0.512 0.553 0.356 4.744 0.100 0.428 0.405 0.163 0. 149 0.107 0. 196 0.218 0.419 0.413 7. 115 0.238 0.357 0.288 0.028 0.091. 0.212 0. 157 0.027 0.316 0.431. 9.487 0.316 0.295 0.1.99 0.074 0.050 0.271 0.1.24 0.1.23 0.235 0.423 1.1. .859 0.353 0.239 0.130 0.128 0.020 0.297 0.095 0.200 0.169 0.398 1.4.231 0.365 0.189 0.077 0.161 0.006 0.305 0.070 0.24E 0.114 0.365 16.603 0.359 0.144 0.033 0. 179 0.022 0.298 0.049 0.272 0.OG9 0.326 18.975 0.339 0.102 0.009 0. 18E 0.034 0.281 0.029 0.282 0.029 0.281 AT ------------------------------- LOAIi COMBINATION -------------------------------- (£T) 11 12 13 14 15 16 17 18 19 20 0.000 X 0. 145 0.377 0.295 0.644 0.128 0.299 0.278 2.372 0.084 0.088 0.235 1 1 1 ) 1 l a 4.744 0.044 0.116 0.189 7.1.15 0.016 0.21.9 0.15." 9.487 0.009 0.275 0.120 11.859 0.09 0.300 0.093 14.231 0.025 0.306 0.OG9 6.603 0.028 0.299 0.048 18.975 0.029 0.281 0.029 M E M B E R N U M B E R 4 ( TYPE 1. AT --•--------•--------------------- LOAD COMBINATION ----•--------•-- (FT) 1 2 3 4 5 6 7 8 1 10 0.000 0.183 0.011. 0.034 0. 116 0.027 0. 143 0.002 0.165 0.01.1 0.379 2.669 0.214 0.059 0.092 0.158 0.057 0.162 0.022 0.228 0.070 0.396 5.338 0.245 0. 107 0.151. 0.200 0.087 0.182 0.043 0.292 0. 129 0.416 8.007 0.275 0.155 0.210 0.243 0.117 0.202 0.063 0.356 0.188 0.434 10.676 0.306 0.202 0.268 0.285 0. 146 0.222 0.083 0.419 0.247 0.452 13.346 0.337 0.250 0.327 0.327 0.176 0.241 0.104 0.483 0.306 0.471 1.6.01.5 0.368 0.298 0.386 0.405 0.206 0.261 0.124 0.547 0.365 0.489 18.684 0.399 0.346 0.444 0.453 0.229 0.293 0. 153 0.600 0.415 0.398 20.810 0.423 0.384 0.491 0.491 0.233 0.329 0. 185 0.632 0.446 0.345 21 .353 k 0„429 0094 0.503 0.501 0.234 0.339 0. 193 0.641 0.454 0.331. AT ------------------------------- LOAD COMBINATION -------------------------------- (FT) 11 12 13 14 15 16 17 18 19 20 0.000 0. 172 0.401 0.188 2.669 0.189 0.469 0.241. 5.338 0.207 0.536 0.295 8.007 0.224 0.604 0.348 10.676 0.242 0.671 0.401 13.346 0„259 0.739 0.454 16.01.5 0.277 0.806 0.507 18.684 0. 166 0.281 0.145 20.81.0 0. 121 0.31.8 0.177 21 .353 X 0.109 0.327 0.185 ---------------------------------------------------------------------------------------------- M A X I M U M C O M B I N E D S T R E S S R A T I 0 5 M E M B E R T Y P E l AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING (FT) STRESS .LOAD CASE MEMBER STRESS LOAD CASE MEMBER 0.000 0.401 12 4 0.109 12 4 2.669 0.469 u 1 0.109 12 4 5.338 0.336 12 4 0.109 12 4 8.007 0.604 12 4 0.109 12 4 10.676 0.671 12 4 0. 109 12 4 13,346 0.739 12 4 0.109 12 4 16.013 0.806 A 12 4 0.109 A 12 4 18.684 0.744 -9 1 0.103 -2 1 20.810 0.765 -9 1. 0.069 8 1 21 .353 X 0.783 -•2 1 0.069 8 1 M E M B E R T Y P E 2 AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING (FT) STRESS LOAI:j CASE MEMBER STRESS LOAD CASE MEMBER 0.000 X 0.966 10 2 0.338 1 3 0.644 0.849 A -2 2 0.330 A 1 3 2.372 0.640 -•9 2 0.317 8 3 4.744 0.446 -9 2 0.327 8 3 7.1.15 0.431 10 3 0.325 8 3 9.487 0.423 .10 3 0.3.12 8 113 11.859 0.398 10 3 0.287 10 2 14.231 0.3G5 1 2 0.251 10 2 0.603 0.359 1 2 0.212 -2 2 18.975 0.339 1 3 0.214 -9 2 ---------------------------------------------------------------------------------------------- F O R C E S A T C O N N E C T I O N S ---------------------------------------------------------------------------------------------- C O N N E C T I O N 1 MINIMUM DEPTH = 1.6.7 IN MINIMUM WIDTH = 10.00 IN } 1 I I V I LOAD AXIAL SHEAR BEND:i:NG COMB. FORCE FORCE (KIP-PT) (KIPS) (KIPS) o -21 .681 •-1 .898 0.000 -2 1.3.612 4.911. 0.000 -3 4,022 4.093 0.000 -4 -13„624 0.689 0.000 -5 -0.678 1.625 0.000 G -47.546 -3.892 0.000 --7 -2 5.105 •-0.079 0.000 8 -44.961 --1 .092 0.000 -9 -22. 20 2.721 0.000 10 -19.511 -3.892 0.000 --1.1 2.930 -0.079 0.000 .12 -16.927 -1 .092 0.000 -13 5.514 2.721 0.000 C 0 N N E C T I 0 N 2 MINIMUM DEPTH = 16.7 iN MINIMUM WIDTH 10.00 IN LOAD AXIAL SHEAR PENDING CONIC. FORCE FORCE (KIP-ET , (KIPS) (KIPS) 1 -20.991 -1 .898 -39.417 14.302 0.927 101.989 --3 4.712 0.1.10 85.015 -4 -12.934 -1 .303 14.313 -15 0.013 -0. 135 28.880 G -1.6.156 -2.492 -25.720 --7 6.285 -0.671 53.469 8 -13.571 -2.492 23.277 •-9 8.870 -0.671 102.4G7 10 -18.821 -2.492 76.250 --11 3.620 -0.671 2.939 12 -161236 -2.492 -27.253 --1.3 6.204 -0371 51 .936 C 0 N N E C T I O N 3 MINIMUM DEPTH = 32.86 IN MINIMUM WIDTH = 6.00 IN LOAD AXIAL SHEAR BENDING COMB. FORCE FORCE (KIP-FT) (KIPS) (KIPS) l -1 .898 0.000 82.125 -2 0.439 -4.674 -33.729 -3 -0.378 -4.674 1.963 -4 -1.547 -2.337 59.891 -5 -0.264 -1 .823 10.740 6 -2.492 -0.040 67.351 -7 -0.915 -2.377 -8.422 8 -2.492 -2.625 67.351 -9 -0.915 -4.962 -8.422 lO -3.492 2.625 67.351 -ll -0.915 0.288 -8.422 12 -2.492 0.040 67.351 -13 -0.915 -2.297 -8.422 CONNSCTIDN 4 MINIMUM DEPTH = 16.75 IN MINIMUM WIDTH = 10.00 IN LOAD AXIAL SHEAR BENDING COMB. FORCE FORCE (KIP-FT) (KIPS) (KIPS) l -20.991 -1 .898 -39.417 -2 4.954 -0.889 -70.382 -3 -4.635 4 .707 -87.355 -4 -l7.608 -2.211 -71 .873 -5 -3.637 -0.392 -39.821 6 -16.236 -2.492 -27.253 -7 1 .531 -1.579 -34.249 8 -18.821 -2.492 -76.250 -q -1.054 -1.579 -83.246 lO -13.571 -2.492 23.277 -ll 4. 