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o V ° ° MODERN BUILDING CO r., .. xMETALLIC JOB NO: 5-7.3197 njx 8 a O ° 0 ° e , 0 u DESIGN --".ALI--:ULAI- IONS FOR MODEF,N BUILDINC3, C:O. DANIELSEN C:O. --:HIi:O. C:A. METALLII: JOB NO. 5--751'x? BUILDING DESCRIPTION BUILDING "All IlBll BUILDING TYPE CLEAF.' SPAN CLEAN' SPAN SPAN 8C)v EAVE HEIGHT 241-011 -24 7 C) 11 ROOF SLOPE C-) - C) e 12, BUILDING-, LENGTH 1=L:' - —i;"75—C) A f Sr'AC. IN G, 25' C) C=; 7 DES I I3N- LOADS' DEAD LGr!D WEIGHT OF METAL BUILDINIC-3- ONLY LIVE LOAD PSF F R A VIE S mac) PSF R'O 0 F e, JSSION WIND LOAD MPH, EXP. P E R U B AST SEISMIC: ZONE 3 .,� / C 2 JOB NO. 5 -73 llg7 JOB TITLE MQDERN P%LaC� . Co- QUOTE N0. DESCRIPTION �'L E51-1)a ,A, GS �onl�x2q �LD�1J C��i0Ox7�XZq-, DESIGNED BY REP CHWD BYi i2 z-az°�% 24 "15 EXP,'G WIN � IJP. ah !�eLIW1G 3 25` 5AY52Z-91 DATE 2- 0 P z SHEET NO. . 11t1r1 NOVrWo'J � N�I?J ' A00 Co �c l C� �1oti '1'lgM I ii II •1��y D z - 71 v _. 0.03 O 00) G i 1- IL M=m - -- �� sod. D °X -rw i 4 �� sod. D °X -rw i �s JOB TITLE M OMQ-M vLDC-(• C0 or-SCRIPTION JOB NO. S-73187 QUOTE NO. DESIGNED BY Rif CHK'D BY DATE SHEET NO. 1�.2EVlS�G WIND IaD�4C D>✓SIC�N I.pADa V// �C- �5I G� = 1.3 ,G�=YArz1�5, �s= 15.0 __------------ -- � - F�Ft 'PRIMA2'(.. Fr�M15__ �_ 5Y5._ _.. - -- .__ �-'� ►7 --- --.r."1 .- --- - . - __ - _ __ PAF Pu 2Lusl P` (SPAND2�L 6M�CS ;:Rom U = -� W = , 3 S =1,0 , C, = 2,'15 , 2w , W = welbb;T �y a r ARkA y_ -tTaAN�V �S� 5>rISM I G FO(ZCS j FOR MAIR FRAM15S CSoI WjQt) bLV6 A W Roof = 5.0 Pyr- aXbo) = 10, o0o"- ::� 1o, o'` W-riul'WA,L = C12.�-A 622� = (4 go 2o.& -Z5" -- - - - aIR .13'75 (lo) - I.3�5 K oR ,-Cng K t✓A. 511 .L375.�Zo.1o25� .= Z<�4kh, 5W 5 {q7 JOB NO. ' 1 JOB TITLE MOOL12N P��+DC- • Co. QUOTE NO. DESCRIPTION DESIGNED BY 2 CHK'D BY DATE 2 - -� SHEET NO. 15sIsMiG wwlo Wipe) V x ,c 3C g) = 7.9 4 KA, .5W PLMP 4NAV016 Fv2 MA14 FR06AD "Ci2�NSYER� _ 5E I16W(, FORC-r: 1:02 . MAIN FRAMSS CW WIPE) ei-P6 E5 Pcof _ =_. 5.(,�ooiC2��.= 73 Soo _. =. 7,5 1375(20: 6025) 2.84 'e�-, 5W - Vx-3Ed = 7.55 �' CA, 5W • I] • PURL I N DESIGN DEAD LOAD - I PSF PURLIN + 1 PSF PANEL TOTAL DEAD LOAD =i PSF LIVE LOAD -0 PSF 14, WIND LOAD - 00 MPH, EXP. C UBC -e8 ?5.0 BLDG. "A"& D 8 r: . 5z I5ga. G END BAYS 51 -0"O. i_ . 8x2.5zlGga. C INT BAYS 5' -0"O. i_:. SEE ATTACHED COMPUTER RUN FOR PURL I N ANALYSIS • JOB TITLE M�� D� EZN PSL. Dom. Co, ESCRIPTION 8'" I)C� �A' CS P o A I ESO) 24 E51- DCA `&' C5yo x'75 -/ 24 JOB NO. -1� Iq� `O QUOTE NO. DESIGNED BY RC -P CHK'0 BY DATE 2 - 22 -q! SHEET NO.2 0r� Aermt,so EW . l'�I �Z Le ! rJ �✓ _ Doc, -tfF' Ffl2 P-xrT'H F..DC�...� d . /.3 =-=-- - - -- -- - - 21� 5%r 'moi I ?��'3--� 2 5 �--� !'• 2 -�, t,PT T! . rl E- I .. II-'r-T-T,2��. ._.. TILT WADI. !.oCx��nN F=or, .tea►�li�S ............. _._. _.... -0941, U 04- WL II CoA CI t-) ATTACHMENT Or I CvER (,4.?1� NN��- ?E► -T• WADI. S cP.GI4 T(2 T!i.T NA r: L � F3'f 4Th c RS. Pct 2 L { ti L.C)—^ • MIDWEST METALLIC + *** PURLIN DESIGN *** ' JOB NUMBER : 73197A FULL OPTIMIZATION ) *** GEOMETRIC DATA *** BAY SPACING (FEET) o6@25.0 INSET LEFT (FEET) : .667 PURLIN EXTN LEFT (FT.): .00000 ROOF SLOPE :1.000/12 PURLIN DEPTH (INCH) : 8.00 TOP FLANGE BRACED AT 1.00 FEET PAGE � ^ INSET RIGHT (FEET) : .667 PURLIN EXTN RIGHT (FT.) : .00000 HORIZONTAL SPACING (FT.): 5.00000 *** DESIGN CRITERIA *** /' DEAD LOAD (PSF) : 2.00 ./LIVE LOAD (PSF): 20.00 WIND VELOCITY PRESSURE (q): 19.500 PSF SPECIAL WIND COEFF.: -1.10 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.035 MAX. SHEAR OR BENDING UNITY CHECK :1'035 MAX. DEFLECTION LIMIT PER SPAN : L/150. *** LOADING COMBINATION *** A. DL+LL 2. DL+WL *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF # LENGTH LEFT SECTION ____ 1 ________ .6667 ______ .0000 ------- 8Z15 2 24.3333 .0000 8Z15 3 25.0000 2.4791 8Z16 4 25.0000 1.2291 8Z16 5 25.0000 2.4791 8Z16 . 6 25.0000 1.2291 8Z16 7 24.3333 2.4791 8Z15 8 .6667 .0000 8Z15 ' LAP WIND DL + WL DL + LL RIGHT COEF (KLF) (KLF) _______ .0000 _______ -1.1000 _______ -.0977 ------- .100, 2:4791 -1.1000 -.0977 .1096 1.2291 , -1.1000 -.0977 .1096 2.4791 -1.1000 -.0977 .1096 1.2291 -1.1000 -.0977 .1096 2.4791 01.1000 -.0977 .1096 .0000 -1.1000 -.0977 .1096 .0000 -1.1000 -.0977 .1096 *** PURLIN DESIGN JOB NAME: 73197A PAGE 2 OADIN6 COMBINATION -- DL+LL SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS [ DEFL #! ! K -FT! KIP ( fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- _______________________________________________________________________________ !LS! .00! .00! .00! .00! .00!33.00!29.70! 5.51! .00! .00! .00 !LL! .00! l00! .00! .00! .00! .00! .00! .00! .00! .00! .00 1!FM! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00 0 !RL! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00 RS! -.02! -.07! .14! .13! .14!33.00!29.70! 5.51! .03! .00! .00 -------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ALLOW STRESSES ! STRESS RATIOS ! DEFL V ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB -L/- _______________________________________________________________________________ !LS! -.02! 1.05! .14! .13! 2.08!33.00!29.70! 5.51! .38! .00! .14 !LL! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00 2!FM! 5.00! .0008.1026.40! .00!33.00!29.70! 5.51! .00! .89! .00 -179 !RL!, -3.27! -1.3018.4017.26! 2.6703.0009.70! 5.51! .48! .58! .57! RS! -6.94! -1.6200.6109.00! 1.6601.2109.09! 5.15! .32! .66! .53 _______________________________________________________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES !.ALLOW STRESSES ! STRESS RATIOS � DEFL #! ! K -FT! KIP ! fb fbw fv.! Fb Fbw Fv !SHEAR BEND COMB! -L/- _______________________________________________________________________________ !LS! -6.94! 1.43!20.61!19.00! 1.4701.2109.09! 5.15! .29! .60 .51! !LL!' -3.72! 1.16!23.38!21.93! 2.4030.9028.42! 4.76! .52! .77! .86! 3!FM! 2.43! .00'15.3(�'14.35/ .00/33.00/28 42/ 4 76/ 00/ 50/ 00« -539 � � � � � ' � ^ � ^ ' ^ � ^ ' !RL! -3.84! -1.17!24.12!22.63! 2.48!32.81!28.42! 4.76! .52! .80! .91! RY -5.36! -1.3146.8345.54! 1.3802.8308.42! 4.76! .29! .55! .30 _______________________________________________________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT! KIP ! f, fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- -______________-_______________-_____________-_________-___-__________________- !LS! -5.36! 1.3546.8345.54! 1'43!32.83!28.42! 4.76! .30! .55! .39! !LL! -3.78! 1.2103.7022.29! 2.57!33.00!28.42! 4.76! '54! .78! .91! VFM! 2.95! .00!18.51!17.36! .00Q3.00!28.42! 4.70 .00! .61! .00! -351 !RL! -2.78! -1.1247.4546.37! 2.37!32.65!28.42! 4.76! .50! .58! .58! RS! -5.88! -1.39! 18.48! 17.0Q 1.47!32.68!28.42! 4.70 .31! .60! .40 ------------------------------------- ____________________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL # K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COME,! -L/- _______________________________________________________________________________ !LS! -5.88! 1'3948.4847.00 1.4702A8!28.42! 4.70 .31! .60! .46! !LL! -2.77! 1.1247.4246.34! 2.37!32.65!28.42! 4.76! .50! .57! .50! 5!FM! 2.95! .00! 18.51 ! 17.36! .0003.0028.42! 4.70 .00! .61! .00! -351 !RL! -3.79! -1.21!23.80!22'32! 2.57!33.00!28.42! 4.76! .54! .79! .91! RS! -5.36! -1.3546.8345.54! 1.43!32.83!28.42! 4.76! .30! .55! .39! _______________________________________________________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW 'STRESSES ! STRESS RATIOS ! DEFL #! K -FT! KIP ! fb fbw fv Fb Fbw Fv !SHEAR BEND COMB! -L/- _______________________________________________________________________________ !LS! -5.36! 1.3146.8345.54! 16.83! 15.54! 1.3802.83/28.42/ 4.76` ^ ^ ^ 29` 55/ 38/ !LL! -3.83! 1.17!24.09!22.60! 2.48!32.8128.42 � 4.76! 52 � 80 � 90 YFM! 2.43! .0045.3044.35! .00!33.00!28.42! 4.76! .00! .50! .00! -53S !RL! -3.73! -1.16!23.41!21.96! 2.4030.9028.42! 4.70 .52! .77! .80 RS! -6.94! -1.43!20.61!19.00! 1.47!31.21!29.09! 5.15! .29} .66! .51! � *** PUR�IN�DESI6N *** JOB NAME: 73197A ' PAGE 3 ' LOADING COMBINATION -- DL+LL 0 SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- _______________________________________________________________________________ !LS! -6'94! 1^62!20.61!19.00! 1.66!31'21!29.09! 5'15! .32! .66! ':53! !LL! -3.26! 1.3548.3947.23! 2.6703.0009.70! 5.51! .48! .58! .57! 7!FM! 5.00! .00!28.17!26.40! .00!33.00!29.70! 5.51! .00! .89! .00t -179 !RL! .00! .06! .00! .00! .00! .00! .00! .00! .00! .00! .00! RS! -.02! -1.05! .14! .13! 2.0033.0009.70! 5.51! .38! .00! .14! _______________________________________________________________________________ SP!LOPMOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! K -FT! KIP fb ` fbw fv ! Fb Fbw Fv QHEAR BEND COMB! -L/- _______________________________________________________________________________ !LS! -.02! .07! .14! .13! .14!33.00!29.70! 5.51! .03! .00! .00! / �LL! .00! .00! .00! .00! .00! .00! .00! .00� .00! .00! .00! GYM! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 0 !RL! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00/ .00 ` RS! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00� 0 *** FURL I N DESIGN 10 JOB NAME: 73197A PAGE 4 TOADINim COMBINATION -- DL+WL ---------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! -------------------------------------------------------------------------------- K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF' BEND COMB! -L/-- !LS! !LSI .00! . 00! .ilii ! .00! .00!44.00!39.60! ------------------------- 7.3`,1 .oil ! ,dill .00! !LL! .ilii! ,ilii! ,ilii! .Oi_I! .00! .00! ,ilii! ,ilii! ,ilii! .ilii! ,ilii! 1!FM! .00! .ilo! .001 �00! .00! .00! .ilii! .ilii! .00! .oil! .ilii! it !RL! .oil! .00! .oil! .00! .00! .00! ,ilii! .ilo! ,ilii! .00! .ilii! RS! ------------------------------------------------------------------------------ .02! .07! .12! .11! .1044.0009.60! 7.35! .ilk! ,ilii! .ilia! SP!LO!MOMENT! SHEAF'! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF: BEND LOMB! -L/- !LS! .02! -.94! .12! .11! 1.8044.0009.601 7.351 .25! .dill MSI !LL! .00! .00!' .00! .00! .00! .ilia! .oil! .ilia! .00! .ilia! .ilia! ._ ! FM ! -4.45! .00!25.09!23.51! .0000.8909.60! 7.35! . 00! . 81 ! .00! 201 !RL! 2.'SCI! 1.2046.3345.31! 2.38 !44.0 l1 9.601 7.35! .32! .39! .25! RS! -----------------------------=------------------------------------------------- 6.13! 1.4018.3746.94! 1.4044.0008.79! 6.861 .22! .44! .' 4! SP!LO!MOMENT! SHEAF'! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS FIATIOS ! DEFL #! ! ------------------------------------------------------------------------------- k:: -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF: BEND COMB! -L/-- !LS! 6.18! -1.28115.3746.94! 1.31!44.00!30.79! 6.86! .19! .44! .23! !LL! 3!FM! • ^-'I -2.1/! -1.0020.8019.55! l.i l4 1' 0.84 119.55! :00! 13!Sl! 1.77! .19144.ili l137 , .00!8. 9!37.e9! 6.35! 6.35! .35! .00! .52! .47! .39! .00! S05 !RL! 3.41 ! 1.0021.3900.07! 21!44.UU!37.89! 6.35! .35! .531 .40! RS! -------------------------------------------------------------------------- 4.76! 1.16!15.00 13.85! 1.23!44.00!37.e9! 6.351 .19! .371 .171 SP!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS FIATIOS ! ----- DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw, Fv !SHEAF: BEND COMB! -L/- !LS! 4.78! -1.2045.0043.85! 1.27!44.00!37.89! 35! 6. 35 . . -- I i� I . I . 37 . I . 17 . !LL! Jv.J = "7! -l.r_Ia!'21. 18! 19. S7! �. 9!44.il0!37 S9! 3/.0� 35! 6.3� 3 , .v6 --, 5i I .41_ Q FM ! -2.62! .0046.4745.45! .00! 8.79!3;.99! 6.35! .00! .57! . 00! 3Y; !RL! 2.46! 1.0045.4644.50! 2.11!44.00!37.89! 6.35! .33! .38! .26! RS! 5.25! 1 . 4 ! 16.48 ! 15.21! 1.31144.00!37.39! 6.35! . 1 1 .40! . 20!l -------------------------------------------------------------- SF'!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES ! -------------------._.. STRESS RATIOS ! DEFL- #! ! --------------------------------------------------------------------------------.. K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/-- !L5! 5.25! -1.2446.4015.21! 1.31!44.00!37.e9! 6.35! . 1 ! .40! .20! . !LL! - I-1.0045.5244.56! �.�./ 2.11!44.00!37.39! 6.,�5! 35 .36! 3 3 .38! - .�6! 5 ! FM ! -2.62! .0046.474t.45! . 00 8.79 07.89 ! 6.35! .00! .57! .00! 39 !RL! 3.36 ! 1.0021.1049.30! 2.29!44.00!37.39! 6.35 ! .36! .52! .40! RS! 4.78! 1.2045.0043.85! 1.27!44.00!37.89! 6.351 .20! .37! .17! -------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAF'! ACTUAL STRESSES V ALLOW STRESSES ! STRESS RATIOS ! DEFL. #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF: BEND COMB! -L/- ----------------------- .!LJ! 4.78! ---------------------------------------------------------.... -1.1015.0043.35! 1.23!44.00!37.89! 6.35! .19! .371 .17. !LL! 3.42 ! -1.0021.4700.14! 2.21!44.00!37.89! 6.35! .35! .531 .40 VFM! -2.17! .004 3.6142.77! 1 .77! .00!' 8.79!37.89! 6.35! .ilii! .47! .ilii Gil_ !RL! 3.31! 1.03!20.77!19.49! 2.19!44.00!37.89! 6.35! .34! .51! .35 RS! 6.13! 1.28! 18.37! 16.' 4! 1.31!44.00!33.79! 6.86! .19! .44! .23 11 �e F PURL I N DESIGN # �� JOB NAME: 71197A PAIGE 5 'LOADING COMBINATION -- DL+WL 0 SF!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! -------------------------------------------------------------------------------- K -FT ! KIP ! f b f bw f v ! Fb Fbw Fv !SHEAR BEND COMB! -L/- !LS! !LS! -6. 18 ! -1,4448.3746.94! 1.4044.00!38.791 6.%! .22! --------------- .44! .24! 1 I .LL. - I-1.20116.39!15.36! .'�1. - r l .�.3d.44.U��.3�.6��. 1 �� 1 35 1 7. 3v 3. I .3L. 3.- I •3�. - ! •ib'_ 7 ! FM ! --4.45! .00!25.09!23.51! .00!30.89!39.60! 7.35! .00! . 81 ! .00 201 QL! Am .00! .00! .00! .00! .00! .c_O .00! .00! .00' RS! ----------------------- .02! .94! .12! =---------- . 1 1 ! 1 . B0 44 . 00 09. 6U ! 7.35! • 5! .00! . 06 SP!LO!MOMF_NT! SHEAF'! AC=TUAL ---------------------------------------------- STRESSES ! ALLOW STRESSES ! STRESS FIATIOS DEFL #! ! ------------------------------------------------------------------------------- K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF: BEND COMB -L/- I LS ! .02! ! -.071 .12! ! . 1 1 ! .1044.0039.60! 7.35 1 .60 ! . 00! .00 !LL! .00! .00! .00! .00! ,iii?! .00! .Sty! .00! .00! .00! .0o 8!FM! .00! •iii;! .00! .00! .00! .00! 00! .00! .00! .00! .00 !RL! .00! .00! .00! .00! .00! .00! .00! .00! • qo ! .00! . 00! RS! .00! .00! .00! .00! .00! .00! .00! .00! .001 .00! .00! 0 • • MIDWEST METALLIC * * PURLIN DESIGN * *y JOB NUMBER e 73197B ( FULL OPTIMIZATION GEOMETRIC DATA BAY SPAT=ING (FEET) :3@25.0 INSET LEFT (FEET) .667 PURLIN EXTN LEFT (FT.): .00000 ROOF SLOPE :1.000/12 PURLIN DEPTH (INCH) a 8.00 TOP FLANGE BRACED AT 1.00 FEET #* DESIGN CRITEF:IA *#* INSET RIGHT (FEET) . .667 PURLIN EXTN FIGHT (FT.) .00000 HORIZONTAL SPACING (FT.): 5.00000 DEAD LOAD C PSF) . 2.00 LIVE LOAD C PSF ): 20.00 WIND VELOCITY -PRESSURE (q): 19. 500 PSF SPECIAL WIND COEFFI e -1.10 MAX. COMBINED SHEAF: AND BENDING UNITY CHECK :1.035 MAX. SHEAF: OR BENDING UNITY CHECK :1.035 MAX.'DEFLECTION LIMIT PER SPAN L/150. LOADING COMBINATION ## 1. DL+LL 2. DL+WL *** iRITICAL ROW SUMMARY y** PAGE SPAN ANALYSTS LAP SIZE OF LAP WIND DL + WL DL + LL # LENGTH LEFT SECTION RIGHT COEF (KLF) (KLF :) ---- 1 -------- .6667 ------ .0000 -------- SZ 15 ------- .0000 ------- -1.1000 ------- -.0977 ------- 6 .1096 24.3333 .0000 )000 SZ 15 102291 -1.1000 -.0977 .1096 3 25.0000 2.4191 SZ16 2.4791 -1.1000 -.0977 .1096 4 24.3333 3 1.2291 S Z 15 .0000 -1.1000 -.0977 .1096 5 .6667 . 0000 SZ 15 .0000 000 -1 . 1 Ut)s) -.0977 .109F, • 1-3 PURL I N DESIGN JOB NAME: 70197B PAGE ,LOADING COMBINATION -- DL+LL 0 SF!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS DEFL #! ! --------------------------------------------------------------------------------- K -FT ! KIP ! fb fbw IV ! Fb Fbw Fv !SHEAR BEND COMB -L/--- ! LS ! . 00! . 00! . 00! . 00! .00!33.00!29.70! 5.51 ! .00! .00! . 00 !LL! . 00 ! * .00! .00! .00! .00! .00! .00! .00! .00! .00! . 00 1 ! FM ! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00 C? !RL! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! . 0 RS! -.02! -.07! .14! .13! .1403.0009.70! 5.J1' .03! .00! .00 ----------------------------------------- SP!LO!MOMENT! SHEAF,'! AC=TUAL -------------------------------------- STRESSES ! ALLOW STRESSES ! STRESS RATIOS DEFL #! ! ----------------------------------------------------------------------------------- K -F -f! KIF ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB -L/-- !LS! -.02! 1.00 .14! .13! 2.11!33.00!29.70! 5.51! .38! .00! .15 !LL! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! ! FM ! 5.13! .00!28.91!27.09! .00'100.00!29.70! 5.51! .00! . Sl! .00! -17() !RL! -4.70 ! -1.4706.6204.95! 2.92!33.00!29.70!.5.51! .53! .84! .99! RS! -------------------------------------------------------------------------------- -6.61! -1.6049.6348.10! 1.64!31.01!29.09! 5.15! .32! .63! .49! SP!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL ! K -FT ! KIP ! fb fbw IV ! Fb Fbw Fv !SHEAR BEND COMB! :! L/---#! -L/-- ----------- -----------------------------------------------------------------------------' !LS! 7 ------------------------------------------------------------- -6.61 ! 1.049.6348.10! 1.4001.0109.09! 5.15! .20 .63! _____' .4S! !LL! -.:,.55! 1.10!22.30!20.92! 2.32!30.74!28.42! 4.76! .49! .74! .73] 0!FM! 1.95! .0042.2841.52! .0003.0003.42! 4.76! .00! .41{ ! .00!-1C_�1' !RL! -3.55 ! -1.10!22.33!20.95! 2.3200.7028.421 4.70 .49! . 1 4 ! .70 RS! ---------------- -6.61! -1.3749.6348.10! ------------------------------------------------ 1.4001.0109.09!-5.15! .27! . L3! .46! SP!LO!MOMENT!.SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! ---------------.. STRESS RATIOS ! DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF: BEND. B=OMB! -L/ ! LS ! -6.61! 1.6049.634e.10! 1.64!31.01!29.09! 5.15! .32! ! .60! .49! !LL! -4.7'x! 1.47 ! 26. 59 ! ._4. 9 ! 2.92!33.0Q20.70! ! '.53! i .93! 4!FM! 5.10! .0008.9027.09! .00!33.00!29.70! 5.51! .00! .91! .00! -17(_ !RL! .00! .00! .00! .00! .00! .00! .00! .00! .00! .Ori! .00! RS! -------------------------------------------------------------------------- -.02! -1.06! .14! .10' 2.1103.0009.70! 5.51! e38! .00! .15!. SP!LO!MOMENT! SHEAF:! AC=TUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS DEFL. # ! ! ------------------------------------------------------------------------- K -FT ! K* I P ! f b fbw IV ! Fb Fbw Fv !SHEAR BEND ;_ OMZR ! -L/-- 'LS' -.02! .07! .14! .10! .1033.0009.70! 5.51! .03! .00! .00! !LL! .00! .00! .00! .iiia ! .00! .00! .00! .00! .00! .00! .00! 5 ! FM ! .00) .00! .00! .00! .00! .00! .00! .iii) ! .00! .00! .00! !RL! zoo ! .00! .001 .00! .00! .00! .inti ! .00! .OO! .CSO ! .00! RS! .00! .00! .00! .00! .ilii! .00! ,Cir.-)! .00! .00! .00! .00! • *** PURLIN DESIGN *** � JOB NAME: 73197B LOADING COMBINATION -- DL+WL PAGE 3 SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- _______________________________________________________________________________ !LS! .00! .00! .00! .00! .00!44.00!39.60! 7.35! .00! .00! .00� !LL! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00� 1!FML .00! .00! .00! .00! .00! 000! .00! .00! .00! .00! .00! 0 !RL! .00! .00! .00! .00! .00/ .00! .00! .00! .001 .00! .00! RS! .02! .07! .12! .11! .13!44.00!39.60! 7.35! .02! .00! .00! _-_____________________________________________________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fby Fv }SHEAR BEND COMB! -L/- -------------------------------------------------------- ---------------------- !LS! .021 -.95! .12! .11! 1.88!44.00!39.60! 7.35! .26! .00! .07! !LL! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 2!FM! -4.57! .0025.7404.12! .00!30.89!39.60! 7.35! .00! .83! .00! 191 !RL! 4.20! 1.3023.6402.15! 2.6044.0009.60! 7.35! .35! .56! .44 RS! 5.89! 1.4307.5006.14! 1.4044.0008.79! 6.86! .21! .42! .22 _______________________________________________________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ALLOW STRESSES ! STRESS RATIOS` DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB. -L/- _______________________________________________________________________________ ~ !LS! 5.89! -1.2247.5046'14! 1.25!44.00!38.79! 6.86! .18! .42! .21! !LL! 3.16! -.9849.8848.65! 2.07!44.00!37.89! 6.35! .33! .49! .35! YFM! -1.74! .0010.9010.24! .00!28.79!37.89! 6.35!. .001 .38! .00! 1135 !RL! 3.15} .98!19.81!18.58! 2.07!44.00!37.89! 6.35! .33! .49! .35! RS! 5.89! 1.2247.5016.14! 1.2044.0008.79! 6.86! .18! .42! .20 _____________________________________________________________________________'', SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- _______________________________________________________________________________ !LS! 5.89! -1.4347.5046.14! 1.4044.0038'79! 6.86! .21! .42! .22! !LL! 4.21! -1.31!23.71!22.22! 2.60!44.00!39'60! 7.35! .35! .56! .44! 4!FM! -4.57! .00!25.7024.12! ;0000.8909.60! 7.35! .00! .83! -00! 191 !RL! .00! .00! .00! .00! .00! .00! .00! .00! .00! ,00! .00! RS! .02! .95! .12! .11! 1.88!44.00!39.60! 7.35! .26! .00! .07! _______________________________________________________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS I DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- ___________-____-________________________________________________________-_-___ !LS! .02! -.07! .12! .11! .13!44p00!39.60! 7.35! .02! .00! .00! !LL! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 5!FM! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 0 ' !RL! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00} i0V RS! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! ^ MIDWEST METALLIC *** EAVE STRUT DESIGN *** JOB NUMBER : 73197A ( FULL OPTIMIZATION ) *** GEOMETRIC DATA *** BAY SPACING (FEET) :6@25.0 BAY SPACING (FEET) t INSET LEFT (FEET) : .6667 EAVE EXTN LEFT (FT.) : .0000 ROOF SLOPE t1.000/12 EAVE STRUT DEPTH (INCH) : 8.00 TOP FLANGE BRACED AT 1.00 FEET *** DESIGN -CRITERIA ***- INSET RIGHT (FEET ) EAVE EXTN RIGHT (FT.) HORIZONTAL SPACING (FT.) PAGE 1 1- : '6667 : .0000 : 2.5000 DEAD LOAD (PSF) : 2.000 LIVE LOAD (PSF):20.000 - ` WIND VELOCITY PRESSURE (q): 19.500 PSF SPECIAL WIND COEFF.:-1.100 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.035 MAX. SHEAR OR BENDING UNITY CHECK :1.035 MAX. DEFLECTION LIMIT PER SPAN : L/150. SPAN LENGTH SECTION AREA ' -FT- _______ NAME _______ IN.SQ. - 1 .67 8ES14 ------ 1.110 2 24.33 8ES14 1.110 3 25.00 8ES14 1.110 4 25.00 8ES14 1.110 5 25.00 8ES14 1.110 6 25.00 8ES14 1.110 7 24.33 8ES14 1.110 8 .67 8ES14 1.110 0 MOMENT WIND DL WL DL + LL INERTIA COEF �+ (KLF) . (KLF) 19.48 _______ -1.1000 _______ -.0488 _______ .0548 19.48 -1.1000 -.0488 .0548 19.48 -1.1000 -.0488 .0548 11'48 -1.1006 -.6488 .0548 19.48 -1.1000 -.0488 '0548 19.48 -1.1000 -.0488 .0548 19.48 -1.1000 -'0488 .0548 19.48 -1.1000 -'0488 .0548 16 T** EAVE STRUT DESIGN *** JOB NAME: 73197A - PAGE • #*** DEAD + LIVE LOAD **** SF'!LO!MOMENT! SHEAF'! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! --------------------------------------------------------------------------------- K -FT! KIP ! fb fbw fv ! Fb Fbw :Fv !SHEAR BEND COMB! -L/-- !LS! .00! .00! .00! .00! .00! .00! .00! "00! .00! ,i)W .00 1 ! FM ! .00! .00! .00! .00! , 00 ! . .00! .00! .00! .00! .00! . 00 -121 RS! -------------------------------------------------------------------------------- --. i )1 ! .04! .04! .03! .0033.0001.22! 7.60! . 01 ! .00! . 00 SF'!LO!MOMENT! SHEAF'! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS DEFL. #! ! --------------------------------------------------------------------------------- f -FT ! k:: I F' ! f b fbw fv ! Fb Fbw Fv !SHEAR BEND COMB -L/-. !LS! -.01! .67! .04! .03! 1.13!33.00!31.2 2! 7.60! .151 .00! .0 2 ! FM ! 4.05! .00!1:..37!11.56! .00!33.00!31.22! 7.60 ! .00! .37! .00 --380 RS! -------------------------------------------------------------------------------- .00! -.67! .00! .00! 1.1033.0001.22! 7.60 ! . 15 ! .00! . 02 SF'!LO!MOMENT! SHEAF:! AC=TUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS DEFL #! ! ------------------------------------------------------------------------------- K -FT ! K I F'' ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB -L/..-. !LS! .00! .69! .00! .00! 1.1033.0001.22! ' ! 7.60! .15! .00! .02. 3 ! FM ! 4.28! .0043.0742.22! .00! , 3.0001.22! 7.60! .00! .40! .00 -35 RS! ------------------------------------------------------------------------------- .00! -.69! .00! .00! 1.16!33.00'31.x ' 7.60! .15' .00! .02! SF'!LO!MOMENT! SHEAF'! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL 4,k#! !--K-FT!--t_::IP! --fb---fb�.�----fv-�--Fb---Fbw----Fv-!SHEAF:--BEND--COMB!--L/- !LS! .00! .69! .00! .00! 1.10.:3.0001.22! 7.60! .15! .00! .02! 4!FM! 4.28! .00!13.07!12.22!- .0003.0001.22! 7.60! .00! .40! .00! -357 RS! -----------------------------------7 .00! -.69! .00! .00! 1.1033.0001.22! 7.60 .15! ,()f_)! .021 SF' ! LO ! i OMENT ! SHEAR ! -ACTUAL -----------------------------•-7--------------- STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL. #! ! ------------------------------------------------------------------------- k:: -FT! I-::: I F' ! 'fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L /-.. 5 ! FM ! 4.281 .00!13.07!12.22! . ! 0 03.00 01 . 2i ! 7.60! .00! .40! .00! -35 7 R5! --•------------------------------------------------------------------------------ .00! --.69! .00! .00! 1.1033.0001.22! 1.60! .15! .00! ,022 SF'!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES 1 STRESS RATIOS ! DEFL. it! ! ------------------------------------------------------------------------------------- K -FT! k::IP ! fib fbw fv ! Fb Fbw Fv !SHEAF: BEND COMB! -L/- ! LS ! .00! . E9! .00! .00! 1.1033.0001.22! 7.60! .15! .00! .02! E ! FM ! 4.20 .0043.0742.22! . 0U l .: 3. 00 01 . 22 ! 7.60! .00! .40! .00! __35 RS .00! -.69! .00! .00! 1.1033.0001.22! 7 EO! .15! 00! .02! SF'!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL.. #! ! -------------------------------------------------------------------------------.... K --FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/ -- !L•;! .00! ,671 .00! .00! 1.1303-0001.22! 7.E0! .15! .jai)! .02! 7 ! FM ! 4.05! .00!12.37!11.56! . 00 03.00 01 . 2 ! 7.60! .00! . 37' .001 -38EE: RS! -.01! -.60 .04! .03! 1.10 33.00 01 . 22 ! 7.60! . 15 ! .00!' .02! 1 *** EAVE STRUT DESIGN *** JOB NAME: 73197A 411**** DEAD + LIVE LOAD **** ---- ---- - ---- ---- ---- 17 PAGE 3 SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS Y DEFL #! ! K -FT! _________________________________________________________________________ KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- 'LS! -.01! -.04! .04! .03! .06!33.00!31.22! 7.60! .01! .00! .00! 8!FM! .00! .00! 100! .00! .00! .00! .00! .00! .00! .00! .00! -121 RS! .00! .00! .00! .00! .00! .00! .00! .00! .0(\! .00! .00! 0 0 *** EAVE STRUT DESIGN ^*** �<� �� JOB NAME: 73197A ' PAGE 4 411 **** DEAD + WIND LOAD **** SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb . Fbw Fv !SHEAR BEND COMB! -L/- _______________________________________________________________________________ !LS! .00! .00! .00! .00! .00! .00A .00! .00! .00! .00! .00! 1!FM! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 136 RS! .01! -.03! .03! .03! .0044.0041.6300.13! .01! .00! .00! --------------------------------------------- __________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT! KIP ! fb fbw fv Fb Fbw Fv !SHEAR BEND COMBf -L/- _______________________________________________________________________________ !LS! .01! -.59! .03! .03! 1.01!44.00!41.63!10.13! .10! .00! .01! 2!FM! -3.61! .0011.0200.30! .0005.3041.6010.13! .00! .31! .00! 436 RS! .00! .59! .00! .00! 1.01!44.00!41.63!10.13! .10! .00! .01! ' ---------------------------------------- _-------------------------------- ---- ______ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR' BEND COMB! -L/- ------ ____________-________________-___________________________________________ !LS! .00! -.61! .00! .00! 1.04!44.00!41.63!10.13! .10! .00! .01! 3!FM! -3.81! .0041.6540.88! .00!35.35!41.63!10.13! .00! .33! .00! 401 RS! .00! .61! .00! .00! 1.04!44.00!41.63!10.13! .10! .00! .01! _______________________________________________________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT! KIP ! fb fbw fv Fb Fbw Fv CSHEAR BEND COMB! -L/- ________________________-________-_______________________________________�____ !LS! .00! -.61! .00! .00! 1.0044.0041.6340.13! .10! .00! .01! 4!FM! -3.81! .0041.6540.88! .00!35.35!41.63!10.13! .00! .33! .00! 401 RS! .00! .61! .00! .00! 1.0044.0041.6340.13! .10! .00! .01! ------------------------------------------------------------- ______________________- SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES } STRESS RATIOS ! DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- _______________________________________________________________________________ !LS! .00! -.'61! .00! .00! 1.04!44.00!41.63!10.13! .10! .00! .01! 5!FM! -3.81! .00!11.65!10.88! .0005.35A1'6010.13! .00! .33! .00! 401 RS! .00! .61! .00! .00! 1.0044.0041.6010.13! .10! .00! .01! _______________________________________________________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL & ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- _______________________________________________________________________________ !LS! .00! -.61! .00! .00! 1.04!44.00!41.63!10.13! .10! .00! .01! 6!FM! -3.81! .0011.6010.88! .0005.3041.6010.13! .00! .33! .00! 401 RS! .00! .60 .00! .00! 1.04!44.00!41.63!10.13! .10! .00! .01! ---------------------------------------------------------- _______________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- _______________________________________________________________________________ !LS! .00! -.59! .00! .00! 1.01!44.00!41.63!10.13!. .10! .00! .01! VFM! -3.61! .00!11.02!10.30! .0005.3041.6010.13! .00! .31! .00! 43E RS! l01! .59! .03! .03! 1.01!44.0041.6010.10 .10 .00! .01! *** EAVE STRUT DESIGN **# JOB NAME: 73197A *** DEAD + WIND LOAD ***-X- r 9 PAGE 5 SF'!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS FIATIOS ! DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF: BEND B=OMB! -Ll-- !LS! .01! .03! .03! .03! .0044.0041.8V10.13! 10.1J! .01! .00! .00! SSM! .00! .00! .00! .00! ;00! .00! .00! .00! .00! .00! .00! 13E-. FS! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 0 • MIDWEST METALLIC= EAVE STRUT, DESIGN # JOB NUMBER : 73197B ( FULL OPTIMIZATION ? ** GEOMETRIC='DATA *R* BAY SPACING ( FEET) :3@25.0 BAY SPACING (FEET) INSET LEFT (FEET) .6667 EAVE EXTN LEFT (FT.) .0000 ROOF SLOPE :1.000/12 EAVE STRUT DEPTH (INC_H) : 8.0 TOP FLANGE BRAC=ED AT 1.00 FEET PAGE 1 wil INSET EIGHT (FEET ) . .6667 EAVE EXTN FIGHT (FT.) . .0000 HORIZONTAL SPAC=ING (FT . ). 5� i00 ##?