196 -1.579 16.281 l2 -16.156 -2.492 -25.720 -13 1.611 -1 .579 -32.716 CONNGCIION 5 MINIMUM DEPTH = 16.75 IN MINIMUM WIDTH = 10.00 IN i i 'LOAD AXIAL SH3AB DGNDING COMB. FORCE FORCE (KIP-FT) (KIPS) (KIPS) l -21 .681 -1.898 0.000 -2 4.264 -3.389 0.000 -3 -5.326 -4.206 0.000 -4 -0.298 -3.461 0.000 -5 -4.327 -2.152 0.000 6 -16.927 -1 .092 0.000 -7 0.840 -1 .429 0.000 8 -19.511 -3.892 0.000 -9 -1 .744 -4.229 0.000 lO -44.961 -1 .092 0.000 -ll -27. 194 -1 .429 0.000 12 -47.546 -3.892 0.000 -13 -29.779 -4.229 6000 ________________ ______ _ ____________________________________________________________________ FINAL SSCTIUNS '--------------------------------------------------------------------------------------------- GGOMET8Y INFORMATION BUILT-UP MEMBERS: MEMBER FLANGE FLANGE WED OUTER FLANGE INITIAL FINAL LENGTH TYPE WIDTH THICK. THICK. ( IF UNEQ. FLANGES) DEPTH DEPTH (FT) ( IN) ( IN) ( IN) ( IN) ( IN) ( IN) ( IN) l 10.00 0.3750 0. 1875 8.00 0.3750 16.00 l6.00 21 .353 2 6.00 0.3750 0.1875 13.03 33.08 18.975 MISCELLANEOUS INFORMATION MEMBER LAT SUP LAT SUP COMB. SHEAR UNIT QUAN- TOTAL IY98 INSIDE OUTSIDE STRESS STRESS WEIGHT TIIY WEIGHT (FT) (FT) RATIO RATIO (LB) (LB) l 20.33 20.33 0.806 0.109 710. 2 1419. 2 4.33 4.33 0.849 0.330 565. 2 1130. THE TOTAL WEIGHT OF THE FRAME IS 2549. LB C O N T R O L D A T A S E T S ---------------------------------------------------------------------------------------------- MAXIMUM NUMBER OF DESIGN CYCLES = 10 SHOW OPTIMIZATION HISTORY REQUESTED NUMBER OF SEGMENTS PER MEMBER = 8 MAXIMUM COMBINED STRESS RATIO = 1.030 MAXIMUM WEB DEPTH•-TO-THICKNESS RATIO = 243. MAXIMUM FLANGE INEQUALITY RATIO = 2.000 NO FIRST PLOT REQUESTED SAVE GENERAL INFORMATION REQUESTED SAVE IJOINT3 COORDINATES REQUESTED SAVE SUPPORTS REQUESTED SAVE MEMBERS REQUESTED SAVE BRACING REQUESTED SAVE CONNECTIONS REQUESTED SAVE LOAD CASE AND LOAD COMBINATION TITLES REQUESTED SAVE ESUPPORT] REACTIONS REQUESTED SAVE TYPES REQUESTED ------------------------------------------------------------------------------------------------- J O I N T S ---------------------------------------------------------------------------------------------- NUMBER OF JOINTS = 4 JOINT X Y NUMBER (FT) (FT) 1 1 .354 0.000 2 1.:354 19.587 3 18.896 21 .049 4 18.896 0.000 J 1 i ► 1 1 1 1 1 MM MM BBBBBBBBBBBB PPPPPPPPPPPP i�EMM MMM BBBBBBBBBBBBBB PPPPPPPPPPPPPP MMMM MMMM >~BB BPR PPP PPP MMMMM Mmmmm BBB BBB PPP PPP MMMMMM MMMMMM BBBBBBBBBBBB PPPPPPPPPPPP MMM MMMMMM MMM BBBBBBBBBBB:B PPPPPPPPPPPP MIiM MMMM MMM BBB BBB PPP !$MM MM Mr9M B14B BBB PPP MMM MMM BBBBBBBBBBBBBB PPP MMM MMM BBBBBBBBBBBB PPP A METAL BUILDING PROGRAM A A Copyright (C) 1983 - 1987 A k by Intern:ation:al Structural Engineers A Version 7.2 April, 1988 -A A A A interr•ational. Structural. Engineprs Tel; (213) 398-3106 A -A P.O. Box '241740 A A Los Angeles, CA 90024 CLIENT:GARC0 WESTEPH TITLE :McKENSIE SPECIALTY CASTINGS / 20 it, SNIT DATE e 7;18/88 11: 0: 14 DDDD A TTTT.T A D D A A T A A D I:i A A T A A D D A A T A A D D AAAAA T AAAAA D D A A T A A DDDD A A T A A .; �� 1 I 1 ---------------------------------------------------------------------------------------------- SUPPOB % S ----------------------------------------------------------------------------------------------- NUMB3B OF SUPPORTS = 4 SUPPORT AT DIRECTION STIFFNESS NUMBER JOINT (KIPS/IN OR KIP-PT/BAD) l l H0B 10000.000 2 l V3B 10000.000 3 4 HOD 10000.000 4 4 VED 10000.000 ---------------------------------------------------------------------------------------------- MSMBSB TYPSS _____________________________________________________________________________________________ NUMBSB OF MEMBER TYPES = 3 MEMBER KIND ORIENTATION LENGTH END-REL. ANALYS. DESIGN MAT. TYPE OF MEMBER QT> CODE CONST. CUNST. l BU/WD/EE/O9 IN-PLANE 19.5873 00 l l l 2 BU/W0/3E/OP IN-PLANE 17.6025 OO 3 2 l 3 BU/WD/SF/Oy IN-PLANE 21 .0491 Ol 3 3 l NUMBER OF SETS OF ANALYSIS CONSTANTS = 3 FOR BUILT-UP MEMBERS, CONSTANTS ARE: FOR WIDE FLANGE MEMBERS, CONSTANTS ABS: l - DEPTH AT START ( IN) l - MINIMUM NOMINAL DEPTH ( IN) 2 - DEPTH AT END ( IN) % - MAXIMUM NOMINAL DEPTH ( IN) 3 - FLANGE WIDTH ( IN) 3 - NOMINAL DEPTH ( IN) 4 - FLANGE THICKNESS ( IN) 4 - NOMINAL WEIGHT (LB/FT) 5 - WEB THICKNESS ( IN) 6 - OUTER FLANGE WIDTH ( IN) FOR GENERAL MEMBERS, CONSTANTS ARE: 7 - OUTER FLANGE THICK. ( IN) I -• AREA ( IN3) FOR PIPE MEMBERS, CONSTANTS ARE: 2 - MOMENT OF INERTIA ( IN4) 3 - SECTION MODULUS t 7.N3) 1. - MINIMUM NOMINAL DIAMETER ( IN) 4 - TRANSV. MOMENT OF INERTIA ( IN4) 2 - MAXIMUM NOMINAL DIAMETER ( IN) 5 - TRANSV. SECTION MODULUS ( INV :3 - CLASS (STD, XSTR, XXSTR) 4 - NOMINAL. DIAMETER ( IN) SET ----------------------------------- CONSTANTS -- :3 3 4 5 6 1 16.0000 16.0000 0.0000 0.0000 0.0000 0.0000 0.0000 2 16.0000 16.0000 0.0000 0.0000 0.0000 0.0000 0.0000 3 10.0000 10.0000 0.0000 0.0000 0.0000 0.0000 0.0000 NUMBER OF SETS OF DESIGN CONSTANTS = 3 SET FACTOR COEFF LAT SUP LAT SUP EXCL ZN EXCL ZN KL/R COEFF 40 s Cm° INSIDE OUTSIDE AT STRT AT END MAX 'Cb" (FT) (FT) (FT) (FT) 1 1 .500 0„850 7.500 7.500 0.000 0.613 200.00 1.750 3 1 .000 0.850 4.330 4.330 0.613 0.000 200.00 1 .000 3 1.000 0.850 21.000 21 .000 0.000 0.000 200.00 1 .000 NUMBER OF MATERIALS = 1 MAT„ RE° UNIT WEIGHT COEFF. EXP. °Fy4 NUMBER (KSI) (LF/FT3) Q/DEia FAR) (KSI) 1 29000. 