� DESIGN CRITERIA # DEAD LOAD (PSF ) : 2.000 vzLIVE LOAD (PSF) : 0. 000 WIND VELOCITY PRESSURE (q): 19.500 PSF SPECIAL WIND C_ OEFF .: —1 . 100 MAX. COMBINED SHEAR AND BENDING UNITY CHECK : 1 e i X35 MAX. SHEAR OR BENDING UNITY CHECK 1 :1.035 MAX. DEFLEC=TION LIMIT PER SPAN : L/150. • SPAN 1 4 5 0 LENGTH SECTION AREA MOMENT WIND DL + WL DL + LL —FT— NAME IN. SQ. INERTIA C:OEF (KLF) (KLF:) ------- .67 ------- 8ES14 ------- 1.110 ------- 19.48 ----- 7-= —1.1000 — — — — — — — —.0488 ------- .0548 24.33 SES14 1.110 .19.48 —1.1000 —.0488 .0543 25.00 S'ES 14 1.110 19.48 —1.1000 —.0488 . 0548 24.33 GES 14 1.110 19.48 —1.1000 —.0488 . 0548 . 6 i SES 14 1.110 19.48 —1.1000 —.0488 . 0548 �{ EAVE STRUT DESIGN 21 JOB NAME: 731979 , PAGE y #*** DEAD + LIVE LOAD **** SP!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT ! KIP ! f b f bw f v ! Fb Fbw Fv !SHEAR BEND COMB! -L /- -----------------------------------------------=------------------------------- !LS! .00! .00! ,(:)(:)! .00! .00! .00! ,00! ,pig! .00! .00! .00! 1!FM! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! -121 RS! -.01! .04! .04! .03! .06!.^-,3.00!3 --,i ! ! .00! ! L --------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS PATIOS ! DEFL #! ! K -FT ! KIP ! f b f bw f v ! Fb Fbw Fv !SHEAR EMEND COMB! -L /- ------------------------------------------------------------------------------- !LS! -.01! .67! .04! .03! 1.13!33.00!31.22! 7.60! ,15! .pp! .02! ! FM ! 4.05! .0012.3701.56! . 00 03. 0� 01 . 2 ! 7.60! .00! . 37' .00! -38 F'S! .00! -.67! .00! .00! 1.1033.0001.22! 7.60! .15! .pig! .02! -------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS FIATIOS ! DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF: EMEND COME! -L/- ------------------------------------------------------------------------------- !LS! '.00! .69! .00! .00! 1.1033.0001.22! ' ! 7.60! .15! .00! .02! 3 ! FM ! 4.23! .i 0 13.070 .' ! .0003.0001.22! 7.60 ! .00! .40! .00! -557 RS! .00! -.69! .00! .� 0! 1.16Y33.0001.22! 7.60! .15' .pig! ,ire! ------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAF'! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS.FIATIOS ! DEFL Y !--K-FT!-- KIP -!--fb---fbw----fv-!--Fb--- Fbw ----Fv-!SHEAF'--EMEND-- COMB! --L/- Ilk LS. .00. 1.1303.0001.22! 7.60! .15! .00! ,02! 4 ! FM ! 4.05! ,00!12.37!11.56! . 00 03. 0 01 . 2 ! 7.60! .pig ! .37! .00! -386 RS! -.01! -.67! .04! .00 1.1303.0001.22! 7.SO! .15! .00! .02! -------------------------------------------------------------------------------- SP!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT ! KIP ! f b f b w f v ! Fb Fbw Fv ! SHEAR BEND COMB! -L/--- --------- L --------------------------------------------------------------------- ! L/--- ------------------------------------------------------------------------------- ! LS ! -:00 -.04! .04! .03! .0033.0001.22! 7.60i . 01 ! .00! 00! 5!FM! .00! ,pig! .00! ,00! .00! .ibis! .00! .00! ;00! .00! .00! -121 RS! .pig! .00! .00! ,pig! ,00! .00! .00! .00! ,pig! .00! .00! 0 *** EAVE+GTRUT DESIGN *** ' JOB NAME: 73197B ' PAGE 3 410**** DEAD + WIND LOAD **** ---- __---- ___---- _---- _----- SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT! KIP ! fb fby fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- _______________________________________________________________________________ !LS! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 1!FM} .00! .00! .001 .00! .00! .00! .00! .00! .00! .00! .00! 136 RS! .01! -.03! .03! .03! .0044.00!41.6010.13! .01! .00! �00! _______________________________________________________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL V ! K -FT! KIP ! fb fbw 'fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- ------------------------ w ------------------------------------------------------ !LS! .01! -.59! .03! .03! 1.01!44.0041.6340.13! .10! .00! .01! 2!FM! -3.61! .0041.0240.30! .00!35.35!41.63!10.13! .00! .31! .00! 436 RS! .00! .59! .00! .00! 1.0044.0041.6010.13! .10! 100! .01! -_____________________________--_______________-______________-________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- _______________________________________________________________________________ !LS! .00! -.61! .00! .00! 1.0044.00!41.6340.13! .10! .00! .01! .3!FM! -3.81! .0041.6540.80 .00!35.35!41.63!10.13! .00! .33! .00! 401 RS! .00! .61! .00! .00! 1.04!44.00!41.63!10.13! .10! .00! .01! -------------------- ___________________________________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS !.DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- 411__________7__________7________________________________________________________ !LS! .00! .-.59! .00! .00! 1.01!44.00!41.63!10.13! .10! .00! .01! 4!FM! -3.61! .0041.0240.30! .0035.304116340.13! .00! .31! .00! 43E-- RS! 36RS! .01! .59( .03! ;03! 1.01!44.00!41.63!10.13! .10! .00} .01! ------------------------------------------- _____________-___�______�_____ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS DEFL #! ! K -FT! KIP ! fb fbw fv | Fb Fbw Fv !SHEAR BEND COMB! -L/- --------------------------------------------------------------------------------- !LS! .01! .03! .03! .03! .0044.00!41.6340.13! .01! .00! .00! 5!FM! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 136 RS! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 0 *** GEOMETRIC DATA *** MIDWEST METALLIC ENDWALL DESIGN LEFT ENDWALL ENDWALL RAFTER JOB NUMBER : 73197A ( FULL OPTIMIZATION ) ENDWALL COLUMN SPACING: 16@5.000 ENDWALL COLUMN SPACING: ENDBAY (FEET)- :25.0000 FRONT SIDE CANOPY (FT): .0000 FRONT SIDE ROOF SLOPE : 1.00/12 PURLIN SPACING (FEET) : 5.017 *** DESIGN CRITERIA *** PURLIN EXTN. (FEET) BACK SIDE CANOPY (FT) BACK SIDE ROOF SLOPE PAGE m : .0000 : .0000 : 1.00/12 *** DESIGN RESULTS *** MEM SIZE LENGTH ___ _______ ________ DEAD LOAD (PSF) : 3.000 LIVE LOAD (PSF) : 12.000 WIND VELOCITY PRESS(q): 19.500 PSF BUILDING CONDITION (E/P,O): E SPCL. GCp @ ENDBAY/2 : -1.100 SPCL. 8Cp @ OVERHANG : -1.100 SHEAR OR BENDING LIMIT: 1.035 RAFTER DEFLECTION LIMIT : L/150. *** . LOADING COMBINATION *** 1. DL+LL 2. DL+WL ' *** LOADING *** ANALYSIS GCp PURLIN GCpX ' DL+WL DL+LL SPAN ______ LENGTH ________ ENDBAY/2 ________ COEF. _______ EXTN. COEF. (KLF) (K -F) OH 1.0035 12.5000 ______ -1.1000 .0000 _______ -1,1000 _______ -.2308 .1869 1 4.0139 12.5000 -1.1000 .0000 -1.1000' -.2308 .1869 2 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 .1869 3 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 .1869 4 5.0173 12.5000 -1.1000 1.0000 -1.1000 -.2308 .1869 5 5.0173 12.5000 -1.1000 .0060 -1.1000 -.2308 .1869 6 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 .1869 7 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 .1869 8 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 .186g 9 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 .1869 10 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 .1869 11 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 .1869 12 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 .1869 13 5.0173 12.5000 -1.1000 .0600 -1.1000 -.2308 .1869 14 5.0173 12.5000. -1.1000 .0000 -1.1000 -.2308 .1869 15 5.0173 12.5000 -1.1000' .0000 -1.1000 -.2308 .1869 16 4.0131 12.5000 -1.1060 .0000 -1.1000 -.130S .1869 OH 1.0035 12.5000 -1.1000 .0000 -1.1000 -.2308 .1869 *** DESIGN RESULTS *** MEM SIZE LENGTH ___ _______ ________ RAFTER DESIGN rc= LEFT ENDWALL # JOB NAME: 73197A PAGE jjjfOADING COMB I NAT 1 ON -- DL+LL MEM!SF'N!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES !STF:ES RATIO! DEFL # ! # ! ! K -FT! KIF' ! fb fbw fv ! Fb Fbw Fv !SHEAF: BEND ! -L/- ------------------------------------------------------------------------------ 1 ! 1 !**! -.09! .31! .40! .37! .53!55.00!31.22! 7.60! .07! ,011 ! 1 !FM! . 16 ! .00! .68! .64! .00!55.00!31.2 ! 7.60! .00! .irk ! • 999 1 !RS! -.36! -.44! 1.54! 1.44! .?5!55.00!31.22! 7. SO! .10! .05! !2 !LS! -.30 .40 1.54! 1.44! .79!55.00!31.22! 7.60! .10! 0051 !2 !RS! -.40! -.48! 1.70! 1.59! .81!55.00!31.22! 7.60! .11! .05! ! 3 !LS! -.40!' .47! 1.70! 1.59! .80!55.00!31.22! 7.60! .11! .05! ! 3 !FM! . 19 ! .00! .82! .77! .00!55.00!31.2 ! 7.60! .00! .02! 9999 ! 3 ! ' '# ! -.09! -.32! .37! .34! .5505.0001.22! 7.60 ! .07! . 01 1 ------------------------------------------------------------------------------- MEM ! SF'N ! LO ! MOMENT ! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES- ! STF:ES FIAT I O ! DEFL # ! # ! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF: BEND ! -L!- ------------------------------------------------------------------------------ 3 ! ** ! -.09! -.32! .37! .34! .5505.0001.22! 7.60 ! .07! . 01 1 3 !RS! -.39! -.47! 1.66! 1.55! .80!55.00!31.22! 7.60' . 10 ! .05! ! 4 !LS! -.39! .47! 1.66! 1.55! .80!55.00!31.22! 7.60! .11! .05! ! 4 !FM! .Vii)! . (:)(:) ! .84! .78! .0005.0001.22! 7.60 ! .00! .03! 9999 ! 4 !RS! -.39! -147! 1.67! 1.50 .S055.0001.22! 7.SO! .111 .05' ! 5 !LS! -.39! .47! 1.67! 1.56P .3005.0001.22! 7.60! .11! .05! •' 5 !FM! .20! .00! .83! .78! .0055.0001.2 ' 7.60! .00! . 0'2' D999 ! 5 !RS! -.39! -.47! 1.67! 1.56! .8005.0001.22! 7.60! .111 .051 ! 6 !LS! -.39! .47! 1.67! 1.56! .8005.0001.22! 7.60! .111 .051 ! 6 !FM! . 0! .00! .84! .78! .00!55.00!31.2 ! 7.60! .00! . 0' ! D999 ! 6 !RS! -.39! -.47! 1.S7! 1.56 ! .005.0031.22! 7.60 ! . 1 1 ! .05! ! 7 !LS! -.39! .47! 1.67! 1.56 ! .8005.0001.22! 7.60 ! . 1 1 ! .05! ! 7 !FM! .20! ..00! .83! .78! .00!55.00!31.22! -' 3999 ! 7 !F:S'. -.39! -.47! 1.67! 1.56! .8005.0001.22! 7.60! . 11 ! .05! ! 8 !LS! -.39! .47! 1.67 ! 1.56! .80!55.00!31.22! 7.60 ! .1h .05! 0 ! 8 YM! .10! .00! .83! .78! .0005.0001.22! 7.60 ! .00! .0 ! 9999 ! 8 !**! -.39! -.47! 1.67! 1.56! .8005.0001.22! 7.60! .11! .05! MEM!SPN!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES !STF:ES RATIO! DEFL # ' # ' ' K -FT ! K I F' ! fb fbw fv ! Fb Fbw Fv !'SHEAF: BEND ! -Li - ------------------------------------------------------------------------=---- 3 ! 9 !x*! .39! .47! 1.67! 1.50 .80!55.00!31.22! 7.60! .11! .05! ! 9 !FM! .20! .00! .83! .78! .0005.0001.22! 7.60! .ids)! .ire! 9999 ! 9 !RS! -.39! -.47! 1.67! 1.56! .80!55.00!31.22! 7.EO! .11! .05! ;10 !LS! -.39! .47! 1.67! 1.56! .8005.0001.22! 7.60 ! . 1 1 ! .05! ' 10 !FM! . C) 1 . 00! .83! .78! .0055.0001.22! 7.60 ! .00! .02! 9999 110 !RS! -.39! -.47! 1.67! 1.56! .80!55.00!31.22! ' 1 5' 1 . '�"� 7.60 . 1 1 . c ) ! 1 1 !LS! -.39! .47! 1.67 ! 1.56! .8005.0001.22! 7.60 ! . 1 1 ! .05! 1 1 1 !FM! . 20! .00! . 84' .78! . 00 55.00 01 . 2 ! 7.60! .00! .02! 9' 99 Ill YRS! -.39! -.47! 1.67! 1.50 .8005.0001.22! 7.60! .111 .05! ! 1'.:_' !LS! -.39! .47! 1.67! 1.56! .8005.0001.22! 7.601 . 11 ! .05! !12 !FM! .'20! -e00! .83! .78! .00!55.00!31.22! 7.60! .00! .S_)'._! 0199, 1 1 2 !RS! -. 39 ! -.47! 1.67! 1.56 ! .8005.0001.221 7.60 ! 1 1 1 .051 113 !LS! -.39! .47! 1.67! 1.56! .BO!55.00!31. ! 7.60! .11! .051 113 !FM! . (:) ! .00! .84! .78! . 00 05.00 01 . 2 ! 7.60! .00! .i )3! 9999 113 !RS! -.39! -.47! 1.66! 1.55! .8005.0001.22! 7.60 ! . 1 1 ! .05! 114 !LS! -.39! .47! 1.66! 1.55! .80!55.00!31.22! 7.60! .10! .05! 114 -.09! ..:ice! .3/! .34! .5505.000 1.22! ! .07! .01! ------------------------------------------------------------------------------ MEM!SF'N!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES !STF:ES FIATIO! DEFL IT v - a I: r•. i t T o T OW T 1-0 r Ow F v ! bHE(Ak: BEND ! LJ- -L/- 4 !14 -.09! 32I 37I 3 .55 155.00!31.22! !14 !FM! . 1':) ! .00! .8 ! .77! . 00 05.00 01 . 2 1 7.60! .00! .021 9999 114 AS! _.40! _.4T1 1..70! 1;59! .80!55.00!31.221 7.60! .111 .051 !15 !LS! -.40! .48! 1.70! 1.59! .81!55.00!31.221 7.601 .11! .05! !15 !15 !FM! !RS! .21! -.36! .UI)I -..46! .88! 1.54! .vy! 1.44! .I)I)05.0001.221. .79!55.00!31.22! 7.60! 7.60! .001 O! .031 .05! 9999- !16 !LS! -.36! .44! 1.54! 1.44! .75!55.00!31.22! 7.60! .10! .05! !16 !Flvl! .16! .00! .68! .64! .00!55.00!31.22! 7.601 .etc)! .02! 9999 !16 !# ! _.09! -.31! .40! .37! .53!55.00!31.2! 7.60! .07! .011 • • #= RAFTER DESIGN 26 LEFT ENDWALL� JOB NAME: 73197A 41OLOAD I Nim COMBINATION -- DL+WL PAGE 3 ------------------------------------------------------------------------------ MEM!SF'N!LO!MOMENT! SHEAF'! ACTUAL STRESSES ! ALLOW STRESSES !STRES RATIO! DEFL- # ------------------------------------------------------------------------------- ! # ! ! i:.. -FT! [:..IF' ! fb fbw fv ! Fb Fbw Fv !SHEAF' BEND ! -L/- 1 ! 1 !-r*Q .12! -.38! .49! .46! .65!73.3Y41.63!10.13! .06! I .01. ! 1 !FM! -.20! .00! .04! .79! .0002.35!41.6300.13! .00! .tri! '1999 ! 1 !RS! .45! .55! 1.90 ! 1.78! .93!73.33!41.S3!10.13! .09! e04! !2 !LS! .45! •57! 1.90! 1.78! .97!73.33!41.G3!10.13! .10! .04' !2 !FM! -. 26 ! .00! 1.09 ! 1.02! .00!32.35!41.63!10.13! .00! •tri ! 5999 ! 2 !RS! .49! •59! 2.10! 1•90 1.00!73.33!41.63!10.13! .10! .05' ' 3 !LS! .49! .58! 2.10! 1.90 .99!73.33!41.G3!10.13! 0! .051 ! 3 !I -M! -.24! .00! 1.02! .95! .00!32.35!41.63!10.13! .00! .tri! 9999 ------------------------------------------------------------------------------ ! 3 !**! .11! .40! .46! .43! .68!73.33!41.63!10.13! .07! .01' MEM ! SF'N ! LO ! MOMENT ! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES !STRES RATIO! DEF L # ------------------------------------------------------------------------------ ! # ! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF' BEND ! -L/- 2 ! 3 !*#! v11! .40! .46! -•43! •68!73.33!41.63!10.13! .07! .01' ! 3 !RS! .48! •58! 2.05! 1.91! .98!73.33!41.63!10.13! .10! .U5! ! 4 !LS! .48! .58! 2.05! 1.91! .99f73.33!41.63!10.13! .10! .05! ' 4 !FM! -.24! .00! ,3 I 1 . t 3 . I . '�7 . .00!32.35!41.63!10.13! I • t>� r . 3 1 . t r3 . 9999 ! 4 !RS! .43! •50! 2.06! 1.93! .99!73.33!41.G3!10.13! • 101 .05' ! 5 !Lo! .48! -.53! 2.06! 1.93! .99!73.33!41.63!10.13! .10! .05! • ! 5 !.FM! -.24! .00! 1.03! .96! .Ji. �.., 41 .63 1�r. 1,..; .00!3•: 351 I 3! : irir 1 I , �r3 9999 ! 5 !RS! .48! .58! 2.06! 1.92! .99!73.33!41.63!10.13! .10! .05! ! 6 !LS! .48! -.58! 2.00 1.92! .99!73.33!41.63!10.13! .101 .05! ! 6 !FM ! -.24! .00! 1103! .96! .00!3L.35!41.63!10.13! .00! .03! 909-D ! 6 !RS! .48! •581 2.06! 1.93! 499!73.33!41.63!10.13! .10! .05! ! ,' !LS! .48! •58! 2•06! 1.93! .99!73.33!41.63!10.13! .10! .05' ! 7 !FM! -. 4! .00! 1.03 ! .90 .00!32.35!41.63!10.13! .00! .tri' 9999 ! i !F'S! .48! .59! 2.06! 1.93! .99!73.33!41.63!10.13! .10' .051 ! 8 !LS! .48! 7.58! 2.06! 1.93! .99!73.33!41.G3!10.13! .10! .05! ! 8 !FM! -.24! .00! 1.03! .961 .00Q2.35!41.63!10.13! . _ _,.03! 1, 9 9 ------------------------------------------------------------------------------ ! 8 !*Q .48! .58! .06! 1.93! .99!73.33!41.63!10.13! .10' .051 MEM!SF'N!LO!MOMENT! SHEAF'! ACTUAL STRESSES ! ALLOW STRESSES !STRES RATIO! EEFL # ! # ! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF: BEND ! -L/-- 3 v I**1 -.48I -.58! -•06 1.93! .9903.33!41.6340.13! .10! e05 1 ! '-D !FM! -.24! .00! 1.03 ! .96! .00!32.35!41.63!10.13! .00! .tri ! S999 ! 9 !Rs! .48! .58! 2.06! 1.93! .9903.3041.6340.13! 0.13! . 10! .05! I0 !LS! .48! - 58! 2.06! .J3 .99!73.33!41.63!10.13! .10I 051 Q0 YM! ! -. 24' .06! 1.03 ! .961 .0002.35 l41.63'10.13' .00! .03! _999 !10 QS! .48! .5S! 2.06! 1.93! .99!73.33!41.63!10.13! . 10 ! .05! 41 !LS! •48! .58! 2.06! 1.93! .99!73.33!41.63!10.13! .10! .05! ! 1 1 !FM! -.24! .00! 1.03! .96! ,Irtr02.35 l41.63'10.13' • 00' .03! a39 41 !F'S! .48! .50 2.00 1.92! .9903.3041.6010.13! .10! .try! 42 !LS! .48! -.50! 1.00 1.92! .99!73..:3!41.63! 10. 13! .10! .05! !12 !FM! -.24! .trtr! 1.03! .96! .0002.35V1.6010.13! .00! ,03! aD99 !12 QS! .48! .55! .06! 1.93! .9903.3041.6010.13! .10! .05! !13 !LS! .48! -.58! 2.06! 1.93! .9903.3041.6010.13! . 10 ! .try ! !13 !1-M! -.24! .00! 1.03! .97! .0002.3041.6010.13! .00! .tri! 'jD99 !13 !RS! .48! .50 2.05! 1.91! .9903.3041.6010.13! .10! .05! !14- !LS! .48! -.58! 2.05! 1.91! .9V 3.33!41.63!10.13! .10! .05! 44 !**! .11! •40! .46! .43! x68!73.33!41.63!10.13! .07! .01! -----•---------------7------------------------------------------------------- MCM I CE -KI I I fl 1 Mf'1MChiT I CL =Ar-, 1 !1i •TI 1/11 CTbCCCCC I Al I (-11.1 CT6CCCmm I MTMMM MAW Y M I ----- M -f 1 CT) m �T .'1 ITt iT iT iT iT -. _. C \1 •T U7 ri r1 ri r1 ri T -i ri ri ri rl ri ri � ri +'-1 ri ri m -i U) W lJ U7 U7 0 U) W LL) � � '•Y Tt' '•i" � 7 7 'i' co C') C') P) C') (1) M 07 C') C'7 i ••a C') C'7 �:••a C'7 C'l C'd C'7 CO 0 IT 0 0 P-• f.') C, U7 C'7 U7 U7 U7:' a co O] in U) IT IT IT a r- IN P- 7 COCO C. Cn C. P` U7 C, CO d' U7 U7 v U7 U7 C') Ti IT IT Li) U7 U"l i'l 4: zLf) tOZCOCOz L L J LL CL J LL u FA • I-1 L-A MIDWEST METALLIC F ENDWALL DESIGN h EIGHT ENDWALL ENDWALL RAFTER JOB NUMBER : 73197A ( FULL OPTIMIZATION ) #* GEOMETRIC DATA *** ENDWALL COLUMN SPACING: NG: 16@5. � �00 ENDWALL COLUMN SPACING: ENDBAY ( FEET) :25.0000 r0 FRONT SIDE CANOPY (FT): .0000 FRONT SIDE ROOF SLOPE : 1.00/1 PURLIN SPACING (FEET) : 5.017 ** DESIGN CRITEF'IA **x - PURLIN EXTN. (FEET) BACK SIDE CANOPY XT) ) BACK SIDE ROOF SLOPE PAGE 1 2df 0000 0 .(000 1.00/1: DEAD LOAD (PSF) . 3.000 LIVE LOAD ( PSF) . 12.000 WIND VELOCITY PRESS(q): 19.500 PSF BUILDING CONDITION (E,P,O): E SPi_L. G p C ENDBAY/2 . -1.100 SPC:L. GC:p @ OVERHANG . -1.10C) SHEAF: OR BENDING LIMIT: 1.035 RAFTER DEFLECTION LIMIT : L/150. *** LOADING COMBINATION ** 1. DL+LL 2. DL+WL *** LOADING * r* *** DESIGN RESULTS #** MEM SIZE LENGTH ANALYSIS GCp PURLIN GC:p X DL+WL DL+:LL SPAN ------ LENGTH -------- ENDBAY/2 -------- COEF. ------- EXTN. ------ COEF. ------- (KLF) ------- (KLF) OH 1.0035 12.5t )00 -1.1000 .0000 X000 -1.1000 -.2308 - ---- .1869 1 4.0139 12.5000 -1.1000. .0000 -1.1000 -.2308 . IB69 2 5.0173 12.5000 -1.1000 " .0000 -1.1000 -.2308 . 1SE7 3 5.0173 12.5000 -1.1000 .0000' 000' -1.1000 -.2308 .1969 4 5.0173 12.5000 -1.1000 1.0000 -1.1000 -.2308 .1369 5 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 . 1s6'D 6 5.0173 12.5000 -1.ii)00 .0000 )000 -1.ir i00 -.230S .136' 7 5.0173 12.5000 X00 -1.i000 .0000 -1.1000 -.:308 .1369 8 5.0173 12.5000 -1.i000 .0000 X000 -1.1t )00 -.236S .1369 9 5.0173 12.5000 -1.1000 .00 00 -1.1000 -.2308 .1369 10 5.0173 12.5000 -1.1000 .0000 -1.lc- 00 -.2308. .1369 11 5.0173 12.5000 -A.1000 .0000 -1.1000 -.2308 .1369 12 5.0173 12.5000 -1.1000 .0000 )000 -1.1000 -.2308 .1369 13 5.0173 1.5000 -1.1000 .0000 -1.1000 -.2308 .136,--j 5.0173 1.5000 -1.1000 0 .00 0 -1.1000 .1369 oil14 15 5.0173 12.5000 -1.1000 0 .0000-1. 1000 _.23i�8 2308 . 1369 16 4w0139 12.5000 -1.1000 .0000 )000 -1. 1000 -.2308 . 1869 OH 1.0035 1 .5000 -1.1000 .0000 7000 -1.l000 -.230S .1069 *** DESIGN RESULTS #** MEM SIZE LENGTH l 8X3.51-:14 13.2812 2 8X3.5C14 25.8540 3 8X3.5C14 25.8540 4 8X3.5C14 13.2812 + �l �� 0 0 RAFTER DESIGN 3 0 RIGHT ENDWALL JOB NAME: 7 319 7A PAGE IIIOA D I NG COMBINATION -- DL+LL ------------------------------------------------------------------------------ MEM ! SPN ! LO ! MOMENT ! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STF:ES RATIO! DEFL # ! # ----- ---------------------- ! ! K -FT ! K I F' ! f b --------------------------------------------------- f bw f v ! Fb Fbw Fv !SHEAR LEND ! -L/- 1 ! 1 ! 5E ! -.09! . 31 ! .40! .vI .53!55.00!31.22! L"I .07! I ! 1 !FM! . 16 ! .00! .68! .64! .0005.00131.2 ! 7.60! .00! .02! 9999 - ! 1 !RS! -.36! -.44! 1.54! 1.44! .75!55.00!31.22! 7.60 ! . 10 ! .05! !2 !LS! -.36! .46! 1.54 ! 1.44! .79!55.00!31.22! 7.60 ! . 1 0 1 .05! !2 !FM! . 1 ! .00! .88! .82! ! .00!55.00!31.2 1 7.60! .00! .03! _999 !2 !RS! -.40! -.48! 1.70! 1.59! .81!55.00!31.22! /.60! . 1 1 1 .05! ! 3 !LS! -.40! .47! 1.70 ! 1.59! .8005.0001.22! 7.60 ! . 1 1 ! .05! ! 3 !FM! . 19 ! .00! .8 ! .77! .00!55.00!31.2 ! 7.60! .00! .0 ! 999 ! 3 ---------------------------------------------------------------------------------- QV -.09! -.321 .37! .34! .5055.0001.22! 7.E _! .07! .01! MEM!SF'N!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES !STF:ES FIATI0! DEFL # ! # -----------------------------------------------------------------�------------- ! ! K -FT ! K I F' ! f b f bw f v ! Fb Fbw Fv !SHEAR BEND ! -L/- y i 3 ! if"Y' ! -.09! -.32! .37! .J4! .55!55.00!31.22! 7.60 ! .07! ! .(_)1! , I 3 !RS! -.39! -.47! 1.66! 1.55! .30!55.00!;1.22! 7. SO ! . 10 ! .05! ! 4 !LS! -.39! .47! 1.66! 1.55! .80!55.00!31.22! 7.60! .11! .051 ! 4 !FM! .20! ,()0! .84! .78! .0005,0001.22! 7.60! .00! .03! 9?99 ! 4 !RS! -.39! -.47! 1.57 ! 1.56! .8005.0001.22! 7.60! . 1 1 1 105! ! 5 !LS! -.39! .47! 1.67 ! 1.50 .80!55.I )0!31.. ! 7.60! . 1 1 I .05! •! 5 !FM! 0! X00! .83! .78! .0005.0001.22! /.00! .00! .02! '_!999 ! 5 !RS! -.39! -.4/! 1.67! 1.50 .8o!55.00!31.22! 7.60! .11! .051 i 6 !LS! -.39! .47! 1.67! 1.50 .80!55;00!31.22! 7.60! .11! .05! ! 6 ! FM ! .20! .00! .84t .78! .0005.0001.221 7 . SO ! . 00 ! • .02! y999 6 F..7 '-:/ 1.6/ 156 .80!55.00!31.22!- /.�)6 11 .05 I7 !LS! -.39! 1 1.67! 1.56! 8G� I c- 0.0!31.22! 7.60 ! . 1 1 I .05! ! 7 !FM! .20! .00! 0! .83! . 70 . I0! 55 . 00 ! J 1 . 22 ! 7.60! .00! .02! 'v'." 99 7 !RS! -.39! -.47! 1.67! 1.56 ! .8005.0001.22! /.60! . 1 1 I .05! I 8 1 - I . LS 1 - . .=i'� 1 � / '7 1 1 . 6 i c- I 1 . JCS.8055.0001.2W 7 1 Eft) . 1 1 1 .05! 1 8 !FM! .20! .00! .83I .78! .00!55.00!31.22I 7.60! .00! 1 .f 2! 9999 ! 8 ! ** ! -.39! -.47! 1.67! 1.56! .8005.0001.22! 7.60 ! . . 1 1 I .05! ----------------------------------------------------------------------------------- MEM!SF'N!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES !STF:ES RATIO! DEFL # ! # -------------------------------------------------------------------------------------- ! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF' EMEND ! "-Li'-- 3 ! 9 ! ** ! .39! .4%! 1.67! 1.56 ! .8045.0031.22! 7.60 ! . 1 1 I .05! ! 9 !FM! .20! .00! .83! .78! . 0 1 I S5 , l 0 1 31.22 ! 7.60! . I 0 I .02! '�'_�'_i' 1 ! 9 ! F:S ! -.39! -.47! 1.67! 1.56! . ! 55.00 !..71.22 ! 7.60! . 1 1 ! .05! !1U !LS! -.39! .47! 1.67! 1.56! n80 .80!55.00!31.22! 160! .11! .05! 110 YM! ! . 20! .00! .83! 78 1 .00!55.00!31.22! ''- 1 .00! ! . A0 !RS! -.39! -.47! 1.67! 1.56! .8005.0001.22! i.b0! . 1 1 I .05! III !LS! -.39! .47! 1.67! 1.56! .50!55.00!31. ! 7.60! .11! .05! ! 1 1 !FM! .20! .00! .84! .78! . 00 05.00 01 . 2 ! 7.60! .00! . 0' ! 9999 I11 !RS! -.30! -.47! 1.6/! 1.56! 080!55.00!31. 22! /.60! .11! .05! ! 1 2 !LS! -.39! .47! 1.1_J/! 1.50 .80!55.00!31..._2! 7.60! . 1 1 1 .05! ! 1 !FM! .20! .! 0! 1831 .78! .00155.00! j1.22! 7.60! .00! 01 .0 ! 99399939! . 1 2 ! F:S ! -. 39 ! -.47! . 47 ! 1.67 ! 1.56! .80! 55.00! ::1. 2! 7.60! . 1 1 ! .05!* L 5! ! 13 !LS! -.39! .47! 1.67 ! 1.56! .8005.0001.22! /.60! . 1 1 I .05! ! 13 !FM! .20! .00! .84! .78! .0005.0001.22! %.60! .00! .03! !13 !RS! -.39! -.47! 1.66! 1.55! .8005.0031.22! 7.60 ! . 1 1 ! .05! ! 1 4 !LS! -.39! .47! 1.66 ! 1.55! .8005.0001.22! 7.60 ! .10! .051 !14 --__---------------------------------------------------------------------------- !##! -.09! .32! .37! .34! .5054.0001.22! 7.60! .07! . t_)1 I MFM 14G'hI I I In I MnMF-7hIT I gWI=nF-, i Gi 'TI Inn QTPPQQrQ I &I I MM CTCQCCC'CC 1 CTIQr V OAT T M I n= _ I •!15 !F'S! T !14 !��! 114 !f -M! 14 !RS! !15 !LS! !15 !FM! •!15 !F'S! ' 16 KS! !16 !FM! !16 !**! • 0 ------------------------------------------------------ -.09! .32! .3I! .34! .55!J5.00!31.22! 7.60! .19! .i;;! .82! .77! .r 0!55.00!._;1v2 ! 7.60 -.40! -.47! 1.70! 1.59 ! . 80 ! 55. (_;t; ! S 1.22 ! . 7. 6c; ! -.40! .4S! 1.70! 1.59! .Sl!55.00!31,22! 7.60! . 1 ! .00! .88! .82! .00!55.00!31.22! 7.60! -.36! -.46! 1.54! 1.44! .79!55.00131.22! 7.60 -.36! .44! 1.54 ! L44! .75!55.00!51.22! 7.60! .16! .00! -.68! .64! .00!55.00!31.22! 7.60! o09! .31! .40! .37! .53!55.00!31.22! 7.60! 31 #$ RAFTER DESIGN ?� RIGHT ENDWALL JOB NAME: 73197A 11110AD I i' G COMBINATION -- DL+WL c PAGE MEM ! SF'N ! LO ! MOMENT ! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES !STRES RATIO! DEFL # ! # ------------------------------------------------------------------------------ ! ! K -FT ! KI ! f b fbw f v ! Fb Fbw Fv !SHEAR BEND ! -L/- 1 ! 1 ! {! .12! .30! .49! .40 .6.7!73.33!41.63!10.13! .00 .01! ! 1 !FM! -.20! .00! .84! .79! .00!3' .55!41.ES! 10. 151. .00! .03! 9999 ! 1 !RS! .45! .55! 1.' 01! 1.7S! .9073.33 !41.63! 1U.131 .09! .041 !2 !LS! .45! -.57! 1:90! 1.70 .97!73.33!41.63!10.13! .10! e04! I - 1 I . Fhl . __ I • i6 . . Vv . f1.09! I 1 . U� .0002.3041.6010.13! 1 . UC> . _ 3 I . U3 . 999'D !2 QS! .49! .59! 2.10! 1.96! 1.0003.3041.6010.13! .10! .05! ! 3 .:� ! LS ! • 49 ! -. 5S ! 2. 1 � 1 ! 1.96 ! .99!73.33!41.63!10.13! i 1 .101. 5 ! •�?�. I 3 1 I .Fh1. -• 1 �-#. _- 1 .(1(1. I 1.�_1�. 5 I .'�,7. I n2! 35 .01(1.31.3-��!-#ia63! 10• 1J! •00! v03' 9999 ! 3 ------------------------------------------------------------------------------ ! ! • 11 ! v40! .46! .43! .68!73.33!41.63! 10. 131 .07! .01! MEM!SF'N!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES !STRES RATIO! DEFL # ! ## ------------------------------------------------------------------------------- ! ! K -FT ! KIP ! f b fbw f v ! Fb Fbw Fv !SHEAR BEND ! -L /- ! 3 !**! .11! .40! •46! .43! .60!73.33!41.63!11.13! .07! .011 ! 3 !RS! .48! .53! 2.05! 1.91[ .98!73.33!41.63!10.13! .101! .05! ! 4 !LS! .48! .58! 2.05! 1.91! .99173.33!41.63!10.13! .10! .05! ! 4 !FM! -.24! .00! 1.03 ! .97! .00!32.35!41.63!10.13! .00! .031 1999 ! 4 !F.'S! .48! .58! 2.06! 1.93! .99!73.33!41.63!10.13! .10! .01.71 ! 5 !LS! .48! .58! 2.06! 1.93! .99173.33!41.63!10.13! .10! .015! • ' 5 !FM! -.24! .00! 1.03! .90 ..00!32.&5!41.S3!10.13! .00! .03! 1 '999 ! 5 !RS! .45! .52! .016! 1.92! .99!73.33!41.S3!10.13! .10! .051 ! 6 !LS! .48! -.58! 2.00 1.92! .99!73.33!41.G3!10.13! .10! • 151 ! 6 !FM! -.i4! .00! 1.U^! .90 .06!32.35!41.S3!10.13! .00! .03! '999 ! 6 !F'S! .48! .53! 2.06! 1.93! .9917S.OS!41.63! 10. 1S! .10! .05! ! 7 !LS! .40! -•.:G! .0161 1.93! .99!73.33!41.G3! 101. 13! .1011 .051 ! 7 !FM! -.24! .010! 1.03! .96! .001!32.3.7!41..63! 10. 131 .00! .03! 9999 ! 7 QS! .40! .38! 2.06! 1.93! .9903.3V41.6010.13! .10! .05! ! 8 !Lo! .48! -.5S! 2.06! 1.93! .99173.3041.6010.13! .101 .05! 1 8 YM! ! -.._4 1 .00! 1.03! .96! .00!3235!3I1f t1^1 .00! I I 9999 i S !**! .48! .58! 2.06! 1.93! .9903.3041.6010.13! .10! .05I MEM!SF'N!LO!MOMENT!-SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES !STRES FIATIO! DEFL ! # ! ! K --FT! K I F' ! f b fbw f v '. Fb Fbw Fv !SHEAR BEND ! -L/ - 1 .:v '� 1 .+c .�f l x - 8! . 4V - 5 B! JO. 2.06! 1 1. .l3. .9903.3041.6010.13! - 1 . It1 5! 0 017. ! 9 !FM! -.24! .00! 1.03: ! .96! .00!32.35!41.63!10.131 '.00! .03! ' 9 QS! .46! .58! 2.06! 1.93! .9903.3041.6V10.13! ..10! .051 1 .101 I S! Lam. r 1 .4V. _ 5S! .�.lG. - 11.93! �.U6. .9903.3041.6010.13! .1011 a00 !10 !FM! -.24! .00! 1.[ 13 1 _J r 1 .'7G .00!32.35!41.63!10.13! . 00 I '^ 1 . X13. '���' a9 !10 !RS! .45! .58! 2.06! 1.93! .99!73.33!41.63!10.13! 110! .05! !11 !LS! .48! -.58! 2.016! 1.98! .9903.3041.6300.13! 0. 13! .10! .05! !11 !FM! -.24! .00! 1.03! .96! .00!32.35!41.63!10.13! .00P .03! 9999 !11 QS! .48! .58! .016! 1.92! V9903.3041.6010.10 .10! .05! !12 !LG! .48! -.58! .016! 1.92! .9903.33V1.6010.13! .10! .015! !12 IFI1I -•24! .00' 1.03! 1 • .0032.3V41.6010.13! .00! .03! 9999 • ! 1 QS! .48! .58!2.06! _ 1.93! .9903.3041.6010.13! .10! 1 AY !13 !LS! .48! .58! 2.06! 1.93! .9903.3041.6010.13! AV .015! !13 YM! ! -.24! .00! 1.c_1S! .97! . 00 02. 30 41.60 101. 13 ! .00! .013! 9999 !13 !RS! .4S! .5S! 2.05! 1.01! .99!73.33!41.63!10.13! .10! .01.7! !14 !LS! .48! -.58! 2.05! 1.91! .93!73.33!41.65!10.10! .10! .05! !14 ------------------------------------------------------------------------------ !*Q .11! -.401! .46! .43! .G8!73.33!41.G3!101.13:! •07! .01! ---------------------------------------------------------------------- 4 44 ! * * ! . 1 1 ! -.40! .46! .43! . 60 73. 33 M I . 63 4 0.13! .07! !14 !FN! __.24! .00! 1.02! .95! .0002.35M.6340.13! .00! A4 !RS! .49! .53! 2.101 1.96! . .SS!73.33!4!.S3! 10. 13! .10! !15 !LJ! .49! -.59! 2.10! 1.96! 1.60!73.33!41.63!10.13! .10! !15 !FM! -.26! .00! 1.09! 1.02! .0002.35M.6340.13! .00! • !15 MY .45! .J/! 1.90! 1.75! .97!73.33!41.63!10.13! .10! AG !LS! .45! .55! 1.90! 1.78! .'x3!73.33!41.63! 10. 13! .09! 46 YM! -.20! .00! .04! .79! 0002.35M.6340.13! 13! .00! As !**! .12! .38! .49! .4b!. .65!73.33!41.63!10.13! .06 • 0 3 411 MIDWEST METALLIC: ENDWALL DESIGN LEFT ENDWALL ENDWALL RAFTER JOB NUMBER a 73197B t: FULL OPTIMIZATION #** GEOMETRIC DATA ** ENDWALL COLUMN SPACING: 12@5.000 ENDWALL COLUMN SPACING: PAGE 4 a v ENDBAY (FEET) :25.0000 PURL I N EXTN. (FEET) . .0000 FRONT SIDE CANOPY t FT 7 ° .0000 BACK SIDE CANOPY XT) ? . .0000 �0i )0 FRONT SIDE ROOF SLOPE e 1.00/12 BACK SIDE ROOF SLOPE . 1.00/1 PURLIN SPAs=ING (FEET) 5.017 ** DESIGN CRITERIA *** DEAD LOAD CPSF:) . 3.000 LIVE LOAD (PSF) 12.000 WIND VELOCITY PRESS t: q ): 19.500 0 PSF BUILDING CONDITION t: E, P, 0 i e E SPCL. G)_p @ ENDBAY/ .. -1 . 100 SPCL. G)_p @ OVERHANG . -1.100 SHEAF: OR BENDING LIMIT: 1.035 RAFTER DEFLECTION LIMIT a L/150. ** LOADING COMBINATION **# 1. DL+LL 2. DL+WL *** LOADING * MEM SIZE 1 8X3.5C14 SX3.5C14 3 SX3.5C14 4 8X3. 5C14 LENGTH 13.81 15.8193 15.3193 13.2312 ANALYSIS GCp FURLIN GCpX DL+WL DL+LL SPAN LENGTH ENDBAY/' COEF: EXTN. COEF. (KLF) . (KLF:) OH 1.0035 1' . 5000 -1.1000 .0000 -1.1000 -.2308 .1869 1 4.0139 12.5000 -1.1000 .(1(700 -1.1000 -.2308 .13E=1 2 5.0173 12.5000 -1.1000 .0000 )t_)00 i -.2308 .18619 3 5.0173 12.5000 -1.1(100 .0000 -1.1000 -.2308 .1869 4 5.0173 12.5000 0t_)i_) -1.1 .0000 -1.11)1) t_) -. -' -,,-),- .��._v 8 _ .; . 1�U� 5 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 .1869 6 5.0173 12.5000 -1.11 _1 , ci_ .-1.1000 -.2308 .1869 7 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 . 136'3 8 5.0173 12.5000 -1.11)00 .0000 -1.1000 -.2308 308 . 18G'D 9 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 .1861D 10 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 _ 186'3 11 5.0173 12.5000 -1.1'_ 00 .11000 -1.1000 -.2308 12 4.0139 12.5000 -1.1000 .0000 -1.1000 -.2308 .1869 OH 1.0035 12.5000 -1.1600 .0000 -1.1000 -MOS . 106'31 DESIGN RESULTS *x* MEM SIZE 1 8X3.5C14 SX3.5C14 3 SX3.5C14 4 8X3. 5C14 LENGTH 13.81 15.8193 15.3193 13.2312 RAFTER DES I GN�J r LEFT ENDWALLR JOB NAME: 73197D PAGE &OADING i=OMBINATION -- DL+LL ------------------------------------------------------------------------------ MEM ! SF'N ! LO ! MOMENT ! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRES RATIO! DEFL # ! # ! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF' LEND ! --L/-- ------------------------------------------------------------------------------- 1 ! 1 ! ! -.icy! .31! .40! .07! .5305.0001.22! 7.60! .07! .011 ! 1 !FM! .10 .00! .63! .64! .00!55.00!31. 22! 7.601 .00j .02I --I. 9-D ! 1 !RS! -•30 -.44! 1.54! 1.44! .75!55.00!31.22! 7.60! .10! .05! ! 2 !LS! -.36! .40 1.54! 1.44! .79!55.00!31.22! 