490.80 0.0000065 50. ------------------------------------------------------------------------------------------------- M E M B E R S NUMBER OF MEMBERS = 3 MEMBER INITIAL FINAL, MEMBER NUMBER JOINT JOINT TYPE i II II I I 1 I 2 1 3 4 a -a C 0 M N E E T I O R S ---------------------------------------------------------------------------------------------- NUMBER D2 CONNECTIONS - 4 CONNECTION Iw AT ANGLE NUMBER MEMBER (FT5 (DEGREES) 1 1 0,000 HOR 2 1 I8.826 4.76 9 2 20.958, 4,26 4 9 0.000 H02 ---------------------------------------------------------------------------------------------- L 0 A D C A S E S ---------------------------------------------------------------------------------------------- NUMBER OF LOAD CASES = G LOAD CAGE I : SELF WEIGHT Ah LOADS CALCULATED BY THE PROGRAM AA ROAD CASE 2 ; Dead Load r NUMBER OF LOADS AT JOINTS = 4 JOINT DIRECTION MAGNITUDE (KIPS OR KIP-FT) YER -0.046 3 MOM 0.01,31 3 VER --0.037 3 MO14 -0.021 NUMBER OF LOADS ON MEMBERS = 1 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (FT) (FT) (FT) (DEGREES) KIPS/FT) UNIF •-0.0336 0.000 0.000 0.000 VER LOAD CASE 3 : Snow Load NUMBER OF LOADS AT JOINTS = 4 JOINT DIRECTION MAGNITUDE (KIPS OR KIP-FT) 3 VER -0.457 u MOM 0.309 VER --0.373 3 mom --0.u0G NUMBER OF LOADS ON MEMBERS = I ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (FT) (FT) (FT) (DEGREES) KIPSiFTI 2 UNIF --0.3363 0,1000 0.000 0.000 VEIL LOAD CASE 4 e L Wind Lord NUMBER OF LOADS AT JOINTS = 8 1 l 1 ! 1 1 1 1 1 i I I i JOINT DIRECTION MAGNITUDE (KIPS OR SIP-FT) 2 HOR 0.297 2 MOM -0.185 2 HOR •-0.022 2 VER 0.259 MOM --0. 1 G2 3 HOR -0.021. 3 VER 0.254 3 MOM 0. 156 NUMBER OF LOADS ON MEMBERS = 2 ON LOAD MAGNITUDE FROM TO ECCENT.R. ANGLE MEMBER TYPE ( (IFS OR (FT) (FT) (FT) (DEGREES) KIPS/FT) I UNIT -0. 2387 0.000 0.000 0.000 POU 2 UNIF 0.2088 0.000 0.000 0.000 POLE LOAD CASE 5 e R Wind Load NUMBER OF LOADS AT JOINTS = 8 JOINT DIRECTION MAGNITUDE (KIPS OR KIP-FT) 2 HOR -0. 186 2 MOM 01.1.1.6 2 HOR -0.022 2 VER 0.259 2 MOM --0.162 3 NOR -0.021 3 VER 0.254 3 MOM 0. 156 NUMBER OF LOADS ON MEMBERS = 2 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (FT) (FT) (FT) (DEGREES) KIPS/FT) I UNIT 0.1492 0.000 0.000 0.000 POU 2 UNIF 0.2088 0.000 0.000 0.000 POU LOAD CAST: G ; Seismic Load NUMBER OF LOADS AT JOINTS = 4 JOINT DIRECTION MAGNITUDE (KIPS OR KIP-FT) 2 IAOR 0.00 2 mom -0.003 HOR 0.004 3 MOM •-0.003 NUMBER OF LOADS ON MEMBERS = 1 ON LOAD MAGNITUDE FROM TO ECCENTR. ANGLE MEMBER TYPE (KIPS OR (FT) (FT) (FT) (DEGREES) KIPS/FT) 2 UNIF 0.0035 0.000 0.000 0.GG7 HOR L 0 A D C :3 M B I N A T I O N S NUMB R OF LOAD COMBINATIONS = 8 LOAD COMBINATION I a Dead + Snow PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT. LOAD CASE 100.00 1 100.00 2 100.00 3 LOAD COMBINATION -2 e Dead + L Wind PERCENT LOAD CASE PERCENT LOAD CASE PERCENT, LOAD CASE PERCENT. LOAD CASE 1.00.00 1 100.00 2 100.00 4 LOAD COMBINATION -3 ; Dead + Id Wind PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 100.00 2 100.00 5 LOAD COMBINATION -4 e Dead + L Wing + 1/2 Snow PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 i 1ok oo 2 50.00 3 100.00 4 LOAD COMBINATION -5 : Dead + 1/2 L Wind + Snow PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 1.00.00 1 100.00 2 100.00 3 50.00 4 LOAD COMBINATION -G e Dead + R Wind + 1/2 Snow PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 100.00 2 50.00 3 100.00 5 LOAD COMBINATION -7 : Dead + 1/3 R Wind + Snow PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAI.i CASE 100.00 1 100.00 2 100.00 3 50.00 LOAD COMBINATION -8 n Dead + Seismic PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE PERCENT LOAD CASE 100.00 1 100.00 2 100.00 6 RRRR EEEEE SSS U U L TTT.TT SSS R R E S S U U L T S S R R E S U U L T S RRIR EEEE SSS U U L T SSS R R E S U U L T 3 R R E S S U U L T S S R R EEHEE SSS UUlf LLLLL T SSS J 0 1 N T D I S P L A C E M E N T S A N D S U P P O R T R E A C T 1 0 N S --------------- -------------------- ---------------------------------------------------------- LOAD COMBINATION 1 : Dead + Snow DISPLACEMENTS JOINT. x Y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 0.000 -0.116 2 0.476 -0.008 --0. 11G 3 0.476 -0.008 0.116 4 0.000 0.000 -0.108 REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP-FT) 1 0.000 (HOR. AT .JOINT 1) 2 4.201 (VER, AT JOINT 1 ) 3 0.000 (HOR. AT JOINT 4) 4 4.100 (VER, AT JOINT 4) LOAD COMBINATION -2 : Dead + L Yi nd DISPLACEMENTS l �, 1 JOINT x Y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 0.000 -1. 1.22 'ti 3.360 0.008 -0.316 3 3.361 -0.002 0.130 4 0.000 0.000 -0.762 REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP-FT.) .1 -4.624 (HOR. AT JOINT 1) 2 -3063 (VER, AT JOINT 1) 3 0.000 (HOR, AT JOINT 4) 4 1.237 (VER, AT JOINT 4) LOAD COMBINATION -3 : Dead + R Wind DISPLACEMENTS JOINT ;x: X ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 0.000 1.018 2 -3.177 -0.002 0.366 3 -3.198 0.006 --0.203 4 0.000 0.000 0.725 REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP-FT) 1 3.456 (HOR. AT JOINT 1) 2 0.935 (VER, AT JOINT 1 ) 3 0.000 (HOV AT JOINT. 4) 4 -3 062 (VER. AT JOINT 4) LOAD COMBINATION -4 : Dead + L wine + 1/2 Snow DISPLACEMENTS JOINT X Y ROTATION NUMBER (IN) ( IN) (DEGREES) 1 0.000 0.000 -1 .172 2 3.567 0.004 --0.367 3 3.568 --0.006 0. 180 4 0.000 0.000 •-0.809 REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP-•FT) 1 -4.624 (HOR, AT JOINT 1) 2 -2. 