7.60! .101 .051 ! .._. !F11! .21! .00! .88! .82! .0055.0001.22! 7.61! .00! .03! 9999 !2 !RS! -.40! -.48! 1.70! 1.59! .81!55.00!31.22! 7.60! .111 .05! ! 3 !LS! -.40! .47! 1.70! 1.59! .30!55.00!31.22! 7.60! .111 .05! ! 3 !FM! . 19 ! .00! . 8' ! .77! . 00 05.00 01 . 2 ! 7.60! .00! .02! 9999 ----------------------------------------------------------------------------- ! 3 ! ** ! -.09! -.32! .37! .34! .55155.00!31.22! 7.60! .07! . 01 ! MEM ! SPN ! LO ! MOMENT ! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRES RATIO! DEFL # ------------------------------------------------------------------------------ ! # ! ! K -FT ! K I F' ! fb fbw fv ! Fb Fbw F••: !SHEAR EMEND ! -L/- ! 3 !•zE*! -.cry! -.32! .37! .34! .5505.0001.22! %.SO! .07! .011 ! 3 !RS! -.39! -.47! 1.60 1.55! .8005.0001.22! 7.60! .101 .051 ! 4 !LS! -.39! .47! 1.60 1.55! .80!55.00!31.2! 7.60! .11! .05! ! 4 !FM! . U! .00! .84! .78! .00!55.00!31. ! 7.60! .00! .03! 9999 ! 4 !RS! -.39! -.47! 1.67! 1.56! .8055.0001.22! 7.60 ! . 1 1 ! .05! ! 5 !LS! -.39! .47! 1.67 ! 1.56! .8005.0031.22! 7.60! . 1 1 1 .05! • I 5 !FM! . [ l ! .00! .631 .78! . 0 1 55.00 1 31 . 1 7.60! .00! .02! 9999 ! 5 !RS! -.39! - .47! 1.67! 1.56! .80!55.00!31. i2 ! i /.60! .111 .05! ! 6 !LS! -.39! .47! 1.67! 1.56! •80!55.00!31.22! 7.60! .11! .05! ' 6 !FM! . 01 .00! .84! .78! .00 155.001 01.221 7.60! .00! .021 9999 6 !*Q -.39! -.421 1.67! 1.561 -8055.0001.22! /.60! .111 .051 ----------------------------------------------------------------------------------- MEM ! SPN ! LO ! MOMENT ! SHEAF: P Ai= TUAL STRESSES ! ALLOW STRESSES ! STRES RATIO! DEFL # ! # ! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF: BEND ! -L/- -----------------------------------------------------------------------�-..----- 3 ! 7 !**! -.39! .47! 1.G/! 1.56! .80!55.00!31.22! 7.60! .11! .05! 7 !FM! .201 .00! •84! .78! . 00 05.00 01 . 2i ! 7.60! .00! .02! 99 ! I QS! -.39! -.47! 1.67! 1.56 ! .8055.0001.22! l.60! . 1 1 1 .05! ! 8 !LS! -.39! .47! 1.67! 1.566! .8055.0001.22! 7.60! .11!' .051 8 !FM! .201 .00! .83! .78! .f )I 11 J5.0 1! ..:i1.221 7.60! .00! . i >' 1 9999 ! 8 !RS! -.39! -.47! 1.67! 1.56! .80!55.00!31.22! /.60! .111 .4151 ! 9 !LS! -.39! .47! 1.67! 1.56! . S0155.0001.22! 7.60 ! . 1 1 ! .05! ! 9 !FM! .20! .00! .84! .78! .00!55.00!31.22! 7.60! .00! .03! 9999 ! 9 QS! -.39! -.47! 1.66! 1.55! .80!55.00!31.22! 7.60! .11! .05! Q0 !LS! -.39! .47! 1.66 ! 1.55! . 80 ! 55.00 01 . �' ! 7.60! . 10 1 .05! ! 0 !Y��C! -.09! .32! .37! 1 .34! .55!55.00!31;22! 7.601 .071 .01! ------------------------------------------------------------------------------ MEM ! SF'N ! LO ! MOMENT ! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRES RATIO! DEFL # I # I I K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND ! -L/- 4 !10 -.09! .32! o37 ! .34! .55155.00!31.22! 7.60 1 • j7I . 01 I Q0 !FM! .1'31 .8' 1 .77! .0005.ij001.i 1 7.60! .00! .U' ! X1999 • !10 !RS! - . 40 1 -. 0! -.47! 1.70! 1.59i . 80 !`,5.00 ! 31 . 1 7.60! . 1 1 1 .05! 41 !LS! -.40! .48! 1.70! 1.5'x! .81!55.00!31.22! 7.60! .11! .05! 41 1 !FM! . 21 ! .00! .88! .82! .0005.0001.22! 7.60! .00! .03! 9999 41 !RS! -.36! -.46! 1.54! 1.44! .79!55.00!31.! 7.60! .10! .05! 4 !LS! -.36! c44! 1.54! 1.44! .75!55.00!31.22! 7.60! .10! .05! 42 !FM! .16! .00! .68! .64! :0005.0001.22! 7.60! .00! .02! 999-D 42 I . I -.09! -.31! .40! . 37' ...53!55.00!31.22! /.601 .07! . 01 1 RAFTER DESIGN LEFT F_NDWALL F,r JOB NAME: 73197B PAGE 3 SIOADING COMBINATION -- DL+WL MEM ! SPN ! LO ! MDMENT ! SHEAR! ACTUAL STRESSES I ALLOW STRESSES ! STS='ES RATIO! DEFL # ------------------------------------------------------------------------------ 1 # 1 I K --FT! KIP ! fb fbw fv I. Fb Fbw Fv !SHEAF: BEND ! -L/- 1 ! 1 !**! .12! -.38! .49! .46! .65!73.33!41.G3!l0.13! .00 .01! ! 1 !FM! -:20 ! .00! .84! ._79 ! .0002.35!41.6340.13! .00! .03! 3999 ! 1 C IRS! .45! .55! 1.90!'1.78! 1 3 33 I 3 1 � 3 I . '�3 . 73. 33 . 41 . G3 . 1 _) . 13 . 1 . 0'� . .04! !2 !LS! .45! -.57! 1.90! 1.7e! .97!73.33!41.63! 10. 13! .10! .04! ! 2 !FM! -•iG! .00! 1.0'x! 1.02! .00!32.35!41.63!10.13! .00! .03! 3999 !2 IRS! .49! .59! 2.10! 1.90 1.0073.3Y41.6340.13! . 10 1 .05! ! J 3 !LS! .49! -..mob ! 2.10! 1.96 ! . 99 1 7^ 33 1 41 . G3 1 10. 13 1 . 10 1 .05! ! 3 !FM! -. 4! .00! 1.0 ! .95! . 00 ! 3 . 35 ! 41 . C3 ! 10. 13 1 .00! .03! D99 -D -------------------------------------------------------------------------- ! 3 ! ! .11! •40! .40 .43! .GV73.33!4l.G3!l0.l3! .07! .011 MEM!SPN!LO!MOMENT! SHEAF'! ACTUAL STRESSES ! ALLOW STRESSES !STRES FIATIO! ---- DEFL # ------------------------------------------------------------------------------- ! #.! ! K -FT! KIP ! fb' fbw fv I Fb Fbw Fv !SHEAF: BEND I -L/- ! 3 !##! .11! .40! .40 .43! .6073.33!41.6340.131 .07! .011 3 IRS! .48! .58! 2.05! 1.91! .98!73.33!41.63!10.13! .10! .05! ! 4 !LS! .48! -.58! 2.05! 1.91! .99!73.33!41.G3!10.13! .10! .05! ! 4 !FM! -. 4! .00! 1.x )3! .97! .00!3 .35!41.G3110.13! .00! .03! 3999 ! 4 !F.o! .48! .58! 2.06! 1.93! .99!73.33!41.63! 10.13! .10! .05! ! 5 !LS! .48! -.58! 2.06! 1.93! .99!73.33!41.63!10.13! •10! .05! •! 5 !FM! -.24! .001 1.03 1 .96! .00!32.35!41.63!10.13! . 00! .03! D999 ! 5 IRS! .4p8! .58! .06! 1.92! .99!73.33!41.G3110.13! ! 6 !LS! .48! -.581 2.06! I.99!73.33!41.63!10.13! 1 3.331 31 f 131 .10! .05! ! G !FM! -.24! .00! 1.03 1 .90 .00132.35!41.G3110.13! .10! • 001 .05! .03! 9999 ! G !. ! .43! .58! 2.00 1.93! .99! !3.33!41.G3! l0. 13! .10! .05! MEM!SPN1.LO!MOMENT! SHEAF:! ACTUAL ---------------------------------------------- STRESSES ! ALLOW STRESSES !STF.ES RATIO! DEFL # ------------------------------------------------------------------------------- ! # I ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF' BEND ! -L/- 3 ! / !**! .48! -.58! 2.00 1.93! .99!73.33!41.G3! 10. 131 7 !FM! -.24! .00! 1.03! .90 .0002.35M.6340.13! 10.13! .10! .001 .051 .03! 9999 ! / !RS! 43 ! .JCI 2.00 1.92! . 99 ! 73. 33 1 41.63 ! l0. 13 ! • 10 ! .05! ! 8 !LS! .48! .58! 2.00 1.92! -99!73.33!41.G3! 10. 13! .10! .05! ! S ! FI~I ! -.24! •l 0! 1.03! .90 _ _ 132. 35 ! 41.63 ! l l l . 3 ! .00! .L 13. 3999 ! 8 IRS! .48! .58! 2.00 1.93! .99!73.33!41.63!10.13! .10! .051 ! 9 !Lb! .48! -.50! 2.06! 1.93! 99!73.1'3!41.6..:;! 10.13' .10! .051 1.9 !FM! -.24! .00! 1.03! .97! .00!32.35!41.G3110.13! .00! .03! 3999 ! 9 IRS! .48! .58! 2.05! 1.91! .99!73.33!41.G3110.13! .10! .051 ! 1(:) !LS! .48! .58! 2.05! 1.91! .98! /3.33!41.G3! 10. 13! .10! .051 ---------------------------------------------------------------------------'---- 110 !:# ! .11! -.40! .40 .43! .G8!73.33!4I.G3!10.13! .07! .01! MEM ! SPN ! LO ! MOMENT ! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRES RATIO! DEFL # ! # ! ! -------------------------------------------------------------------- K -FT! KIP ! fb fbw fv I Fb Fbw Fv !SHEAR BEND I -L/-- 4 40 ii! -.40! .40. .43! .S8!73.33!41.S3A10.131 .071 .011 10 ! FI'I! -.24! .00! 1.02! .95! .0002.35!41.6340.13! .00! 0! .03! 9999 411 .110 IRS ! .49! .58! .10! 1.90 . 99 ! 73. 33 ! 41 . G3 ! 10. 13 ! • 10 ! .05! III !LS! .49! -.59! 2.10! 1.96! 1.00!73.33!41.63! 10. 13! • 10! .05! ! 1 1 !FM! -.26! .00! 1.09 ! 1.02! .00!32.35!41.G3!10.13! .00! .03! 3999 I 1 1 IRS! .45! .57! 1.90! 1.78! .97!73.33!41.63!10.13! . 10 1 .04! 112 !LS! .45! -.55! 1.90! 1.73! .93!73.33!41.G3! 10..131 .09! .04! J12 !FM ! -.20! .00! .84! .79! .0032.35V1.6340.12! .00! .03! '999 .11 !nom! .12! .38! .49! .46! .65!73.33!41.63!10.131 .061 .011 MIDWEST METALLIC F`A,GE ENDWALL DESIGN ? RIGHT ENDWALL ENDWALL RAFTER • JOB NUMBER e 73197B ( FULL OPTIMIZATION *** GEOMETRIC DATA *** ENDWALL COLUMN SPACING: 12@5.000 ENDWALL COLUMN SPACING ENDBAY ( FEET) :25.0000 PURLIN EXTN . (FEET) .0000 X000 FRONT SIDE CANOPY (FT): .0000 BACK SIDE CANOPY XT) . .0000 )00 FRONT SIDE ROOF SLOPE e 1.00/12 BACK: SIDE ROOF SLOPE 1.00/12 PURLIN SPACING (FEET) . 5.017 *** DESIGN CRITERIA *** DEAD LOAD (PSF) 3.000 )i 0 LIVE LOAD (PSF) 12.000 000 WIND VELOCITY PRESS (q) : 19.500 PSF BUILDING CONDITION (E, F', O) e E SPCL. GCp @ ENDBAY /'.:_ . -1.100 SPCL. GCp @ OVERHANG . -1.100 SHEAF: OR BENDING LIMIT: 1.035 RAFTER DEFLECTION LIMIT a L/150. *** LOADING COMBINATION **-Y- 1 . *-Y 1. DL+LL 2. DL+WL *** LOADING * x DESIGN RESULTS ME1y1 SIZE LENGTH 1 8X3.5014 13.281 8X3. 5i_ 14 15.3193 813.5C14 15,8193 ANALYSIS G+_p PURLIN Gi_pX DL+WL DL+LL SPAN LENGTH ENDBAY/2 COEF. EXTN. COEF. (>•:::LF) (F=_LF) .OH 1.0035 12.5000 5000 -1.1000 • i)000 -1.1000 -.2308 ------- .18E9 1 4.0139 12.5000 -1.1000 .0000 -1.1!_ 00 -.2308 .18613 5.0173 12.5000 -1.1000 .6000 i000 -1.1000 -.2308 . 1 86'-' 3 5.0173 r 12.5 _ 00 -1. 1 _ _ _ 000 . 0000 -1. ii�i�ia -.2308 .. 186'7 5.0173 12.5000 -1.1000 1.0000 iii a -.2308 .186'-4 5 5.0173 12.5000 -1.1000 .0000 -1.1000 -.308 .1869 6 S.0173 1 .5000 -1.1000 .0000 -1.1000 -.2308 .. 180-3 5.0173 12.5000 -1.1000 • (_1000 -1.1000 -.230B .18% 8 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 1869 9 5.0173 12.5000 -1.1000 .0000 )000 -1.1000 -.2308 . 186'x. 10 5.0173 12.5000 -1.1000 .0000 r000 -1.1000 -.2308 . 186'7 11 5.0173 12.5000 -1.1000 .0000 -1.1000 -.2308 .1869 12 4.0139 12.5000 -1.1000 .0000 -1.1000 -.2308 .1869 OH 1.0035 1'2. 5000 A.1000 .0000 )000 -1.1000 -.2308 .186'1 DESIGN RESULTS ME1y1 SIZE LENGTH 1 8X3.5014 13.281 8X3. 5i_ 14 15.3193 813.5C14 15,8193 ! r #'ice RAFTER DESIGN RIGHT ENDWALL JOB NAME: 731978 FAT=E 'oilOAD I NG COMBINATION -- DL+LL MEM!SPN!LO!MOMENT! SHEAF'! ACTUAL STRESSES ! ALLOW STRESSES !STRES FIATIO! DEFL # -------------------------------------------------------------------------------- ! # ! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF: BEND ! .-L/- 1 ! 1 ! ! -.09! r�1 .. ' .40! 7 .3 '.53!55.00!31.22! 7.60! .07! .01! ! 1 !FM! .16! .00! .68! .64! .0005.0001.22! 7.60! .00! .(J'._! 9999 1 !RS! -.._76 ! -.44! 1.54! 1.44! .75!55.00!31.22! 7.60 ! .10! .051 ! 2 !LS! -.36! .46! 1.54! 1.44! .7905.0001.22! /.60! .10! .05! d 2 !FM! .21! .00! .88! .82! .00!55.00!31.22! 7.60! .00! .03! 9999 !2 QS! ! -.40! -.48! 1.70! 1.59! .8055.0001.22! 7.60 ! . 1 1 1 .05! ! 3 !LS! -.40! .47! 1.70! 1.59! .80!55.00!31.221 /.60! .111 .05! 1 3 I I .Fh1. I .1'�. _ 1 .()�>. 82 1 .V._. I .77. 155 - a(_J(J.J,,�a(JtJ!Jie�.._! 7. 6U! - .t_J()I o02! 9999 ------------------------------------------------------------------------------ I 3 !*Q -.09! -.32! .37! .34! .5055.0001.22! /.60! .07! . 01 ! MEM!SF'N!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES !STRES RATIO! DEFL # ------------------------------------------------------------------------------- ! # ! ! K -FT! KIP ! fb fbw fv ! Fb .Fbw Fv !SHEAR BEND ! -L/- 2 ! 3 ! ** ! -.09! -.32! .37! .34! .55!55.00!31.22! 7.60 ! .07! . 01 ! 3 !RS! -.39! -.47! 1.66 ! 1.55! .8005.0001.22! 0 ! ) I .05! ! 4 !LS! -.39! .47! 1.66 ! 1.55! .8005.0001.22! 7.60 ! . 1 1 ! .05! ! 4 !FM! . 0! .00! .84! .78! . 00 05.00 01 . 2 ! 7.60! .00! .03! 9999 ! 4 !RS! -.39! --.47! 1.6/! 1.56! .80!55.00!31.22! 7.60! .111 .05! ! 5 !LS! -.3'D! .47! 1.67 ! 1.56 ! .8005.0001.22! /.60! . 1 1 ! .05! • ! 5 !FIyI! ..20! .00! .83! .78! .00!55.00!31.22! /.60! .00! .02! 9999 ! 5 !RS! -.39! -.47! 1.6/! 1.00 .8005.0001.22! /.60! .11! .05! 6 !LS! -.39! .4/! 1.67! 1.56! .80!55.00!51.22! 7.60! .111 .05! ! 6 ! FI"I !.20! .00! .84! .78! .00!55.00!31.22! 7.60! .00! .02! 9999 1 6 my y :39 ! -.47! 1.6/! 1.56! .80!55.00!31.22! 7.60 1. . 1 1 1 .05! SEM!SF'N!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES !STRES RATIO! DEFL # ---------- ! # ! ! K -FT ! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND ! -L/- L/- 3 !7 !**! -.39! .47! 1.67! 1.50 - .90!55.00!31.22! 7.60! .11! .05' ! 7 !FM! . 0! .00! .84! .78! . 00 05.00 01 .2.._''. .bill .00! .02! ' 999 P7 QS! ! -.39! -.47! 1.67! 1.56! .8005.0001.22! 7. EO ! . 1 1 ! .05! ! 8 !LS! -.39! .47! 1.6/! 1.56! .8005.0001.22! /.60! . 1 1 1 .05! ! 8 YM! M! .2 JI .00! 3! .83! I.00!55.00!31.22! 7.60! .00! .02! ! 9 tea'-' ! 8 !RSI .-.39! -.4/! 1.67! 1.56! .8005.0001.22! 7.60' .111 .05! ! 9 !LS! -.39! .47! 1.67 ! 1.56! .80!55.00!31.22! 7.60 ! . 1 1 ! .05! ' 9 !FM! .20! _ _ . .00! 8 ! . � �- . . I L . 8! .00!55.00!31.22! ,1 7 . 6 �_ . .00! 1 , i ):� . 9999 ! 9 QS! -.39! -.4/! 1.60 1.05! .80!55.00!31.22! 7.60! .111 0051 !10 !LS! -.39! .4/! 1.66! 1.55! .80!55.00!31.22! 7.60! .10! .05! --------------------------------------=--------------'------------------------- 40 (_) ! * Q -.09! .32! .3/! .34! . 55 l 55.00 01 . 22' 7.60! .07! . 01 ! MEM!SPN!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES !SIRES RATIO! DEFL # ! # ! ! K -F T ! K I F' ' fb fbw fv ! Fb Fbw Fv !SHEAR : BEND ' -L / - --------------------------------------------------------------------------------- 4 40 !**! -.09! .5 ! .3/' .34! .55!55.00!31.22! /.60! .07! .01! !1(:) !FI`1! .19! .L)_)! .oma! .77! .00!..5.00!31.22! /.60! .00! .02! 'J999 • 40 !RS! -. 40 ! - . 4 / ! 1.70! 1.591 . 30 05.00 01 . 2! 7.60! . 1 1 1 .05! 41 !LS! -.40! .48! 1.70! 1.59! .8105.0001.22! /.60! .111 .05! . ! 1 1 !FM! . 1 !' . (:)(:) ! .88! . 8' ! .00!55.00!31.22! 7.60 ! .00! .03! 9999 1 !RS! -. S6I -.46! 1.54! 1.14I .79!55.00!31.22! 7.60! .10! . �5 I 42 !LS! -.36! .44! 1.54! 1.44! .75!55.00!31.22! 7.60! .10! .00. 42 !FM! .10 .00! .68! .64! .00!55.00!31.22! 7.60! .00! .02! 9999 42 -.09! -.31! .40!- .37! .53!55.00!31.22! 7.60! .07! .01! n RAFTER DESIGN �Yx # RIGHT ENDWALL 139 JOE: NAME: 7319 7 B PAGE 3 411OHD I Nim COMBINATION -- DL+WL ------------------------------------------------------------------------------ MEM!SPN!LO!MOMENT! SHEAF:! ACTUAL STRESSES ! ALLOW STRESSES !STF:ES RATIO! DEFL # ------- ------------------------------------------------------------------------------- ! # ! ! K -FT ! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND ! L:- -L/- I 1 ! 1 7 ---------------------------------------------------------------------- nn .12! -.38! .49! .46! .65!73.33!41.63!10.13! .00 .011 ! 1 ! FI"I ! -.20! .00! .84! .79! .00!3' .35!41.63!10.13! .00! .03! 3999 ! 1 !F.5! .45! .55! 1.90! 1.78! .93!73.33!41.63!10.13! .09! .04! ' 2 . I LS'. .45! -.57! 1.90! 1.78! .97!73.33!41.63!10.13! . 10 ! .04! !2 ! FI"1 ! -.26! .00! 1.09 ! 1.02! .00!3' .35141.63!10.131 .00! .03! D99 !2 !RSI .49! .59! 2.10! 1.90 1.00!73.33!41.63! 10. 13! .10! .051 ! 3 !LS! .49! .58! 2.10! 1.9S! .99!73.33!41.63! 10. 13! .10! .05! ! 3 !FM! -.24! .00! 1.02 ! .95! .0002.3041.6010.13! •00! .03! 999 ----------------------------------------------------------------------------- ! 3 !*Q . 1 1 ! .40! . 46 ! .43! . 68 ! 73.33 ! 41.63 ! 10. 13 ! .07! . 01 1 MEM ! SPN ! LO ! MOMENT ! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STF:ES RATIO! DEFL # ------------------------------------------------------------------------------ ! # ! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF: BEND ! -L/- ! 3 !#'Y:! .11! .4()! .46! •43! .68!73.33!41.63!10.13! .07! •011 13 IFSI .48! .53! 2.05! 1.911 .98!73.33!41.63!10.13! .10! .051 ! 4 !LS! .48! -.58! 2.05! 1.91! .99!73.33!41.63!10.13! .10! .051 ! 4 !FM! -.24! .00! 1.03! .97! .00!32.35!41.63!10.13! .00! .03! 9999 ! 4 !RS! .48! .581 2.06! 1.93! .9903.33!41.6340.13! .10! •05! ! 5 !LS! .48! -.58! 2.06! 1.93! .99!73.33!41.G3!10.13! .10! .05! ! 5 !FM! -.24! .00! 1.03 ! .96! .00!3i.35!41.63!10.13! .00! .03, 999'D ! 5 !RS! .48! .58! 2.06! 1.92! .99!73.33!41.63!10.13! .10! .05! 1 6 !LS! .48! -.58! 2.06! 1.92! .99!73.33!41.63! 10. 13! .10! .05! ! 