152 WER, AT JOINT 1) 3 0.000 (HOR, AT JOINT 4) 4 2.900 WER, AT JOINT 4) LOAD COMBINATION -5 N Dead + 1/2 L wine + Snow DISPLACEMENTS JOINT x Y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 0.000 --0.669 3 2.126 -0.003 -0.267 3 3.126 -0.009 0.174 4 0.000 0.000 -0.482 REACTIONS SUPPORT REACTION NUMBER (KIPS OR I ) 1 1 1 1 1 ,� I I I KIP-FT) 7. -2.31 ' (HOR. AT JOINT 1) 2 1.SSO (VER, AT JOINT 1) 3 0.000 (HOR, AT JOINT 4) 4 4.332 (VER, AT JOINT 4) GOAD COMBINATION -6 Z Dead + R Wind + 1/2 Snow DISPLACEMENTS JOINT X Y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 0.000 0.967 2 --2.989 -0.005 0.315 3 -2.991 0.004 -0.152 4 0.000 0.000 0.67B REACTIONS SUPPORT. REACTION NUMBER (KIPS OR KIP-FT) 1 3.456 (HOR, AT JOINT 1) 2.647 (VER, AT JOINT 1 ) 3 0.000 (HOR, AT JOINT 4) 4 -1.898 (VER, AT JOINT 4) LOAD COMBINATION -7 a Dead + 1/2 R Wind + Snow DISPLACEMENTS JOINT X Y ROTATION NUMBER ( IN) ( IN) (DEGREES) 1 0.000 0.000 0.400 2 -1 .153 -0.008 0.074 3 -) .153 -0.004 0.007 4 0.000 0.000 0.263 REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP-FT) 1 1 .720 (HOR, AT JOINT 1 ) M 4.279 (VER, AT JOINT 1 ) 3 0.000 (HOR, AT JOINT 4) 4 1.732 (VER, AT JOINT 4) LOAD COMBINATION -8 n Dead ¢ Seismic DISPLACEMENTS JOINT X Y ROTATION NUMBER ( IN) ( IN) (DEG,REES) 1 0.000 0.000 -0.045 W 0.158 -0.001 -0.026 3 0.159 -0.002 0.030 4 0.000 0.000 -0.036 REACTIONS SUPPORT REACTION NUMBER (KIPS OR KIP-FT) 1 -0.071 (HOR, AT JOINT 1) w 0.853 (VER, AT JOINT 1 ) 3 0,000 (HOR, AT JOINT. 4) 4 0.807 (VER, AT JOINT 4) ------------------------------------------------------------------------------------------------ M E M B E R F 0 R C E. S A N D S T R E S S E S i i ---------------------------------------------------------------------------------------------- M E M B E R N U M B E R I ( FROM JOINT 1 TO JOINT LOAD COMBINATION I . Deaj + Snow AT AXIAL SHEAR BENDING ------------- - STRESSES. KS I --•--- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -4.201 0.000 0.000 -0.934 0.000 0.000 0.000 2.448 --4.163 0.000 0.000 -0.92 0.000 0.000 0.000 4.897 --4..13G 0.000 0.000 -0.9.17 0.000 0.000 0.000 7.345 -4.088 0.000 0.000 -0.908 0.000 0.000 0.000 9.794 -4.051 0.000 0.000 -0.900 0.000 0.000 0.000 12.242 -4.01.3 0.000 0.000 -0.892 0.000 0.000 0.000 14.690 -3.975 0.000 0.000 -0.883 0.000 0.000 0.000 17.139 -3.938 0.000 0.000 -0.875 0.000 0.000 0.000 19.587 -3.900 0.000 0.000 -0.8G7 0.000 0.000 0.000 LOAD COMBINATION -2 Dead + L Wired AT AXIAL SHEAR BENDING -------------- STRESSES. KSI --------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 3.863 4.624 0.000 0.859 2.242 0.000 0.000 2.448 3.901. 4.040 10.607 0.867 1.959 5.055 -5.055 4.897 3.938 3.45G 19.783 0.875 1375 9.429 •-9.429 7.345 3.97E 2.871. 27.529 0.884 ) .392 13.120 -13.1.20 9.794 4.014 2.287 33.843 0.892 1. 109 16. 130 -16. 130 12. 342 4.051 1 .702 38.727 0.900 0.625 1.8.458 -18.458 14.690 4.089 1.118 42.180 0..909 0.542 20.103 -20.103 17.1.39 4. 12E 0.534 40202 0.917 0.259 21..067 -21.067 19.587 4.164 -0.051 44.793 0.925 -0.025 21.349 -21.349 LOAD COMBINATION -3 Dead + R Wired AT AXIAL SHEAR BENDING -------------- STRESSES, KS I -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR RENDING, RENDING (KIPS) (KIDS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -0.935 -3.456 0.000 -0.208 -1.676 0.000 0.000 2.448 -0.897 -3.091. -8.01.4 --0.199 -1.499 -3.820 3.820 4.897 -0.860 -2.725 -15. 135 -0.191 -1.321 -7.213 7.213 7.345 -0.822 -2.360 -21. .360 -0. 183 -1..144 -1.0.180 10.180 9.794 -0.785 -1 .993 -26.692 -0.174 -0.967 -1.2.722 .12.722 12.242 -0.747 -1 .630 -31..129 --0.166 -0.790 -14.83E 14.83E i a. 14.690 -0.710 -1.264 -34.672 -0.158 -0.613 -16.525 16.525 17.139 -0.672 --0.899 -37.321. -0. 149 --0.436 -17.788 17.788 19.587 -0.635 -•0.534 -39.076 -0.141 .-0.259 -18.624 18.624 LOAD COMBINATION -4 : Dead + L Wind + 1/2 Snow AT AXIAL SHEAR BENDING ------------ STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. PLAN. OUT. FLAT. 0.000 2. 152 4.624 0.000 0.478 2.242 0.000 0.000 2.448 2. 189 4.040 10.607 0.487 1.959 5.055 -5.055 4.897 2.227 3.456 19.783 0.495 1 .679 9.429 --9.429 7.345 2.264 2.871. 27.529 0.503 1 .392 13.120 -13. 120 9.794 2.302 2.287 33.84,E 0.512 1. 109 16. 130 -16. 1.30 12.242 2.340 1 .702 38.727 0.520 0.825 18.457 --1.8.457 14.690 2.377 1 .118 42. 180 0.528 0.542 20..103 --20. 103 17.1.39 2.415 0334 44.202 0.537 0.259 21..067 -21 .067 19.587 2.452 --0.051 44.793 0.545 -0.025 21.349 --21.349 LOAD COMBINATION -5 Dead 1/2 L Wire! + Snow AT AXIAL SHEAR BENDING -------------- STRESSES, KSI ------•---------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING EMENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAT. 0.000 -1 .880 2.312 0.000 -0.418 .1. 121 0.000 0.000 2.448 -1.843 2.020 5.304 -0.409 0.979 2.528 -2.528 4.897 -1.805 1 .728 9.892 -0.401 0.838 4.714 -4.714 7.345 -1 .768 1.436 13.764 -0.393 0.696 6.560 -6.560 9.794 -1.730 1. 143 16.922 -0.364 0.554 8.065 -8.065 12.242 -1 .692 0.851. 19.363 -0.376 0.413 9.229 -9.229 14.690 -1.655 0.559 21.090 -0.368 0.271 10.052 -10.052 17. 1.39 -1..617 0.267 22.101 -0.359 0. 129 10.533 -10.533 19.587 -1 .580 -0.025 22.397 -•0.351 -0.012 10.674 •-10.674 LOAD COMBINATION -6 o Dead + R Wind + 1/2 Snow AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -2.647 --3.456 0.000 -0.588 -1 .676 0.000 0.000 2.448 -2.609 -3.091 -8.014 -0.580 --1. .499 --3.820 3.820 4.897 -2.571 -2.725 ..-15.135 -0.571 -1.321 -7.213 7.213 7.345 --2.534 -2.360 -21. .360 -0.563 -1 .144 --iO.180 10. 180 9.794 -2.496 -1 .995 -26.692 -0.555 -0.967 -12.722 12.722 12.242 --2.459 -1. .630 -31. 129 -0.546 -0.00 -14.836 14.836 14.690 -2.421 -1 .264 -34.672 -0.538 -•0.613 -16.525 16.525 17. 1.39 -2.384 -0.899 -37.321 -0.530 --0.436 -17.788 17.788 19.587 -2.346 -0.534 -39.076 -0.521 -0.259 -18.624 18.624 .� -J I I LOAD COMBINATION . Dead + 1/2 R kind + Snow AT AXIAL SHEAR BENDING ---------------- STRESSES, K SI --------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT.. FLAN. 0.000 -4.279 -1 .728 0.000 -0.951 •-0.838 0.000 0.000 2.448 -4.242 -1.345 -4.007 --0.943 --0.749 4 .910 1..910 4.897 -4.204 -i.363 -7.567 -0.934 •-0.661 -3.607 3.607 7.345 -4. 1.67 -1 . 180 -10.680 --0.926 --0.572 -5.090 5.090 9.794 -4.129 -0.997 -13.346 -0.918 •-0.484 •-6.361 6.3G). 12.242 -4.092 -0.813 -15.563 --0.909 -0.395 --7.41.8 7 .418 14.690 --4.054 -0.63 --17.336 -0.901 -0.307 -8.263 8.263 17. 1.39 -4.017 -0.450 -18.661 -0.893 -0.218 -8.894 8.894 19.587 -3.979 -0.267 -19.538 -0.884 -•0. 129 -9.312 9.312 LOAD COMBINATION -8 Dead + Seismic AT AXIAL SHEAR BENDING --------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. . FLAN. 0.000 -0.693 0.071 0.000 -0.154 0.034 0.000 0.000 2.448 -0.656 0.071 0.173 -0.146 0.034 0.083 -0.083 4.897 -0.618 0.071 0.346 -0.137 0.034 0.165 -0.165 7.345 -0.580 0.071 0.520 -0. 129 0.034 0.248 -0.248 9.794 -0.543 0.071 0.693 -•0.121 0.034 0.330 -0.330 12.242 -0.505 0.071 0.866 --0. 112 0.034 0.41.3 -0.413 14.690 -0.468 0.071 1.039 •-0.104 0.034 0.495 -0.49i 17. 1.39 -0.430 0.071 1..213 -0.096 0.034 0.578 -0.578 19.587 -0.393 0.071 1.386 -0.087 0.034 0.660 -0.660 M E M B F. R N U M B E R 2 ( FROM JOINT 2 TO JOINT 3 LOAD COMBINATION I : Dead + Snow AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT.) INN. FLAN. OUT. FLAN. 0.000 -0.282 3.386 -0.340 -0.063 1.642 -0.162 0.162 2.200 -0.212 2.541 6.180 -0.047 1.232 2.945 -2.945 4.401 -0.141 1 .696 10.842 -0.031 0.822 5.167 -5.167 i i i I ii.601 -0.071. 0.851 13.644 --0.016 0.413 6303 --6.503 8.801 -0.001 0.006 14.588 0„000 0.003 6.953 -6.953 11 .002 0.070 -0.838 13.673 0.016 -0.406 6.517 -6.51.7 13.202 0.140 -1383 10.899 0.031 -0.816 5. 194 -5. 194 15.402 0.211 -2.528 6.266 0.047 -1..226 2.986 -2.986 17.602 0.281 -3.373 -0.226 0.062 -1.635 -0.1.08 0. 100 LOAD COMBINATION -2 Dead + L Mind AT AXIAL SHEAR BENDING --- --------- STRESSES. KSI --------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) WIP--FT) INN. ELAN. OUT. ELAN. 0.000 0.003 -3.964 45.110 0.001 -1 .922 21 .500 --21 .500 .200 0.01.2 -33 11 36.776 0.003 -1. .75i 17.528 -17.523 E4.401 0.021 -3.259 29.217 0.005 -1 .580 13.925 -13.925 6.E01 0.030 -2.907 22.433 0.007 --1. .41.0 10.692 -10.G92 8.801 0.039 2.555 16.424 0.009 -.1 .239 7.828 -7.828 1.1.002 0.048 -2.203 11. 189 0.011. -1.068 5.333 -5.333 13.202 0.056 -1 .851 6.730 0.013 -0.897 3.207 -3.207 1.5.402 VOW --1.499 3.045 0.015 --0.727 1. .451. -1..451 17.602 0.074 -1 .146 0. 135 0.017 -0.556 0.064 -0.064 LOAD COMBINATION -3 Dead + R Wind AT AXIAL SHEAR BENDING ---•-•-•---•------ STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING; BENDING (KIPS) (KIPS) (3(IP-FT) INN. FLAN. OUT. FLAN. 0.000 -0.396 0.818 -39.060 -0.088 0.397 -18.616 18.616 2.200 -0.387 1 . 170 -36.873 -0.086 0.567 -17.574 17.574 4.401 -0.378 1.522 -33.910 -0.084 0.738 -16.1.62 16.162 6.601 --0.369 1 .875 -30.173 -0.082 0.909 -14.381 1.4.381 3.801 -0.360 2.227 -25061 -0.080 1.080 -12.230 12.230 11 .002 -0.351 2.579 -20.374 -0.078 1.250 -9.711 9.711 13.202 -0.342 2.931 -14.313 -0.076 1.421 -6.822 6.822 15.402 -0.333 3.283 -7.476 -0.074 1.592 -3.563 ,3.563 17.602 -0.324 3.635 0.135 --0.072 1.763 0.064 -O.OG4 LOAD COMBINATION -4 a Dead + L Wind + 1i2 Snow AT AXIAL SHEAR FENDING --------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -0. .120 -2.486 44.955 -0.027 -1.205 21.426 -21.426 2.200 -0.081 -2.502 39.467 -0.018 -1.213 18.810 -18.810 4.401 -0,041 -2.519 33.943 -0.009 -1 .22.1 16.178 -16.178 6.601 --0.001 -2.535 28.383 0.000 --1. 29 13.527 --13.527 8.801 0.038 -2.552 22.786 0.009 •-1 .237 10.860 -10.860 11 .002 0„078 -2.569 17. 152 0.017 -1 .245 9.175 -8.1.75 J ) I 1 1 ► 1 i 13.20" 0.118 .c c 11 .482 0.026 -1 .N 53 5.472 -5. 7 ' 15.402 0.157 -2.602 5.775 0.035 -1 .262 2.753 -2.753 17.602 0. 197 -2.618 0.032 0.044 -1 .270 0.015 -0.015 LOAD COMBINATION -5 Dead + 1.2 L Wind + Snow AT AXIAL SHEAR BENDING -------------- STRESSES, �KSI -------------- '� (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (RIPS) (KIPS) (KIP-ET., INN. FLAN. OUT. FLAN. 0.000 -•0.263 1 ,189 22.230 -0.058 0.577 10.595 •-10.595 2.200 -0. 192 0.174 24.170 --0.043 0.278 11.519 -11..519 4.401 -0.122 --0 041 20756 -0.02 7 •-0.020 11.799 --11 .799 6.601 -0.052 -0.636 23.989 -0.011. --0.31.8 11..433 -11.423 8.801 0.019 --1 .271 11.868 0.004 -0.616 10.422 -10.422 11 .002 0.089 --1 .886 18.394 0.020 -0.915 8.767 -8.767 13.202 0.160 -2.502 13.566 0.035 •-1.213 6.466 -G.466 15.402 0.230 -3,117 7.386 0.051. -1. .511 3.520 -3.520 17.602 0.300 -3.732 -0.149 0.067 -1 .809 •-0.071 0.071 LOAD COMBINATION -6 Dead + R Wing + 1/2 Snow AT AXIAL SHEAR BENDING -•--------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SWEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -0.519 2.296 -39.215 -0.1.15 1.113 -1.8.690 18.690 2.200 -0.480 2.279 -34.181. -0. 