6 ! FI"1 ! -.24! .001 1.03! .90 .00!32.35!41.63!10.13! . 00! .03! 9999 I6 .�8 ! .50 1.00 1.93I .9903.3041.6300.13! .10 ! . J 1 - --.--_._------------------------------------------------------------------------- MEM ! SPN! LO ! MOMENT ! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STF:ES RATIO! DEFL # --------------------------------------------------- ! # ! ! " K -FT ! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND ! -L/- Li- 3 ! 7 !#*! .48! .58! 2.00 1.93! .99!73.33!41.6.3! 10. 13! .10! .05! ! 7 !FM! -.24! .00! 1.03! .96! .00!3.35!41.63! 10. 13! .00! .03! 9999 ! 7 !RS! .48! .581. 2.06! 1.92! .9903.3041.6300.13! 13! . 10! .05! ! 8 !LS! •48! -.58! 2.06! 1.92! .9903.3044.6010.13! .10! .05! ! 8 !FM! -.24! .00! 1.03! .9E! .00!32.35!41.63!10.131 .00! ,•_, 9999 ! 8 QS! .48! .58! 2.06! 1.93! .9903.3041.6010.13! .10! .05! I9 !LS! .-U1 -.58! 2.061 1e93! .9903.3041.6010.13! .10I .05I ! 9 !FM! -.24! .00! 1.03 ! .97! .00!32.35!41.63!10.13! .00! .03! 9999 ! 9 !RS! .48! .58! 2.05! 1.91! .9073.3041.6010.13! . 10 ! .05! !10 !LS! .48! -.58! 2.05! 1.91! .9803.3041.6010.13! .10! .05! !10 !*Q .11! .40! •46! .43! .60!73.33 41.63!10.13! .07! .01! ------------------------------------------------------------------------------ MEM ! SPN ! LO ! MOMENT ! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STF:ES RATIO! DEFL # ! # ! ! K -FT ! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND ! "-L/.- 4 ! 10•!10 ! �! • 11 ! .40! .46! .43! .60! 73.33!-.#1.63! 10. 13! .07! .01! ! 111 !FM! -� 24 ! 00! 1.021 .95! 00 i 2. 3� 141 . Ci3 1 0. 13 ! .00! . LI3 ! 99� 9 !10 !RS! 4 9! . .�8! 2.10! 1.909903.33!41.63! .9903.3041.6010.13! 10. 13! • 101 .05! !11 !LS! .49! -.59! 2.10! 1.96! 1.00!73.33!41.63!10.13! r 1 i � .05! ! 1 1 ! F1v1 ! -.26! .00! 1.09 ! 1.02! .00!3' .35!41.63!10.13! .00! .031 999' 41 !RS! .45! .57! 1.90! 1.78! .'7!73.33!41.63! 1U• 131 .16! .04! 42 ! LS ! .45! .J5! 1.90! 1.78! .93!73.33!41.63!10.13! .09! .04! !12 !FM! -.20! .84! .79! .00!32.35!41.63! 10. 13! .00! .03! 9999 !12 . 1 i . , .49! . 46 .65!73.33!41.63!10.13! .06I .01! 4W JOB NO. 'E? --73 I q� JOB TITLE MODERN &LPG . � � ` � � QUOTE NO. DESCRIPTION 6LDa- A GS SOxl5oX24 6Lp'e Cb(2oX-15XZ4- DESIGNED BY REP CHK'DBY 2 20 via kIP4 sx?, C, Up -,G as 5a6IA)6 3 25' IA`(52 DATE 2-22- q )l SHEET NO. a 11Vr1 ' NaV+W°J _.... ---------- tN o•oZ p.iQO� � Q � � - ... �-- -- -- -` -- �--.-_ __ ._ _.._ _.._ _._. .... - -•---- - - --- - � - gid" o� � - - °. D...._..� I - nl . :.Qt------------ --- r ix 0 t -I . X - 113 I(V -1 0I _ TNL- ---� C IL rvlllell . X - 113 I(V -1 0I _ TNL- ---� C IL lu JOB TITLE MODERN BLVC.,- Co, DESCRIPTION e-L)LO& A OMbITLIDMAL f 4 JOB NO. 5'131 q7 QUOTE NO. DESIGNED BY REQ CHK'D BY DATE*2 - Z 1- SHEET NO. 6L -0C -l"* i boy, I 15dy,-041 S IS Mt c r0ec-C-4, or, V. Poo r - lit or -V, WALL 'TbTAL V44 -- 15,+ 49-5 -- G4, S Ir s,) vz V3 T V3 WT0� Vz Wr- 15,0v- Z-3 0)(c7 VZ WO" 1. 6 I:b 2 Y, -z =42,9 ew .20, —To. zo -MTA-L kj*-c-i544?-.9= 137,gr- T _,1375(57,11)7,.9 (a y- Vlf c; Pxo; 6065 Cl -7, 5 WALL --,90G C21/10,Y,2 T&TAL W -r = S 4 Z 1 -*7 TS DZ K r . -p-- G— p-_- /-- �A t: 4-, 2.01 V3 Sa 51 �l . 52 1"11\ 20, r v2 53 -F ;r09Cr--.5 INA ROOF ..5.j -- . 1/1/2 -- Z,zz' - 52 % 2.22+V2 r &.z'" T5� : �.Z �v� � 8,2► w A�� a����a 5�� .Me)jnt4 LOAD ik RMP RP&r-lKit-. Y 11 p 12 e �C- it (� r, y+ 4 C Q6E Y4 w/MlL = 4, 42 -Cay ab.v° M09 vj/AL.L. l A JOB NO. 2 rJ - %317 2 JOB TITLE Mf)P0'-R ��LDIa • CD, QUOTE NO. DESCRIPTION DESIGNED BY CHK'D BY �l.-�C� �O�1C� • GJ�IJ%^I�i f��t?AGIN(� COl<IT� DATE 'Z'? I' q I SHEET NO. 25 1 01o11 LOAD Iq WALL F�RAGIN(a T3 = Cos q2•� C3 X �� �'i35q 2.25) = 25. I " 2- F3fLA,- WCj. 25, 10757 ARCA kEQ D = .. •.� G3�a = ,X715 5Q IIS keA= I,Og5q I.IJ FT-,5F�a - --- — - - - - - A; Gt A N _. 2 �—--.--------_ _.. _.----- _--------- - - - - -- 25.1 C,�s� - --=..S5.1(OZ. KSI Z9 0 k5 I ,7 ---� -if MIDWEST METALLIC PAGE 1 *** BRACING DESIGN *** ` ^/��`� ,J JOB NUMBER : 73197A �.' (FULL OPTIMIZATION) �** GEOMETRIC DATA *** BAY SPACING (FEET) : 6@25.00 BRACED TIER SPACES (FT) : 4@20.00 FRONT EAVE HEIGHT (FEET): 24.0000 BACK E VE HEIGHT (FEET) :,24.0000 FRONT SIDE ROOF SLOPE : 1.0000/12 FRONT SIDE TO RIDGE : 40.0000 *** BRACING DATA *** RF BRACING TYPE : CABLE # BAYS: 2 LOCATION : 2,5 FS BRACING TYPE : CABLE # BAYS : 2 LOCATION : 2,5 BS BRACING TYPE : CABLE # BAYS : 2 LOCATION : 2,5 LE BRACING TYPE : DIAPHRAGM # BAYS : LOCATION : RE BRACING TYPE : DIAPHRAGM # BAYS : LOCATION : *** DESIGN CRITERIA *** WIND VELOCITY PRESS (q) : 19.5000 PSF EDGE STRIP WIDTH (FEET) : 20.000 INTERIOR COEFFICIENT,GCpR: .8000 EDGE STRIP COEFFICIENT,GCpX : 1.3000 MAXIMUM UNITY CHECK RATIO: 1.0345 MAX. HORIZONTAL DEFLECTION : .0000 *** LOADING COMBINATIONS *** ' ��� 1. WIND LOAD -;_ BRACING DESIGN 4 JOB NUMBER e 73197A ROOF BRAC- I Nim PAi=E (:F�'ONT TO BAC—k. SIDE: &#* BRACINim RESULTS *#* :TIER ; TIES' ; ' i=:' B R A C I N G— S I Z E /,T E N S I O N ; NO. ------------------------------------------------------------------------------- ; SF'AC I t li=i ; BAY #22 ; BAY #5 ; BAY #0 ; BAY #0 ; BAY #C) 1 ; 0.000C) ; 1/41 DIA ; 1/4" DIA I�. — S) 1 (FS) 1 . ---------------------. , 1 I I rl •1 1 J• '� V 1 rl •l J e 'J J 1 1 ; 2; C).C)C)C)(-) ; ----------------------------------------------------------- 1/4" DIA ; 1/4" DIA -----------------------------7------------------------------------------------- 1.37 1 1.37 1 ' ; C�.C)000 ; 1/4" DIA ; 1/4" DIA 1 -------------------------------------------------------------------------------------- 1 1 1.331 1 1.37 1 4 20. 1/4" DIA ; 1/4" DIA (15) :(BS) 3. 93 I 1 -------•----------------------------------------------------------------.--------- COL ; F ; S T R U T S— T_ Y P E / F O R C E # ------------------------------------------------------------------------------- ; FOf-::i=E ; BAY #2 ; BAY #5 ; BAY #() ; BAY #0 ; BAY #1) FS •11 EAVE ; 4. 357 1 1 1 _ L — -'3 1 ( iJ 1 J I 7. 39 — L _ .—,3 � iJ 1 1 -------------------------------------------------=------------------------------ 1 1 1 1 1 — ._. 1 4. 0040 1 ; i_ L — 1 ; CL — 1 1 ' -----------------------------------------------------=-------------------------- ; 5.07 ; 3.07 — . i �C� ; CL -- 1 ; CL .— 1 ; ' 1 I 1 i• 1 J 1 1•�� I 1 1 1 J 1 — .1 i --:L — 1 ; i_ L- i 1 1 ------------------------------------------------------------------------------- 1 1 1 1 i • 1J 1 1.07 1 ; 4 ; 4. 0 -)40 ; CL — 1 ; CL — i I 1 1 e 137 1 J s )7 I BS ; 4.557 ; ------------------------------------------------------------ CL — S ; CL —S 1 EAVE -----------------•------------------------------------•-------------------- 1 1 I• 3:1'3 1 5.23 1 ------.. • JOB NUMBER . 78197A FRONTSIDE' ** ---------------- BRA?=ING DESIGN WALL BRACING �# PAG—m -: T I EF: 9 i_: Q B R A ?= I ,N h- S I Z E/ T E N S I O N :WALL ; SF'Ai= INi-a- ; BAY # ; BAY #5. ; . BAY # BAY #0 ; BAY #(-) 1 FS 2 4.0C;;(; ; 5/16" DIA ; 5/16" DIA - i --------------------------------------------------------------------------------------- h *# BAS_ F;S I DE **-* TIER ; pi_v BRACING—SIZE/TENSION ; ;WALL ; SF'A?= Ihdi� ; BAY #' ; BAY#5 ; BAY #C? ; BAY #r? ; BAY #?? -------------------------------------------------------------------------------- BS ;4.i?i;i;i; ; 5116" DIA ; 5/16" DIA 7 2 7.0 ------------------------=----------------------------------------------------- LEFT ENDWALL#. --------------------------------- .1 D I A F' H F: A ?j M A C T I O N ; SAVE 1 LIN. FT. : LIN. FT. 1 :WALL: FORCE ; REQUIRED : AVAILABLE ---------------------=---------------- —LE 1 4.68 ; 35> 1'D 30. C;C; ; DIAPHRAGM Ai_ T.I ON IS ADEQUATE RIGHT ENDWALL #�# D 1 A F' 1-1 F: A G M H G T 1 0 N -------------------------------------- EAVE ; LIN. FT. ; LIN. FT. ; WALL: FORCE ; REQUIRED ; AVAILABLE ------------------------------------- RE : 4.68 : 05. 1'D . ; 80. . (-)i; ; DIAPHRAGM ACTION IS ADEQUATE --------------------------------------- 1 - 41, ;3 ^�ti LL t2 JOB NO. 5'7-5 I`7 JOB TITLE MooC-r-N ✓�^�'' � QUOTE NO. DESCRIPTION DESIGNED BY R5P CHK'D BY 6I 0& F-� LXN6111101 NAI. 4bC-ISM ICS bRAGING DATE 2''? 1- I 1 SHEET NO. �ISMIL Fai�Es w -r o;: Y, Koos - 5 C o )(--7 s )v 7, s �` -r5 Gp0 x75 X 24- Wr of Y, fiW = (12,5�(�,25�(2o)(,Z 2=?� Vz .UIvz v► ! W -r of V? �oF = 5�1o)C?5 ' .. I W -r of V2 TW l0, bg,, C C W Zoe 20' 20' 2 5a 5� St m �TKuT Vo2cS5 IN ROOF --- -- --- 5, = V, . .......... _4.24 + 2.o -- ----:- 1'6Ne BRAC, SI_ 4,24 II 5.4 Coro 38.x° 3 usr, /I(o G Sz --� -ISKtION 1.0A0 LN. 14ALL 6RAGING 23 �� T2 � WALLCos 2� ura5 QNC�I>r BRAGINC� Liebe 2�3�3x�ilto TAT 4.3x3x3Aio ARBA= I,Og9Q lN- r2 PQ (NG -T 5,R6A) A32ZIry enoL-Tt> EQ SN p AN = I,Oq — �, Ia375�C 8125� = , g31i Ae� = CGrAp ,15Cg317) = ,103Z sm:5k IN .. CSAMy kp 6t.Db A) !q. 101,;) -- 10, pT kS I � 7C�$� :21.0 0 K, { ' /03? let. 1(,?5) A32Co qt, _ MIDWEST METALLIC PACE 1 *** BRACING DESIGN *** 47 JOB NUMBER : 73197B (F|--- —o/ npT7wr74Trnm� ~~*** GEOMETRIC DATA *** BAY SPACING (FEET) : 3@25.00 BRACED TIER SPACES (FT) : 3@20.00 FRONT EAVE HEIGHT (FEET): 24.0000 FRONT SIDE ROOF SLOPE : 1.0000/12 *** BRACING DATA ***' - RF BRACING TYPE : CABLE FS BRACING TYPE : CABLE BS.BRACING LOCATION : TYPE : CABLE LE BRACING TYPE : DIAPHRAGM RE BRACING TYPE : DIAPHRAGM *** DESIGN CRITERIA *** WIND VELOCITY PRESS (q) : 19.5000 PSF INTERD]R COEFFICIENT,GCpR: .8000 MAXIMUM UNITY CHECK RATIO: 1.0345 *** LOADING COMBINATIONS *** 1. WIND LOAD ` 0 BACK EAVE HEIGHT (FEET) FRONT SIDE TO RIDGE # BAYS : 1 LOCATION : 2 # BAYS : 1 LOCATION : 2 # BAYS : 1 LOCATION : 2 # BAYS : LOCATION : # BAYS : LOCATION : : 24.0000 : 30.0N00 , ED8E.STRIP WIDTH (FEET) : 20.000 EDGE STRIP COEFFICIENT,GCpX : 1.3000 MAX. HORIZONTAL DEFLECTION : .0000 • 4 E. BRACING DESIGN JOB NUMBER e 7'3197B -ROOF BRAC I NG PAi_E 27, (FF:ONT TO BACK=:: SIDE) BRAC I Ni' RESULTS :TIER ; T IES: ; y I_ s B R A i_ I N G' — S I Z E/ T E N S 1 0 N------ , NO. ---------------------------------------------------------------------------=--- ; SPAC: INim ; BAY #22 BAY #0 ; BAY #0 ; BAY #0 ; PAY #C_) ; 1 0i)C)0 ; 0/16" DIA ; ;(FS) ; ; 0.13 ; ; 0. 0000 1/4" DIA ; ------------------ . oc) ; 3 ; 22C). (--)(-)(-)0 ; 0/16" DIA ; ---------- ;(BS) -------------------------------------------------------------------------'------ ; ; 0.13 ; ------------------------------------------------------------------------------ i :OL ; P ; S T R U T S— T .Y P E / F 0 R C: E ; # ; FORCE ; BAY # ; BAY #0 ; BAY #0 ; BAY #c i PAY #� � , ' FS ; 4.3207 ; STRUT ZEE ; ------------------------- ;EAVE ------------------------------------------------------------------------------- ; ; S. ; ; 2; 4. 0040 ; CL — 1 4. 00 , ' ' 3 ; 4. C) () 4 0 ; CL — 1 ; ---------------- 4.00 ' BS ; 4.3 ' 07 ; STRUT ZEE ; — — — ——'---- ; EAVE ; 3 33 • JOB NUMBED: e 73,197B 0 ; -m- FRDNTS I DE *"h * BRAC= I Ni* DES 113N ?� WALL BRAC I Nim # Uw PAGE TIER ; s 1—:? BR A G I N C3 — S I Z E/ T E N S I O N . ; WALL ; SPACING ; BAY #2' ; BAY #i? ; BAY #i) ; BAY #C) ; BAY #0 ---------------------------------------------------------------------------------------- FS ; 2'4. 11/2" DIA ; ; ; 11.18 BAC k.S I DE TIER ; Yi_9 B R A i_ I N G— S I Z E/ T E N S I O N :WALL ; SFAC I NG ; BAY #' ; BAY #C) ; BAY #0 ; BA'Y' #C) ; BA'r #� � ----------------------------------------------------------------------------------- BS 24.0i 0() ; 1/ DIA 1i. 18 ------------------------------------------------------------------------------- x LEFT ENDWALL' ---------------------------------------- D I A P H R A G' M A i= T I O N ----------------=-------------------- ; EAVE ; LIN. FT. ; LIN. FT. ; WALL; FORCE ; REQUIRED ; AVAILABLE LE ; — 4.68 ; 35 1`3 ; Gtr . 00 ; . DIAPHRAGM ACTION IS ADEQUATE ------------------------------------- # RIGHT ENDWALL -------------------'------------------- DIAPHRAGM A 1' ION ---------------------------------------- EAVE ; LIN. FT. ; LIN. FT. :WALL! FOF:,=:E ; RE. U I RED ; AVAILABLE ; RE ; 4.68 ; 351.19 ; 60.00 ------------------------------------------ 0 D I APHRAGM AC=TION IS ADEQUATE JOB NO. 5-,7319'] 50 JOB TITLE Mooep- N X06, Com, QUOTE NO. DESCRIPTION DESIGNED BY 9� CHK'D BY C-7MA40n%7G ANA Z1 Cil WINO LOA DATE I SHEET NO. © r25Y�5ED WIND 6OA0 To SPA012 !�-L 65 MPN, 4% 0 REX` PESSeL1,12E p . c) 45 ..Psrr 5ucT(oN -------.. _ LQAD►NC� �kll�lD� - ... suG-fioN - ------------------ gas c491S ,2 KLF Fop- SS17M1G tl�,*c W 12 x 14 • fffffffffffffffffffffffffffffffffff€fffffff f f f. AUTO/STEEL DESIGN f f A SYNERCOM TECHNOLOGY, INC. DEVELOPMENT f f RELEASE 6 MOD 10 f • f JUNE 1998 f' f � ffffff##f##f#f##f##ffffffffffffff#fffffffff Job Start Date 6-27-91 Ti®e 13:54:25 TITLE - JOB#13197 SPANDREL BEAM 25.00 SPAN BY - REP IDENTIFICATION DATE - 6/27/91 UNITS OPTIONS INPUT. .... ENGLISH OUTPUT .... ENGLISH TYPE - RIGID FRAME REPORT OPTIONS ....FORCES,'MOMENTS, AND STRESSES (LAST CYCLE ONLY) ;'`:DEFLECTIONS AND POTATIONS (LAST CYCLE ONLY) ...'FLANGE BRACE REPORT • ....DESIGN SUMMARY REPORT .:.FREE FORMAT ....SHORT OUTPUT EXECUTION OPTIONS EXECUTION MODE = ANALYSIS ONLY MAXIMUM NUMBER OF ITERATIONS = 1 UNITY CHECK RANGE' = 0.950 TO 1.050 MAXIMUM SEGMENT SIZE = 2.000 FT COEF. OF LINEAR. EXPANSION = 0:0000065000/DEG.F MOD. OF ELASTICITY,E = 29000000. PSI LOCATE FLANGE BRACING = NO • l DESIGN INPUT E C H 0 C & S TRADING CO., P.D. BOX 42527, HOUSTON, TX 77242 PAGE 1 AbD73197 SPANDREL BEAN 25.00 SPAN 6-27-91 MEMBERS LOADED SPLICES LOADED JOBD73197 SPANDREL BEAN 25.00 SPAN REP,6/27/91,,,LC,LC „ FB„ DS,,,,SH 3,1,►,,,►,N JOINTS JOINT,1,0.0,0.0,110 JOINT,2,0.0,25.00,100 MEMBERS MEMBER,1,2 „ 12.0,,,,12.0,1„ B BRACE,8.0,17.0 SECTION,1,D14,,,,,,,,,36. LOADCOND LDCN,1,100.,DL,,,,,,.DL LDCN,2,100.,WLL,,,,,,.WIND PRESSURE LDCN,3,100.,WLR,,,,,,.WIND SUCTION LDCN,4,100.,WL2,,,,,,.SEISMIC IN LDCN,5,100.,WR2,,,,,,.SEISMIC OUT LDCN,6,100.,DL,100.,WLL,,,,,DL+WL PRESSURE LDCN,7,100.,DL,100.,WLR,,,,,DL+WL SUCTION LDCN,B,100.,DL,100.,WL2,,,,,DL+SEISMIC IN LDCN,9,100.,DL,100.,WR2,,,,,DL+SEISMIC OUT LOADS - D,1,2,DL,GLOB,Y,UNIF „ -.014 AD,1,2,WLL,GLDB,X,UNIF,,.2BOB LOAD,I,2,WLR,GLOB,X,UNIF „ -.2574 LOAD,I,2,WL2,GLOB,X,UNIF,,.2 LOAD, I,2,WR2,GLOB,X,UNIF„ -.2 END • *** DE TA I L INPUT ECHO *** JOINT 1 0.00 0.00 110 0.000 0.000 0.000 JOINT 2 0.00 25.00 100 0.000 0.000 0.000 VBERS ER 1 2 , 0. 12.000 0.000 0.000 0.000 12.000 1 0.000 B BRACE 8.00017.000 0.000 0.000 0.000 0:000 0.000 0.000 0.000 0.000 SECTION 1 D14 36.000 0.000 0.000 0.000 LDCN 1 100, DL 0. 0. 0. DL ,. LDCN 2 100. WLL 0. 0. 0. WIND PRESSURE LDCN 3 100. WLR 0. 0. 0.. WIND SUCTION LDCN 4 100. WL2 0. 0. 0. SEISMIC IN LDCN 5 100. WR2 0. 0. 0.' SEISMIC OUT LDCN 6 -100. DL 100. WLL 0. . 0. DL+WL PRESSURE LDCN 7 100. DL 100. -WLR 0. 0. DL+WL SUCTION LDCN 8 100. DL 100. WL2 0. 0. DL+SEISMIC IN LDCN 9 100. DL 100. WR2 0. 