107 1. . 105 -•16.291. 16.291 4.401 -0.440 2.263 -29.184 -0.098 1.097 --13.909 13.909 6.601. -0.400 2.246 -24.224 -•0.029 1 .089 -11.545 11.545 8.801 -0.360 2.230 -19.299 -0.080 1 .081 -9.198 9.198 11 .002 -0.321 2.213 -14.412 --0.071. 1 .073 -6.869 6.869 1.3.202 -0.261 2.196 -9.561 •-0.062 1 .065 -4.557 4.557 15.402 -0.241. 2. 180 -4.746 -0.054 1 .057 -2.262 2.262 17.602 -0.202 2. 163 0.032 -0.045 1.049 0.015 -0.015 LOAD COMBINATION -7 Dead + 172 R Wind + Snow AT AXIAL SHEAR BENDING --------------- STRESSES, i(SI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -0.462 3.580 -19.855 -0.103 1.736 -9.463 9.463 2.200 -0.392 2.965 -12.65 -0.087 1.437 -6.031 6.031. 4.401 -0.321 2.350 -6.808 -0.071 1 .139 -3.245 3.245 6.601 -0.251 1 .735 -2.315 -0.056 0.841 -1.103 1. .103 8.801 •-0.181 1 .120 0.825 -0.040 0.543 0.393 -0.393 11 .002 -0. 110 0„504 2.612 -0.024 0.245 1.245 -1 .245 13.202 -0.040 -0.111 3.045 -0.009 -0.054 1.451 -1.451 15.402 0.031 -0.726 2.125 0.007 -0.352 1.013 -1 .013 17.602 0.101 -1.341 •-0. 148 0.022 -0.650 •-0.071 0.071 LOAD COMBINATION --8 De-ad + Seismic AT AXIAL SHEAR BENDING --------•------ STRESSES, K S I -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. PLAN. OUT. FLAN. 0.000 0.037 0.351 1 .358 0.008 0.170 0.647 -O.647 2.200 0.038 0.243 2.017 0.008 0. 118 0.961 -0.961 4.401 0.039 0.135 2.439 0.009 0.O66 1 .162 -1.162 6.601 0.04.1 0.027 2023 0..009 0.013 1 .250 -1.250 8.801 0.O42 -0.081 2.569 0.009 -0.039 1 .224 -1.224 1.1.002 0.043 -0.189 2.277 0.010 -0.092 1.085 -1. .085 13.202 0.044 -0.297 1.748 0.0.10 -0.144 0.833 -0.833 15.402 0.045 --0.405 0.981 0.01.0 -0.19G 0.468 --0.468 17.602 0.047 -0.51.3 -0.0' 3 0.010 -0.249 -0.011 0.011 M E M B E R N U M P E R 3 ( FROM JOINT 4 TO JOINT 3 ) LOAD COMBINATION 1 e Dead + Snow AT AXIAL SHEAR BENDING ----------------•- STRESSES. KSI --------------- (FT) FORGE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAT. OUT. FLAN. 0.000 -4.100 0.000 0.000 •-0.965 0.000 0.000 0.000 2.631 -4.O61 0.000 0.000 -0.956 0.000 0.000 0.000 5.262 -4.023 0.000 0.000 -0.947 0.000 0.000 0.000 7.893 -3.985 0.000 0.000 -0.938 0.000 0.000 0.000 10.525 -3.947 0.000 0.000 -0.929 0.000 0.000 0.000 13. 156 -3.909 0.000 0.000 -0.920 0.000 0.000 0.000 15.787 -3.871 0.000 0.000 -0.911 0.000 0.000 0.000 18.418 -3.833 0.000 0.000 -0.902 0.000 0.000 0.000 21 .049 -3.795 0.000 0.000 -0.893 0.000 0.000 0.000 LOAD COMBINATION -2 n Dead + L Wind AT AXIAL SHEAR BENDING ----------------- STRESSES, KS I -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -1.237 0.000 0.000 -0.291 0.000 0.000 0.000 2.631 --1 . 199 0.000 0.000 -0.282 0.000 0.000 0.000 5.262 -1. 161 0.000 0.000 -0.273 0.000 0.000 0.000 it I 7.093 -1. .122 0.000 0.000 -0.264 0.000 0.000 0.000 10.525 -1 .084 0.000 0.000 -0.255 0.000 0.000 0.000 13. 156 -1 .046 0.000 0.000 -0.246 0.000 0.000 0.000 15.787 -1 .008 0.000 0.000 -0.237 0.000 0.000 0.000 18.418 -0.970 0.000 0.000 -0.228 0.000 0.000 0,.000 21.049 -0.932 0.000 0.000 -0.2 19 01000 0.000 0.000 LOAD COMBINATION -3 : Dead + R Wind AT AXIAL SHEAR BENDING -- _------•----- STRESSES, KS I -----------.--- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. 'ELAN. OUT. FLAN. 0.000 3.562 0.000 0.000 0.838 0.000 0.000 0.000 2331. 3.600 0.000 0.000 0.847 0.000 0.000 0.000 5.262 3.638 0.000 0.000 0.856 0.000 0.000 0.000 7.893 3.676 0.000 0.000 0.865 0.000 0.000 0.000 10.525 3.714 0.000 0.000 0.874 0.000 0.000 0.000 13. 1.56 3.752 0.000 0.000 0.883 0.000 0.000 0.000 15.787 3.790 0.000 0.000 0.892 0.000 0.000 0.000 18.418 3.828 0.000 0.000 0.90i 0.000 0.000 0.000 21 .049 3.866 0.000 0.000 0.910 0.000 0.000 0.000 LOAD COMBINATION -4 Dead + L Wind + 1/2 Snow AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -2.900 0.000 0.000 •-0.682 0.000 0.000 0.000 2.631 -2.862 0.000 0.000 --0.673 0.000 0.000 0.000 5.262 -2.824 0.000 0.000 •-•0.664 0.000 0.000 0.000 7.893 --2.786 0.000 0.000 --0056 0.000 0.000 0.000 10.525 -2.748 10.000 0.000 -0.647 0.000 0.000 0.000 13,.156 --2.71.0 0.000 0.000 -0.638 4.000 0.000 0.000 15.787 -2.672 0.000 0.000 •-0.Eli) 0.000 0.000 0.000 18.418 --2.633 0.000 0.000 -0.620 0.000 0.000 0.000 21. .049 -2.595 0.000 0.000 -0.611 0.000 0.000 0.000 LOAD COMBINATION --5 Dead + 1/2 L Wing_! + Snow AT AXIAL SHEAR BENDING ----------------- STRESSES, KSI -------------- (FT.) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -4.332 0.000 0.000 -1 .019 0.000 0.000 0.000 2.631 -4.294 0.000 0.000 -1 .010 0.000 0.000 0.000 5.262 --4.255 0.000 0.000 -1 .001 0.000 0.000 0.000 7.893 -4.21.7 0.000 0.000 -0.992 0.000 0.000 0.000 10.525 -4.179 0.000 0.000 -0.983 0.000 0.000 0.000 13.156 --4.141 0.000 0.000 -0.974 0.000 0.000 0.000 15.787 -•4.103 0.000 0.000 -0.9G5 0.000 6000 0.000 18.41.8 -4.065 0.000 0.000 --0.956 0.000 0.000 0.000 21. .049 -4.027 0.000 0.000 •-0.947 0.000 0.000 0.000 LOAD COMBINATION -6 A Dead + R Wind + 1/2 Snow AT AXIAL SHEAR BENDING -------------- STRESSES, KSI -------------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN. FLAT. OUT. FLAN. 0.000 1.898 0.000 0.000 0.447 0.000 0.000 0.000 2 331 1 .936 0.000 0.000 0.40 0.000 0.000 0.000 5.262 1.974 0.000 0.000 0.465 0.000 0.000 0.000 7.893 2.012 0.000 0.000 0.474 0.000 0.000 0.000 10.525 2.051 0.000 0.000 0.482 0.000 0.000 0.000 13.156 2.089 0.000 0.000 0.491. 