0. DL+SEISMIC OUT LOAD 1 2 DL GLOB Y UNIF 0.000 -0.014 0.000 0.000 LOAD 1 2 WLL GLOB X UNIF 0.000 0.281 0.000 0.000 LOAD 1 2 WLR GLOB X UNIF 0.000 - -0.257 0.000 0.000 LOAD 1 2 WL2 GLOB X UNIF 0.000 0.200 0.000 0.000 LOAD 1 2 WR2 GLOB X UNIF 0.000 -0.200 0.000 0.000 END 0 DESIGN SUMMARY REPORT C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB#73191 SPANDREL BEAM 25.00 SPAN -------------------------------------------------------------------------------------- *ME REACTIONS - LOAD CONDITION 1 - DL PAGE NO. - 1 DATE 5-27-91 -------------------- 1 a ll VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER ------ (KIPS) -------- (KIPS) -------- (KIP -FT) -------- 1 0.350 0.000 0.000 2 0.000 0.000 0.000 FRAME REACTIONS - LOAD CONDITION 2 - NIND PRESSURE VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER. ------ (KIPS) - -------- (KIPS) (KIP -FT) 1 0.000 -------- -3.510 -----_-- 0.000 2 0.000 -3.510 0.000 FRAME REACTIONS - LOAD CONDITION 3 - WIND SUCTION VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER --=--- (KIPS) -------- (KIPS) (KIP -FT) • 1 2 0.000 0.000 -------- 3.118 3.218 -------- 0.000 0.000 FRAME REACTIONS - LOAD CONDITION 4 - SEISMIC IN VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER ------ (KIPS) -------- (KIPS) -------- (KIP -FT) 1 0.000 -2.500 -------- 0.000 2 0.000 -2.500 0.000 FRAME REACTIONS - LOAD CONDITION 5 - SEISMIC OUT VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER ------ (KIPS) -------- (KIPS) (KIP -FT) 1 0.000 -------- 2.500 -------- 0.000 2 0.000 2.500 0.000 FRAME REACTIONS - LOAD CONDITION b - DL+NL PRESSURE VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (KIP -FT) • ------ - ------ -------- -------- 1 0.350 -3.510 0.000 ------------------------------------------------------ 2 0.000 -3.510 0.000 PAGE NO. - 1 DATE 5-27-91 -------------------- 1 a ll DESIGN SUMMARY REPORT C & S TRADING CO., P.O. BOX 42527, HOUSTON, T% 77242 JOB#13197 SPANDREL BEAM 25.00 SPAN ------------------------------------------------------------------------------------------- �ME REACTIONS - LOAD CONDITION 7 - DL+NL SUCTION VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (KIP -FT) ------ -------- -------- -------- 1 0.350 3.218 0.000 2 0.000 3.218 0.000 FRAME REACTIONS - LOAD CONDITION 8 - DL+SEISMIC IN VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (KIP -FT) ----=- -------- -------- -------- 1 0.350 -2.500 0.000 2 0.000 -2.500 0.000 FRAME REACTIONS - LOAD CONDITION 9 - DL+SEISMIC OUT VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (KIP -FT) ------ -------- -------- -------- 1 0.350 2.500 0.000 2 0.000 2.500 0.000 --------------------------------------- -------- : ------------------------------------------ PA ----------------------------------=-------=------------------------------------------ • PAGE NO. - 2 DATE 5-27-31 ------------------ DESIGN SUMMARY REPORT C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 3 JOB#73197 SPANDREL BEAM 25.00 SPAN DATE 6-27-91 ------------------------------------------------------------------------------------------------------------------------ MEMBER 1- 2 LENGTH 25.00 FT MEMBER ANGLE 90.00 DEG TEMP DIFF 0, DEG.F RELEASESU WEIGHT 354. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FLG WEB SEG SITE START END' OR PIPE SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 25.00 36.0 13 1.92 FT 11.91 IN 11.91 IN 3.910 X,0.2250 0.2000 W.FLANGE D14 0.752 12.5 FT 6 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - NO. (KIPS) (KIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 0.18 21.94 9.68 23.66 28.80 0.04 17.69 -17.69 0.00 0.75 0.61 2 3.51 44.01 ------------------------------------------------------------------------------------------------------------------------ TOTAL FRAME WEIGHT IS 354. LB ,7 r� 56, FORCES, MOMENTS, AND STRESSES C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOBD13197 SPANDREL BEAM 25.00 SPAN SHEAF: A/H f AXIAL RESULTS FOR DL OUTER FL INNER FL* COMBINED (KIPS) ER O 1- 2------------------------------------------------------ (KSI) (KSI) f AXIAL BENDING BENDING f UNITti CK SHEAR AXIAL f 0.08 f ALLOWABLE STRESSES ANALYSIS FORCE FORCE MOMENT f FA FBO FBI POINT ---------------------------------------------------------- (KIPS) (KIPS) (KIP -FT) {(KSI) (KSI) (KSI) !f 0.00 0.35 0.00 10.78 21.60 19.06 100 0.00 0.34 0.00 10.78 21.60 19.06 101 0.00 .0.31 0.00 10.78 21.60 19.06 102 0.00 0.28 0.00 10.78 21.60 19.06 103 0.00 0.26 0.00 10.78 21.60 19.06 104 4.00 0.23 0.00 7.26 21.60 17.74 105 0.00 0.20 0.00 1.26 21.60 17.74 106 0.00 0.18 0.00 7.26 21.60 17.74 107 0.00 0.15 0.00 7.26 21.60 17.74 108 0.00 0.12 0.00 7._26 21.60 .17.74 109 " 0.00 0.013 0.00 10.78 21.60 15.35 110 0.00 0.07 0.00 10.78 21.60 15.35 111 0.00 0.04 0.00 10.78 21.60 15.35 112 0.00 0.01 0.00 10.78 21.60 15.35 2f ---------------------------------------------------------- 0.00 0.00 0.00 21.60 21.60 15.35 • PAGE NO. 5 7- 1 DATE 6-21-r-1 CYCLE NUMBER, 1 LOAD CONDITION 1 -----------------------------------=------------------------------------- ALLOW. f COMPUTED STRESSES f UNITY CHECK VALUES f MAXIHUM SHEAF: A/H f AXIAL FBO FBI f OUTER FL INNER FL* COMBINED (KIPS) RATIO f (KSI) (KSI) (KSI) f AXIAL BENDING BENDING f UNITti CK ----------------------------------------------------- 33.00 NONE f 0.08 0.00 0.00 f 0.01 0.00 ------------------ 0.00 0.01, 33.00 NONE f 0.08' 0.00 0.00 f 0.01 0.00 0.00 0.02 33.00 NONE f 0.07 0.00 0.00 0.01 0.00 0.00 0.01 33.00 NONE f 0.07 0.00 0.00 f 0.01 0.00 0.00 0.0= 33.00 NONE f 0.06 0.00 0.00 f 0.01 0.00 0.00 0.01 33.00 NONE f 0.06 0.00 0.00 f 0.01 0.00 0.00 0.02 33.00 NONE f 0.05 0.00 0.00 f 0.01 0.00 0.00 0.01 33.00 NONE f 0.04 0.00 0.00 f 0.01 0.00 0.00 0.0= 33.00 NONE f 0.04 0.00 0.00 f 0.00. 0.00 0.00 O.Of 33.00 NONE f 0.03 0.00 0.00 f 0.00 -0.00 0.00 0.00 33.00 NONE f 0.02 0.00 0.00 f 0.00 0.00 0.00 0.0 33.00 NONE f 0.02 0.00 0.00 f 0.00 0.00 0.00 0.081 33.00 NONE f 0.01 0.00 0.00 f-0.00 0.00 0.00 0.0v 33.00 NONE f 0.00 0.00 0.00 f 0.00 0.00 0.00 0.00 33.00 ------------------------------------------------------------------------- NONE f 0.00 0.00 0.00 f 0.00 0.00 0.00 0.0 • 0 FORCES, MOMENT'S, AND STRESSES PAGE NM5 S- 2 C & S TRADING CO., . P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27-91 JOB(#73197 SPANDREL BEAM 25.00 SPAN CYCLE NUMBER 1 SULTS FOR WIND PRESSURE LOAD CONDITION 2 ER 1- 2 --------------------------------------------------7--------------------------------------------------------------------------------- SHEAR AXIAL * ALLOWABLE STRESSES ALLOW.. * COMPUTED STRESSES $ UNITY CHECK VALUES * MAXIMJM ANALYSIS FORCE FORCE MOMENT * FA FBD FBI SHEAR A/H * AXIAL FBO FBI * OUTER FL INNER FL* COMBINED POINT ----------------------------------------------- (KIPS) (KIPS) (KIP -FT) *(KSI) (KSI) -------------------------------------------------------------------------------- (KSI) (KIPS) RATIO * (KSI) (KSI) (KSI) AXIAL BENDING BENDING * UNITY'CK If 3.51 0.00 0.00 14.38 25.41 28.80 44.01 NONE * 0.00 0.00 0.00 * 0.00 0.00 0.00 0.00, 100 . 3.24 0.00 3.25 14.38 25.41 28.80 44.01 NONE * 0.00 2.62 -2.62 * 0.00 0.10 0.09 0.10 101 2.70 0.00 8.96 14.38 25.41 28.80 44.01 NONE * 0.00 1.22 -7.22 * 0.00 0.28 0.25 0.29 102 2.16 0.00 13.63 14.38 25.41 28.60 44.01 NONE * 0.00 10.99 -10.99 * 0.00 0.43 0.38 0.43 103 1.62 0.00 17.26 14.38 25.41 28:30 44.01 NONE 0.00 13.92 -13.92 * 0.00 0.55 0.48 0.55 104 1.08 0.00 19.86 9.68 23.66 28.80 44.01 NONE * 0.00 16.02 -16.02.* 0.00 0.68 0.56 0.69 . 105 0.54 0.00 21.42 9.68 23.66 28.80 44.01 NONE * 0.00 17.27 -17.27 * 0.00 0.73 0.60 0.73. 106 0.00 0.00 21.94 9.68 23.66 28.80 44.01 NONE * 0.00 17.69 -17.69 * 0.00 0.75 .0.61 0.75 107 -0.54 0.00 21.42 9.63 23.66 28.80 44.01 NONE * 0.00 17.27 -17.21 * 0.00 0.73 0.60 0.13 108 -1.08 0.00 19.86 9.68 23.66 28.80 44.01 NONE * 0.00 16.02 -16.02 * 0.00 0.68 0.56 0.69 109 -1.62 0.00 17.26 14.38 20.41 28.80 44.01 NONE * 0.00 13.92 -13.92 * 0.00 0.68 - 0.48 0.68: 110 -2.16 0.00 13.63 14.38 20.47 28.80 44.01 NONE * 0.00 10.99 -10.99 * 0.00 0.54 0.38 0.54. 111 -2.70 0.00 8.96 14.38 20.47 28.80 44.01 NONE * 0.00 7.22 -7.22 * 0.00 0.35 0.25 0.351 112 -3.24 0.00 3.25 14.38 20.47 28.80 44.01 NONE * 0.00 2.62 -2.62 * 0.00 0.13 0.09 - 0.131, 2* ------------------------------------------------------------------------------------------------------------------------------------ -3.51 0.00 0.00 14.38 20.47 28.80 44.01 NONE * .0.00 0.00 0.00 * 0.00 0.00 0.00 0.00 • 0 FORCES, MOMENTS, AND STRESSES C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB#73197 SPANDREL BEAM 25.00 SPAN 4ULTS FOR WIND SUCTION BER 1- 2 ----------------------------------------------------------------- SHEAR AXIAL t ALLOWABLE STRESSES ALLOW. ANALYSIS FORCE FORCE MOMENT t FA FDO FBI SHEAR POINT (:IPS) (KIPS) (KIP -FT) *(KSI) (KSI) (KSI) (KIPS) ----------------------------------------------------------------- 1f -3.22 0.00 0.00 28.80 28.80 25.41 44.01 100 -2.97 0.00 -2.97 28.80 23.80 25.41 44.01 101 -2.48 0.00 '-8.21 28.80 28.80 25.41 44.01 102 -1.98 0.00 -12.49 28.80 28.80 25.41 44.01 103 -1.49 0.00 -15.83 28.80 28.80 25.41 44.01 104 =0.99 0.00 -18.21 28.80 28.80 23.66 44.01 105 -0.50 0.00 -19.63 28.80 28.80 23.66 44.01 106 0.00 0.00 -20.11 28.80 28.80 23.66 44.01 107 0.49 0.00 -19.63 23.80 28.80 23..66 44.01 108 0.99 0.00 -18.21 28.80 28.80 23.66 44.01 109 1.48 0.00 -15.83 28.80 28.80 20.47 44.01 110 1.93 0.00 -12.49 28.80 28.80 20.47 44.01 111 2.47 0.00 -8.21 28.80 28.80 20.47 44.01 112 2.97 0.00 497 28.80 28.30 20.47 44.01 2* 3.22 0.00 .0.00 28.80 28.30 20.47 44.01 ----------------------------------------------------------------- • • ` PAGE NO. 3 DATE 6-27-91 CYCLE NUMBER 1 LOAD CONDITION 3 ----------------------------------------------------------------- i COMPUTED STRESSES € UNITY CHECK VALUES i MAXIMUM A/H AXIAL FBG FBI $ OUTER FL INNER FL* COMBINED RATIO (KSI) (KSI) (KSI) * AXIAL BENDING BENDING $ UNITY CK ----------------------------------------------------------------- NONE f 0.00 0.00 0.00 * 0.00 0.00 0.00 0.00 NONE $ 0.00 -2.40 2.40 { 0.00 0.08 0.09 0.09 NONE f 0.00 -6.62 6.62 f 0.00 0.23 0.26 0.26 NONE } 0.00 -10.08 10.08 } 0.00 0.35 0.40 0.40 NONE t 0.00. -12.76 12.76 { 0.00 0.44 0.50 0.50 NONE } 0.00 -14.68 14.68 $ 0.00 .0.51 0.62 0.62 NONE f 0.00 -15.84 15.84 € 0.00 0.55 0.67 0.67 NONE f 0.00 -16.22 16.22 * 0.00 0.56 0.69 0.69 NONE * 0.00 .-15.84 15.84 f 0.00 0.55 0.67 0.67 NONE f 0.00 -14.6B 14.63 * 0.00 0.51 0.62 0.62 NONE f 0.00 -12.76 12.16 * 0.00 0.44 0.62 0.62 NONE 0.00 -10.08 10.08 * 0.00 0.35 0.49 0.49 NONE 0.00 -6.62 6.62 { 0.00 0.23 0.32 0.32 NONE f 0.00 -2.40 2.40 $ 0.00 0.08 0.12 0.12 NONE ------------------------------------------------------------------ 0.00 0.00 0.00 * 0.00 0.00 0.00 0.00 FORCES, MOMENTS,_ -AND STRESSES C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB873197 SPANDREL BEAM 25.00 SPAN SULTS FOR SEISMIC IN ER 1- 2 ---------------------------------------------------------- SHEAR AXIAL f ALLOWABLE STRESSES ANALYSIS FORCE FORCE MOMENT f FA FBO FBI POINT (KIPS) (KIPS) (KIP -FT) f(KSI) (KSI) (KSI) ---------------------------------------------------------- If 2.50 0.00 0.00 14.38 [5.41 28.80 100 2.31 0.00 2.31 14.38 25.41 28.80 101 1.92 0.00 6.38 14.38 25.41 28.80 102 1.54 0.00 9.71 14.38 25.41 28.80 103 1.15 0.00 12.30 14.38 25.41 28.80 104 0.77 0.00 14.15 9.68 23.66 28.80 105 0.38 0.00 15.26 9.68 23:66 28.80 106 0.00 0.00 15.63 9.68 23.66 28.80 107 -0.38 0.00 15.26 9.68 23.66 28.80 108 -0.77 0.00 14.15 9.68 23.66 28.80 109 -1.15 0.00 12.30 14.38 20.47' 28.80 110 -1.54 0.00 9.71 14.38 20.47 28.80 111 -1.92 0.00 6.38 14.33 20.47 28.80 112 -2.31 0.00 2.31 14.38 20.47 28.80 2f -2.50 0.00 0.00 14.38 20.47 28.80 ---------------------------------------------------------- • PAGE NO. 6 DATE 6-27-1.1 CYCLE NUMBER 1 LOAD CONDITION 4 ------------------------------------------------------------------------- ALLOW. f COMPUTED STRESSES f UNITY CHECK VALUES f MAXIOUM SHEAR A/H f AXIAL FBO FBI f OUTER FL INNER FL* COMBINED (KIPS) PATIO f (KSI) (KSI) (KSI) f AXIAL BENDING BENDING f UNITY CK ------------------------------------------------------------------------- 44.01 NONE f 0.00 0.00 0.00 f 0.00 0.00 0.00 0.0 44.01 NONE f 0.00 1.86 -1.86 f 0.00 0.07 0.06 0.07 44.01 NONE f 0.00 5.15 -5.15 f 0.00 0.20 0.18 0.20 44.01 NONE f 0.00 7.83 -7.83 f 0.00 0.31 0.27 0.31" 44.01 NONE f 0.00 9.92 -9.92 f 0.00 0.39 0.34 0.35 44.01 NONE f 0.00 11.41 -11.41 f 0.00 0.48 0.40 0.4E 44.01 NONE f 0.00 12.30 -12.30 f 0".00 0.52 0.43 0.52 44.01 NONE f 0.00 12.60 -12.60 f 0.00 0.53 0.44 0.52 44.01 NONE f 0.00 12.30 -12.30 f 0.00 0.52 0.43 0.52 44.01 NONE f 0.00 11.41 -11.41 f 0.00 0.48 0.40 0.4E 44.01 NONE f 0.00 9.92 -9.92-* 0.00 0.48 0.34 0.4E 44.01 NONE f 0.00 7.83 -1.83 f 0.00 0.38 0.27 0.3E 44.01 NONE f 0.00 5.15 '5.15 f 0.00 G.25 0.18 0.2: 44.01 NONE f 0.00 1.B6 -1.86 f 0.00 0.09 0.06 0.0`. 44.01 ------------------------------------------------------------------------- NONE f 0.00 0.00 0.00 f 0.00 0.00 0.00 O.00 FORCES, MOMENTS, AND STRESSES C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 17242 JOB#73191 SPANDREL BEAM 25.00 SPAN 46ULTS FOR SEISMIC OUT BER I- 2 --------------------------------------------------------- . SHEAR AXIAL * ALLOWABLE STRESSES ANALYSIS FORCE FORCE MOMENT $ FA FBO FBI POINT (KIPS) (KIPS) (KIP -FT) $(KSI) (iSI) (KSI) --------------------------------------------------------- 1$ -2.50 0.00 0.00 28.80 28.80 25.41 100 =2.31 0.00 -2.31 28.80 28.80 25.41 101 -1.92 0.00 -6.38 28.80 28.80 25.41 102 -1.54 0.00 -9.71 28.80 26.80 25.41 103 -1.15 0.00' -12.30 28.80 28.80 25.41 104 -0.77 0.00 -14.15 28.80 28.80 23.66 105 -0.38 0.00 15.26 28.80 28.80 23.66 106 0.00 0.00 -15.63 28.80 28.80 23.66 107 0.38 0.00 -15.26 28.80 28.80 23.66 108 0.77 0.00 -14.15 28.80 28.80 23.66 109 1.15 0.00 -12.30 28.80 28.80 20.47 110 1.54 0.00 -9.71 28.80 28.80 20.47 111 1.92 0.00 -6.38 28.80 28.80 20.47 .112 2.31 0.00 -2.31 28.80 28.80 20.47 2$ 2.50. 0.00 0.00 28.80 28.80 20.47 �J • PAGE NO. DATE 6-27-91 CYCLE NUMBER 1 LOAD CONDITION 5 -------------------------------------------------------------------------- ALLOW. f COMPUTED STRESSES * UNITY CHECK VALUES * MAX!-lUM SHEAF: A/H f AXIAL FBO FBI * OUTER FL INNER FL* COMEINED (KIPS) -------------------------------------------------------------------------- RATIO t (KSI) (KSI) (KSI) f AXIAL BENDING BENDING f UNITY CK 44.01 NONE * 0.00 0.00 0.00 $ 0.00 0.00 0.00 0.w 44.01 NONE * 0.00 -1.86 1.86 $ 0.00 0.06 0.07 O.C1 44.01 NONE € 0.00 -5.15 5.15 f 0.00 0.18 0.20 0.2() 44.01 NONE # 0.00 -1.83 7.83 0.00 0.27 0.31 0.21 44.01 NONE € 0.00 -9.92 9.92 0.00 0.34 0.39 0.-i 44.01 NONE f 0.00 -11.41 11.41 0.00 0.40 0.48 0.48 44.01 NONE f 0.00 -12.30 12.30 f 0.00. 0.43 0.52 0.s? 44.01 NONE € 0.00 =12.60 12.60.$ 0.00 0.44 0.53 0.lxa 44.01 NONE f 0.00 -12.30 12.30 $ 6.00 0.43 0.52 0.`-, 44.01 NONE { 0.00 -11.41 11.41 g 0.00 0.40 0.48 ().4B 44.01 NONE { 0.00 -9.92 9.92 0.00 0.34 0.48 0.48 44.01 NONE * 0.00 -7.93 7.83 f 0.00 0.27 0.38 0.128 44.01 NONE f 0.00 -5.15 5.15 0.00 0.18 0.25 O. e•, 44.01 NONE t 0.00 -1.86 1.86 $ 0.00 0.06 0.09 0.0 44.01 --------------------------------------------------------------------------- NONE f 0.00 0.00 0.00 {•0.00 0.00 0.00 0. GO FORCES, M0MENTS,_AND STRESSES C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 11242 JOBD73197 SPANDREL BEAM 25.00 SPAN SULTS FOR DL+WL PRESSURE 9BEP. 1- 2 ------------------------ SHEAR AXIAL ANALYSIS FORCE FORCE POINT (KIPS) (KIPS) --------------7--------- 1* .3.51 0.35 100 3.24 0.34 101 2.70 0.31 102 2.16 0.28 103 1.62 0:26 104 1.08 0.23 105 0.54 0.20 106 0.00 0.18 107 -0.54 0.15 108 -1.08 0.12 109 -1.62 0.09 110 -2.16 0.07 111 -2.70 0.04 112 -3.24 0.01 2* -3.51 0.00 r1 L_J • PAGE NO. .6 4 6 DATE 6-27-91 CYCLE NUMBER. 