0.000 0.000 0.000 15„787 2.127 0.000 0.000 0.500 0.000 0.000 0.000 18.418 2.1.65 0.000 0.000 0.509 0.000 0.000 0.000 31.049 2.203 0.000 0.000 0.518 0.000 0.000 0.000 LOAD COMBINATION -7 e Dead + 1I2 R Mind + Snow AT AXIAL SHEAR BENDING ---•-----------• STRESSES, KS I -----•--------- (FT) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING (KIPS) (KIPS) (KIP-FT) INN,. FLAN. OUT. ELAN. 0.000 •-1.932 0.000 0.000 -0.455 0.000 0.000 0.000 2.01 -1.894 0.000 0.000 -0.446 0.000 0.000 0.000 5.262 -1.836 0.000 0.000 -•0.437 0.000 0.000 0.000 7.893 -1 .81.8 0.000 0.000 -0.428 0.000 0.000 0.000 10 325 -1 .780 0.000 0.000 -0.419 0.000 0.000 0.000 13.1.56 -1 .742 0.000 0.000 --0.410 0.000 0.000 0.000 15.787 -1 .704 0.000 0.000 -0.401 0.000 0.000 0.000 18.418 -1.666 0.000 0.000 -0.392 0.000 0.000 0.000 21 .049 --1 .628 0.000 0.000 -0.383 0.000 0.000 0.000 LOAD COMBINATION -8 Dead + Seismic AT AXIAL SHEAR BENDING ----•---------- STRESSES, KS I -----------•--- (F'T) FORCE FORCE MOMENT AXIAL SHEAR BENDING BENDING; (KIPS) (KIPS) (KIP-FT) INN. FLAN. OUT. FLAN. 0.000 -0.857 0.000 0.000 -0.202 0.000 0.000 0.000 2.631 -0.81.9 0.000 0.000 -0. 193 0.000 0.000 0.000 5.262 -0.781 0.000 0.000 -0. 184 0.000 0.000 0.000 7.893 --0.743 0.000 0.000 -0.175 0.000 0.000 0.000 10.525 -0.705 0.000 0.000 -0.166 0.000 0.000 0.000 13..156 -0.667 0.000 0.000 -0. 157 0.000 0.000 0.000 i5.787 -0.629 0.000 0.000 -0.148 0.000 0.000 0.000 1.8.418 -0.590 0.000 0.000 -0..139 0.000 0.000 0.000 21. 049 -0.552 0.000 0.000 -0. 130 0.000 0.000 0.000 i i i i 1 A L L O W A B L E S T R E: S S E S ---------------------------------------------------------------------------------------------- M E M B E R T Y P E 3 AT TENSION COMPRESSION BENDING EULER SHEAR (FT) (KSI) MIN MAX INNER SIDE OUTER SIDE (KSI) WSI) WKSI) (KSI) (KSI) (KSI) 0.000 30.000 14.364 18.27E 28.73E 28.73E 55.5 5.075 2.446 30.000 14.364 18.27E 28.73E 28.73E 55.5 5.075 4.897 30.000 14.364 18.27E 28.73E 28.73E 55.5 5.075 7.343 30.000 14.364 18.27E 28.73E 28.73E 55.5 5.075 9.794 30.000 1.4.364 18.276 28.73E 28.73E 55. 5.075 12.242 30.000 14.364 18.27E 28.73E 28.73E 55.5 5.075 14.690 30.000 14.364 18.27E 28.73E 28.73E 55.5 5.075 17. 139 30.000 14.364 18.27E 28.73E 28.73E 55.5 5.075 18.974 30.000 14.364 18.27G 28.73E 28.73E 55.5 5.07 19.587 X 30.000 14.3G4 18.27E 28.736 28.73E 55.5 5.075 M E M B E R T Y P E 2 AT TENSION COMPRESSION BENDING EULER SHEAR (FT) (KSI) MIN MAX INNER SIDE OUTER SIDE (KSI) (KSI) (KSI) (KSI) (KSI) WSI) 0.000 X 30.000 17.578 24.61E 30.000 30.000 154.5 5.075 0.613 30.000 17.578 24.616 30.000 30„000 154.5 5.075 2.200 30.000 17.578 24.616 30.000 30.000 154.5 5.075 4.401 30.000 17.578 24.616 30.000 30.000 134.5 5.075 6.601 30.000 17.578 24.616 30.000 30.000 154.5 5.075 8.801 30.000 17.578 24.61E 30.000 30.000 154.5 5.075 11 .002 30.000 17.578 24.616 30.000 30.000 154.5 S.075 13.202 30.000 17.578 24.616 30.000 30.000 154.5 5.075 1.`r•".402 30.000 17.578 24.616 30.000 30.000 154.5 5.075 17.603 30.000 17.578 24.616 30.000 30.000 154.5 5.075 M E M B E R T Y P E 3 AT TENSION COMPRESSION BENDING EULER SHEAR (FT) (KSI) MIN MAX INNER SIDE OUTER SIDE (KSI) (KSV (KSI) (KSI) (KSI) (KSI) 0.000 30.000 4.981 4.981 7.052 7.052 49.1 12.992 .631 30.000 4.981 4.981 7.052 7.052 49. 1 12.992 5.262 30.000 4.981 4.981 7.052 7.052 49. 1 12.992 7.893 30.000 4.961 4.981 7.052 7.052 49.1 12.992 10.525 30.000 4.981 4.981 . .052 7.052 49.1 12.992 13. 136 30.000 4,981 4.981 7.052 7a052 49.1 12.992 15.787 30.000 4.981 4.981 7.052 7.052 49.1 12.992 18.418 30.000 4.981 4.981 7.052 %0;2 49.1 12.992 21 .049 30.000 4.981 4.981 7.052 7.052 49.1 12.992 ---- ------------------------------------------------------------------------------------------ C O M B I N E D S T R E S S R A T I O S ------------------------ ---------------------------------------------------------------------- M E M F F R N U M B E R 1 ( TYPE 1 ) AT ------------------------------- LOAD COMBINATION ------------------------------- (FT) 1 2 3 4 5 6 7 8 9 i0 0.000 0.051 0.021 0.009 0.012 0.017 0.024 0.039 0.007 2.448 0.051 0.148 0.108 0.139 0.083 0. 123 0.089 0.009 4.897 0.050 0.258 0.196 0.248 0.140 0.212 0.132 0.01.1. 7.345 0.050 0.350 0.273 0.342 0. 187 0.289 0.171 0.013 9.794 0.049 0.426 0.340 0.421 0.226 0.355 0.204 0.015 1.2.242 0.049 0.484 0.395 0.402 0.236 0.410 0.23.1 0.017 14.690 0.048 0.525 0.438 0.525 0.277 0.453 0.253 0.018 17. 139 0.048 0.550 0.471 0.550 0.290 0.486 0.269 0.020 18.974 0.048 0.555 0.488 0.555 0.292 0.502 0.277 0.021 19.587 X 0.047 0.557 0.493 0.557 0.293 0.507 0.279 0.022 M E M B E R N U M B F R 2 ( TYPE 2 ) AT -- _ __----- ------- --------- LOAD COMBINATION ------------------------------- (FT) 1 2 3 4 5 G 7 8 9 10 0.000 X 0.009 0.538 0.469 0.537 0.267 0.472 0.241. 0.016 J J I 1 1 0.61 3 0.027 0.510 0.462 0.518 0.274 0.455 0.217 0.019 2.200 0. 101 0.438 0.443 0.471 0.290 0.412 0. 155 0.024 4.401 0.174 0.348 0.408 0.405 0.296 0.352 0.084 0.029 6.601 0.218 0.267 0.363 0.338 0.28E 0.292 0.030 0.031 8.801. 0.232 0. 196 0.309 0.272 0.261 0.233 0.012 0.031 11 .002 0.218 0. 134 0.246 0.205 0.220 0.175 0.032 0.027 13.202 0.174 0.080 0.174 0.137 0.163 0. 117 0.037 0.021 15.402 0. 101. 0.037 0.092 0.070 0.089 0.059 0.025 0.012 17.603 0.006 0.002 0.005 0.001 0.003 0.002 0.002 0.001 M E M B E R N U M B E R 3 ( TYPE 3 ) AT --------------------------------- LOAD COMBINATION ------------------------------ (FT) 2 3 4 5 G 7 8 9 10 0.000 0. 194 0.044 0.021 0. 103 0. 153 0.011 0.068 0.030 2.631 0.1.92 0.042 0.021 0. 101 0.1.52 0.011 0.067 0.029 5.262 0. 190 0.041. 0.021 0. 100 0. 151 0.012 0.066 0.028 7.893 0.188 0.040 0-022 0.099 0.1.49 0.012 0.064 0.026 10.525 0. 186 0.036 0.022 0.097 0..148 0.012 0.063 0.025 13.156 0.185 0.037 0.022 0.096 0. 147 0.012 0.062 0.024 1.5.787 0. 183 0.036 0.022 0.095 0. 145 0.013 0.060 0.022 18.418 0.181 0.034 0.023 0.093 0. 144 0.013 0.059 0.02.1. 21.04.9 0.179 0.033 0.023 0.092 0. 1.43 0.013 0.058 0.020 ---------------------------------------------------------------------------------------------- M A X I M i1 M C O M B I N E D S T R E S S R A T 1 0 S ---------------------------------------------------------------------------------------------- M E M B E R T Y P E 1 AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING (FT) STRESS LOAD CASE MEMBER STRESS LOAD CASE MEMBER 0.000 0.051 1 1 0.331 A -2 1 2.448 0.148 --2 1 0.289 •-2 1 4.897 0.258 --2 1. 0.248 -2 1 7.345 0.350 --2 1 0.206 -2 1 9.794 0.426 -2 1 0.164 -2 1 12.242 0.484 -2 1 0.122 -2 1 14.690 0.525 -2 1 0.091 --G 1 17.139 0.550 -2 1 0.064 -6 :1 18.974 0.555 A -2 1 0.043 -6 1 19.587 X 0.J,) -2 1 0.038 -G !. M E M B E R T. Y P F. 2 AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING (FT) STRESS LOAD EASE MEMBER STRESS LOAD CASE MEMBER 0.000 X 0338 2 0.323 1 2 0.613 0.518 A --4 2 0.301 1 2 2.200 0.471 -4 2 0.259 - 2 4.401 0.408 --3 2 0.234 -•2 2 6.601 0.363 -3 2 0.208 -3 2 8.801 0.309 -3 2 0.183 -2 2 11.002 0.246 -3 2 0. 185 --3 2 13.202 0. 174 1 2 0.210 -3 2 15.402 0. 101 3. 2 0.242 1 2 17.603 0.006 1 2 0022 A 1 M E M B E R T Y P E 3 AT AXIAL GOVERNING GOVERNING SHEAR GOVERNING GOVERNING (FT) STRESS LOAIi CASE MEMBER STRESS LOAD CASE MEMBER 0.000 0. 194 A 1 3 0.000 A -5 3 2.631 0. 192 1 13 0.000 -5 3 5.262 0. 190 1 3 0.000 - ; 3 7.893 0. 188 1 3 0.000 -5 3 10.525 0. 186 1 3 0.000 -5 3 13.156 0.185 1 3 0.000 -6 1.3 15.787 0. 183 1 3 0.000 --6 3 18.418 0. 181 1 3 0.000 --6 ,3 21.049 0.179 1 3 0.000 -6 3 ----------------------------------------------------------------------------------------------- F O R C E S A T C C N N E C T 1 O N S ---------------------------------------------------------------------------------------------- C: 0 N N E C T 1 0 N I MINIMUM DEPTH = 16.50 IN MINIMUM WIDTH = 5.00 IN LOAD AXIAL SHEAR BENDING COMB. FORCE FORCE (KIP-FT) (KIPS) (KIPS) 1 -4.201 0.000 0.000 --2 3.863 4.624 0.000 ••-3 -0.935 -3.456 0.000 -4 2. 152 4.624 0.000 -5 -1 .880 2.312 0.000 -6 - 2.647 --3.456 0.000 --7 -4.279 •-1.728 0.000 -8 -0.693 0.071 0.000 C 0 N N E C T I O N 2 MINIMUM DEPTH = 16.56 IN MINIMUM WIDTH = 5.00 IN LOAD AXIAL SHEAR BENDING COMB. FORCE FORCE (KIP-FT) (KIPS) (KIPS) 1 --3.898 -0.325 0.000 -2 4.129 0.463 44.622 -3 -0.590 -0391 -38.566 -4 2.423 0.321 44.622 -5 -1.590 -0.073 22.311 -6 -•2.296 -0.834 -38.566 -7 -3.950 -0.650 -19.283 -8 -0.408 0.037 1.335 C O N N E C T I O N 3 MINIMUM DEPTH = 10.54 IN MINIMUM WIDTH = 6.00 IN LOAD AXIAL SHEAR BENDING COND. FORCE FORCE (KIP-FT) (KIPS) (KIPS) 1 -3.792 -0.316 0.000 -2 -0.939 -0.078 0.000 3.843 0.320 0.000 -4 -2.597 -0.216 0.000 --5 --4.023 .-•0.333 0.000 -E5 2. 185 0. 182 0.000 •-7 -1.632 -0.136 0.000 -8 -0.561 --0.047 0.000 C O N N E C T I O N 4 MINIMUM DEPTH = 10.50 IN MINIMUM WIDTH = 6.00 IN LOAD AXIAL SHEAR BENDING COMIC. FORCE FORCE (KIP-FT) (KIPS) (KIPS) 1 -4. 100 0.000 0.000 -? -1 .237 0.000 0.000 .-3 3.562 0.000 0.000 -4 -2.900 0.000 0.000 -5 -4.332 0„000 0.000 -G 1.898 0.000 0.000 --7 --1.932 0.000 0.000 -8 -0.857 0.000 V000 ---------------------------------------------------------------------------------------------- F I N A L S E C T I O N S ---------------------------------------------------------------------------------------------- GEOMETRY INFORMATION BUILT-UP MEMBERS: MEMIiER FLANGE FLANGE WETS OUTER FLANGE INITIAL FINAL LENGTH TYPE WIDTH THICK. THICK. ( IF UNEQ. FLANGES) DEPTH DEPTH (FT) ( IN) ( IN) ( IN) ( IN) ( IN) ( IN) ( IN) 3 5.00 0.2500 0.1250 16.00 1G.00 19.587 2 5.00 0.2500 0. 1250 16.00 IG.00 17.603 3 6.00 0.2500 0.1250 10.00 10.00 31 .047 J 1 I MISCELLANEOUS INFORMATION MEMBER LAT SUP LAT. SUP COMB. SHEAR UNIT UUAN- TOTAL TYPE INSIIiE OUTSIUE STRESS STRESS WEIGHT TITY WEIGHT (FT) (FT) RATIO RATIO (LB) (LE) 1. 7.50 7.50 0.555 0.331 300. 1. 300. 4.33 4.33 0.51B 0.322 270. 1 270. 1 21 .00 21 .00 0.194 0.000 305. 1 305. THE TOTAL WEIGHT OF THE FRAME IS 875. LB I �I I I I I �` r„c t� iJ iJ 0 m +) O C V. 44 a� �� v a a 0 C -H a 1 r . m !y -PN 4-) +J {a iAJ ro Cl. N A W -r1 r-i .0 > !- (d > C C U ,a A 7 k r. ca ` � o a ° 00 � � s� p rn H0) c4 ,0 a a. !d) y a C co U) r-i 4-4 4-4 C 0 > >4 a), (0 A x x E a m 4J 4J a -H > 10 l,� a a a l\ a) V m x >. u. a) C a a) � 1- 0) M J~ > r i iJ iJ A 0 a .0 c0 a) 'U iJ iJ V 41 `1 0 -,� a) >. ri .i k -P a > a N 0 m 4) () a s4 a a) +J U 0 lJ +J +J a a A C > .0 x " iJ a A C P co U] E U a U iJ (d 0 +J c0 E -P :3 0 0 m 0 4 r-I N 0 a0i o `� c. ri 'o m -)4-) m -rl 44 �( C -P a '0 a s M a) m u a) o w a) 4-) al 0 a >. 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