1 LOAD CONDITION b ------------------------------------------------------------------------------------------------------ ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * --- MAXI -MUM MOMENT * FA FDO FBI SHEAR A/H * AXIAL FBO FBI * OUTER FL INNER FL* COMBINED (KIP -FT) *(KSI) (KSI) (KSI) (KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK --------------------------------------------=-----------------------------------------------------------= 0.00 14.38 25.41 28.80 44.01 NONE * 0.08 0.00 0.00 * 0.01 0.00 0.00 0.01 3.25 14.38 25.41 28.80 44.01 NONE * 0.08 2.62 -2.62 * 0.01 0.10 0.09 0.1.1 8.96 14.38 25.41 28.80 44.01 NONE * 0.07 7.22 -7.22 * 0.01 0.28 0.25 0.29 13.63 14.38 25.41 28.80 44.01 NONE * 0.07 10.99 -10.99 * 0.00 0.43 0.38 0.44 17.26 14.38 25.41 28.80 44.01 NONE * 0.06 13.92 -13.92 * 0.00 0.55 0.48 0.5 19.86 9.68 23.66 28.50 44.01 NONE * 0.06 16.02 -16.02 * 0.01 0.68 0.56 . 0.91 21.42 9.58 23.66 28.80 44.01 NONE * 0.05 17.27 -17.27 * 0.01 0.73 0.60 0.74 21.94 9.68 23.66 28.80 44.01 NONE * 0.04 17.69 -17.69 * 0.00 0.75 0.61 0.;5 21.42 9.68 23.66 28.80 44.01 NONE * 0.04 17.27 -17.27 * 0.00 0.73 0.60 0.73 19.86 9.68 23.66 28.80 44.01 NONE * 0.03 16.02 -16.02 * 0.00 0.63 0.56 O:EB 17.26 14.38 20.47 28.80 44.01 NONE * 0.02- 13.92 -13.92 * 0.00 0.68 0.48 0.a 13.63 14.38 20.47 28.80 44.01 NONE * 0.02 10.99 -10.99 * 0.00 0.54 0.3B 0.:4 8.96 14.38 20.47 28.80 44.01 NONE * 0.01 7.22 -7.22 * 0.00 0.35 0.25 0.33 3.25 14.38 20.47 28.80 44.01 NONE * 0.00 2.62 -2.62 * 0.00 0.13 0.09 0. L-13 0.00 --------------------------------------------------------------------------------------------------------- 14.38 20.47 28.80 44.01 NONE * 0.00 0.00 0.00 * 0.00 0.00 0.00 0.00 FORCES, M 0 M E N I S,.AND STRESSES C & S TRADING CO., P.O. BOX 42521, HOUSTON, TX 77242 JOB613197 SPANDREL BEAM 25.00 SPAN 46ULTS FOR DLfWI SUCTION BER 1- 2 ----------------------------------------------------------------- SHEAR AXIAL $ ALLOWABLE STRESSES ALLOW. ANALYSIS FORCE FORCE MOMENT * FA FSO FBI SHEAR POINT (KIPS) (KIPS) (KIP -FT) *(KSI) (KSI) (KSI) (KIPS) ----------------------------------------------------------------- 1* -3.22 0.35 0.00 14.33 28.80 25.41 44.01 100 -2.97 0.34 -2.97 14.38 28.80 25.41 44.01 101 -2.48 0.31 -8.21 14.38 28.80 25.41 44.01 102 -1.98 0.28 -12.49 14.38 28.80 25.41 44.01 103 -1.49 0.26 -15.83 14.38 28.80 25.41 44.01 104 -0.99 0.23 -18.21 9.68 28.80 23.66 44.01 105 -0.50 0.20 -19.63 9.68 28.80 23.66 44.01 106 0.00 0.17 -20.11 9.68 28.80 23.66 44.01 107 0.49 0.15 -19.63 9.68 28.80 23.66 44.01 108 0.99 0.12 -18.21 9.68 28.80 23.66 44.01 109 1.48 0.09 -15.83 14.38 28.80 20.47 44.01 110 1.98 0.07 -12.49 14.38 28.80 20.47 44.01 111 2.47. 0.04 -8.21 14.38 28.80 20.47 44.01 112 2.97 0.01 -2.97 14.38 28.80 20.47 44.01 2$ 3.22 0.00 0.00 14.38 28.80 20.47 44.01 ----------------------------------------------------------------- • • PAGE NO. G3 DATE 6-27-31 CYCLE NUMBER , 1 LOAD CONDITION 7 ------------------------------------------------------------------ COMPUTED STRESSES € UNITY CHECK VALUES * MAXIIUM A/H $ AXIAL FBO FBI * OUTER FL INNER FL* COMBINED RATIO f (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK. -------------------------------------------------------------- NONE * 0.08 0.00 0.00 * 0.01 0.00 0.00 ---- 0.(i1 NONE { 0.08 -2.40 2.40 * 0.01 0.08 0.09 0.1D NONE { 0.07 -6.62 6.62 * 0.01 0.23 0.26 6.'N NONE t 0.07 -10.08 10.08 * 0.00 0.35 0.40 0.40 NONE € 0.06 -12.76 12.76 f 0.00 0.44 0.50 0.54 NONE { 0.06 44.68 14.68 f 0.01 0.51 0.62 0.63 NONE { 0.05 -15.84 15.84 } 0.01 0.55 0.67 0.(x7 NONE * 0.04 -16.22 16.22 * 0.00 0.56 0.69 0.0 NONE } 0.04 -15.84 15.84 f 0.00 0.55 0.67 0.0 NONE $ 0.03 -14.68 14.68 f 0.00 0.51 0.62 0.E2 NONE { 0.02 -12.76 12.76 f 0.00 0.44 0.62 0.63 NONE * 0.02 -10.08 10.08 * 0.00 0.35 0.49 0.49 NONE f 0.01 -6.62 6.62 * 0.00 0.23 0.32 0.m NONE t 0.00 -2.40 2.40 $ 0.00 0.08 0.12 O.L2 NONE ------------------------------------------------------------------ { 0.00 0.00 0.00 f 0.00 0.00 0.00 0.M FORCES, MOMENTS, AND ST R.ESSES a C & S TRADING CO., P.C. BOX 42527, HOUSTON, TX 11242 JOBD73197 SPANDREL BEAM 25.00 SPAN RESULTS FOR DL+SEISMIC IN 00BER1- Z ------------------------------------------------------ SHEAR AXIAL { ALLOWABLE STRESSES ANALYSIS FORCE FORCE MOMENT $ FA FBO FBI POINT (KIPS) (KIPS) (KIP -FT) {(KSI) (KSI) (KSI) --------------------------------------------------------- 1* 2.50 0.35 0.00 14.38 25.41 28.8( 100 2.31 0.34 2.31 14.38 25.41 28.8( 101 1.92 0.31 6.38 14.38 25.41 28.8( 102 1.54 0.28 9.71 14.38 25.41 28.8( 103 1.15 0.26 12.30 14.38 25.41 28.8( 104 0.77 0.23 14.15 9.68 23.66 28.8( 105 0.38 0.20 15.26 9.68 23.66 28.8( 106 0.00 0.18 15.63 9.68 23.66 28.8( 107 -0.38 0.15. 15.26 9.68 23.66 28.8( 108 -0.77 0.12 14.15 9.68 23.66 28.8( 109 -1.15 0.09 12.30 14.38 20.47 28.8( 110 -1.54 0.07 9.71 14.38 20.47 28.8( 111 -1.92 0.04 6.38 14.38 20.47 28.8( 112 -2.31 0.01 2.31 14.38 20.47 28.8( 2$ -2.50 0.00 0.00 14.38 20.47 28.8( --------------------------------------------------------- • • r PAGE NO. - 48 DATE 6-27-91 CYCLE NUMBER 1 LOAD CONDITION 8 ----------------------------------- ALLOW. --------- * COMPUTED STRESSES * ----------------------------- UNITY CHECK VALUES * MAXIMUM SHEAR A/H $ AXIAL FBO FBI * OUTER FL.INNER FL* COMBINED (KIPS) RATIO € (KSI) (KSI) (KSI) f AXIAL BENDING BENDING * UNITY CK -7 ----------------------------------------------------------------------- 44.01 NONE * 0.08 0.00 0.00 * 0.01 0.00 0.00 0.01 44.01 NONE * 0.08 1.86 -1.56 * 0.01 0.07 0.06 0.08 44.01 NONE { 0.07 5.15 -5.15 $ 0.01 0.20 0.18 0.21 44.01 NONE f 0.07 1.83 -1.83 { 0.00 0.31 0.27 0.31 44.01 NONE $ 0.06 9.92 -9.92 } 0.00 0.39 0.34 0.39 44.01 NONE * 0.06 11.41 -11.41 x.0.01 0.48 0.40 0.49 44.01 NONE f 0.05 12.30 -12.30 f 0.01 0.52 0.43 0.53 44.01 NONE 0.04 12.60 -12.60 $ 0.00 0.53 0.44 0.54 441.01 NONE g 0.04 12.30 -12.30 f 0.00 0.52 0.43 0.52 44.01 NONE 0.03 11.41 -11.41 $ 0.00 0.48 0.40 0.49 44.01 NONE { 0.02 9.92 -9.92 f 0.00 0.48 0.34 0.49 44.01 NONE 0.02 7.83 -1.83 $ 0.00 0.38 0.27 0.3B 44.01 NONE 0.01 5.15 -5.15 i 0.00 0.25 0.18 0.25 44.01 NONE f 0.00 1.86 -1.86 * 0.00 0.09 0.06 0.09 44.01 NONE * 0.00 0.00 0.00 { 0.00 0.00 0.00 0.00 • • FORCES, MOMENTS, AND STRESSES PAGE NO. C & S TRADING CO:, P.O. BOX 42527, HOUSTON, TX 77242 DATE 6 -21 -ll JOBD73197 SPANDREL BEAM 25.00 SPAN CYCLE NUMBER 1 FOR DL+SEISMIC OUT LOAD CONDITION 9 4wLTS ER i- 2 ----------------------------------------------------------------------------------=------------------------------------------------ SHEAR AXIAL { ALLOWABLE STRESScS ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIKUM ANALYSIS FORCE FORCE ' MOMENT $ FA FBO FBI SHEAR A/H * AXIAL FBG FBI * OUTER FL INNER, FL* COMBINED POINT (KIPS) (KIPS) (KIP -FT) *(KSI) (KS1) (KSI) (KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK -------------------------------------------------------------------------------------------------------------------------------- 1* -2.50 0.35 ' 0.00 14.38 28.80 25.41 44.01 NONE * 0.08 0.00 0.00 * 0.01 0.00 0.00 - -- O.OL 100 -2.31 0.34 -2.31 14.38 28.80 25.41 44.01 NONE * 0.08 -1.86 1.86 * 0.01 0.06 0.07 0.0E 101 -1.92 0.31 -6.38 14.38 28.80 25.41 44.01 NONE * 0.07 -5.15 5.15 * 0.01 0.18 0.20 0.21 102 -1.54 0.28 -9.71 14.38 28.80 25.41 44.01 NONE * 0.07 -7.83 7.83 * 0.00 0.27 0.31 0.3E 103 -1.15 0.26 -12.30 14.38 28.80 25.41 44.01 NONE * 0.06 -9.92 9.92 * 0.00 0.34 0.39 0.3c 104 -0.77 0.23 -14.15 9.68 28.60 23.66 44.01 NONE * 0.06 -11.41 11.41 * 0.01 0.40 0.48 0.4'= 105 -0.38 0.20 -15.26 9.68 28.80 23.66 44.01 NONE * 0.05 -12.30 12.30 * 0.01 0.43 0.52 0.52 106 0.00 0.17 -15.63 9.68 28.80 23.66 44.01 NONE * 0.04 -12.60 12.60 * 0.00 0.44 0.53 0.5- 107 0.38 0.15 -15.226 9.68 28.80 23.66 44.01 NONE * 0.04 -12.30 12.30 * 0.00 0.43 0.52 0.5c 108 0.77 0.12 -14.15 9.68 28.80 23.66 44.01 NONE * 0.03 -11.41 11.41 * 0.00 0.40 0.48 0.4'= 109 1.15 0.09 -12.30 14.38 28.80 20.41 44.01 NONE * 0.02 -9.92 9.92 * 0.00 0.34 0.48 0.4':- .4'=110 110 1.54 0.07 -9.11 14.38 28.80 20.47 44.01 NONE * 0.02 -7.83 7.83 * 0.00 0.27 0.38 0.3E 111 1.92 0.04 -6.38 14.38 28.80 20.47 44.01 NONE * 0.01 -5.15 5.15 * 0.00 0.18 0.25 0.2: 112 2.31 0.01 -2.31 14.38 28.80 20.47 44.01 NONE * 0.00 -1.86 1.86 * 0.00 0.06 0.09 0.0s 2* ------------------------------------------------------------------------------------------------------------------------------------ 2.50 0.00 0.00 14.38 28.80 20.47 44.01 NONE * .0.00 0.00 0.00 * 0.00 0.00 0.00 0.00 • • DEFLECTIONS AT ANALYSIS POINTS C & S TRADING CO.,. P.O. BOX 42527, HOUSTON, TX 77242 0.538 0.000 D73197 SPANDREL BEAN 25.00 SPAN -0.107 0.000 0.531 -0.009 1LTS ---------------------------------------------------------------------------------------------- FOR DL 101 -0.315 OUTPUT BY SECTION -0.026 ANALYSIS X -DEFLECTION Y -DEFLECTION Z -ROTATION X-COORDINATE Y-COORDINATE t -ANGLE POINT ---------------------------------------------------------------------------------------------- (IN) (IN) (DEGREES) (FT) (FT) (DEGREES) 1* 0.000 0.000 0.000 0.000 0.000 90.000 100 0.000 0.000 0.000 0.000 0.962 90.000 101 0.000 0.000 0.000 0.000 2.885 90.000 102 0.000 0.000 0.000 0.000 4.808 90.000 103 0.000 0.000 0.000 0.000 6.731 90.000 104 0.000 0.000 0.000 0.000 8.654 90.000 105 0.000 0.000 0.000 0.000 10.577 90.000 '106 0.000 0.000 0.000 0.000 12.500 90.000 107 0.000 0.000 0.000 0.000 14. 42 3 90.000 108 0.000 0.000 0.000 0.000 16.346 90.000 109 0.000 0.000 0.000 0.000 18.269 90.000 110 0.000 0.000 0.000 0.000 20.192 90.000 111 0.000 0.000 0.000 0.000 22.115 90.000 112 0.000 0.000 0.000 0.000 24.038 90.000 2* ---------------------------------------------------------------------------------------------- 0.000 0.000 0.000 0.000 25.000 90.000 RESULTS -------------------------------------- FOR WIND PRESSURE OUTPUT BY SECTION It 0.000 0.000 ------------------------------------------------------- -0.587 0.000 0.000 89.413 100 0.117 0.000 -0.580 0.010 0.962 89.420 *1 0.344 0.000 -0.542 0.029 2.885 89.458 02 0.549 0.000 -0.472 0.046 4.808 89.528 103 0.721 .0.000 -0.376 0.060 6.731 89.624 104 0.850 0.000 70.261 0.071 8.654 89.739 105 0.930 0.000 -0.133 0.078 10.577 89.867 106 0.958 0.000 0.001 0.080 12.500 90.001 107 0.931 0.000 0.135 0.078 14.423 90.135 108 0.851 0.000 0.263 0.071 16.346 90.263 109 0.721 0.000 0.378 0.060 18.269 90.318 110 0.550 0.000 0.474 0.046 20.192 90.414 111 0.344 0.000 0.544 0.029 22.115 90.544 112 0.117 0.000 0.582 0.010 24.038 90.582 2* 0.000 0.000 0.587 0.000 25.000 90.587 -------------------------------------------------------------------------------------- RESULTS FOR WIND SUCTION OUTPUT BY SECTION 1{ 0.000 0.000 0.538 0.000 0.000 90.538 100 -0.107 0.000 0.531 -0.009 0.962 90.531 101 -0.315 0.000 0.496 -0.026 2.885 90.496 102 -0.504 01.000 0.432 -0.042 4.808 90.432 103 -0.661 0.000 0.344 -0.055 6.731 90.344 104 -0.780 0.000 0.239 -0.065 8.654 90.23:+ 105 -0.853 0.000 0.122 -0.071 10.577 90.122 106 -0.878 0.000 -0.00! -0.073 12.500 89.999 107 -0.853 0.000 -0.124 -0.071 14.423 89.876 8 -0.780 0.000 -0.241 -0.065 16.346 89.759 9 -0.661 0.000 -0.347 -0.055 18.269 89.653 110 =0.504 0.000 -0.434 -0.042 20.192 89.566 111 -0.316 0.000 -0.499 -0.026 22.115 89.501 112 ---------------------------------------------------------------------------------------------- -0.107 0.0^v0 -0.534 -0.009 24.038 89.466 66 PAGE NO. - i DATE 6 -27 -Si CYCLE NUMBER i LOAD CONDITION 1 LOAD CONDITION 2 LOAD CONDITION 3 DEFLECTIONS AT ANALYSIS POINTS PAGE NO. - 2 C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 71242 DATE 6-27-91 JOB#73197 SPANDREL BEAN 25.00 SPAN CYCLE NUMBER i �ULTS --------------------------------------------------------------------------------------------- FOR WIND SUCTION OUTPUT BY SECTION LOAD CONDITION 3 ANALYSIS X -DEFLECTION Y -DEFLECTION t -ROTATION X-COORDINATE Y-COORDINATE t -ANGLE POINT ---------------------------------------------------------------------------------------------- (IN) (IN) (DEGREES) (FT) (FT) (DEGREES) 2* ---------------------------------------------------------------------------------------------- 0.000 0.000 -0.538 0.000 25.000 89.462: RESULTS ---------------------------------------------------------------------------------------------- FOR SEISMIC IN OUTPUT BY SECTION LOAD CONDITION 4 1* 0.000 0.000 -0.418 0.000 0.000 89.582 100 0.033 0.000 -0.413 0.007 0.962 89.587 101 0.245 0.000 -0,386 0.020 2.885 89.614 102 0.391 0.000 -0:336. 0.033 4.808 89.664 103 0.514 0.000 -0.268 0.043 6.731 89.732 104 0.606 0.000 70.186 0.050 3.654 89.314 105 •0.663 0.000 -0.095 0.055 10.577 89.905 106 0.682 0.000 0.001 0.057 12.500 90.001 107 0.663 0.000 0.096 0.055 14.423 90.096 108 0.606 0.000 0.187 0.050 16.346 90.187 109 0.514 0.000 0.269 0.043 18.269 90.269 110 0.392 0.000 0.338 0.033 10.192 90.338 111 0.145 0.000 0.387 0.020 22.115 90.387 112 0.083 0.000 0.415 0.007 24.038 90.415 2* 0.000 0.000 0.418 0.000 25.000 90.418 ------------------------------------------------------------------------=--------------------- ULTS ------------------------------------------------------------------------------------------- FOR SEISMIC OUT OUTPUT BY SECTION LOAD CONDITION 5 1{ 0.000 0.000 0.41E O.GOU 0.000 90.418 100 -0.083 0.000 0.413 -0.007 0.962 -90.413 101 -0.245 0.000 U. 386 -0.020 2.385 90.386 102 -0.391 0.000 0.336 -0.033 4.808 96.335 103 -0.514 0.000 0.268 -0.043 6.731 90.268 104 -0.606 0.000 0.136 -0.050 8.654 90.186 105 -0.663 0.000 0.0'135 -0.055 10.577 90.095 106 -0.682 0.000 -0.001 -0.057 12.500 89.999 107 -G.bb3 0.000 -0.096" -0.055 14.423 89.904 103 -0.606 0.000 -0.187 -0.050 A60.346 89.813 109 -0.514 0.000 -0.269 -0.043 18.269 89.731 110 -0.392 0.000 -0.338 -0.033 20.192 89.662 111 -0.245 0.000 -0.387 -0.020 22.115 89.613 112 -0.083 0.000 -0.415 -0.007 24.033 '89.585 2} 0.000 0.000 -0.418 0.000 25.000 89.582 ---------------------------------------------------------------------------------------------- RESULTS -------------------------------------------------------------------------------------------=-- FOP. DL+WL PRESSURE OUTPUT BY SECTION LOAD CONDITION 6 1* 0.000 0.000 -0.587 0.000 0.000 89.413 100 0.117 0.000 -0.580 0.010 0.962 89.420 101 0.344 0.000 -0.542 0.029 2.885 89.458 102 0.549 0.000 -0.472 0.046 4.808 89.528, 103 0.721 0.000 -0.376 0.060 6.731 89.624 0.350 0.000 -0.261 0.071 8.654 89.139 •104 105 0.930 0.000 -0.133 0.076 10.577 89.867 106 0.953 0.000 0.001 0.080 12.500 90.001 107 0.931 0.000 0.135 0.078 14.423 90.135 108 ------------------------------------=------------------------------=-------------------------- 0.851 0.000 0.263 0.071 16.346 90.163 DEFLECTIONS AT ANALYSIS POINTS C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 46 #73197 SPANDREL BEAN 25.00 SPAN LILTS FOR DL+WL PRESSURE OUTPUT BY SECTION --------------------------------------------------------------------------------------------- ANALYSIS X -DEFLECTION Y -DEFLECTION Z -ROTATION X-COORDINATE Y-COORDINATE Z -ANGLE POINT ---------------------------------------------------------------------------------------------- (IN) (IN) (DEGREES) (FT) (FT) (DEGREES) 109 0.721 0.000 0.378 0.060 18.269 90.378 110 0.550 0.000 0.474 0.046 20.192 90.474 111 0.344 0.000 0.544 0.029 22.115 90.544 112 0.117 0.000 0.582 0.010 24.038 90.582 2{ ---------------------------------------------------------------------------------------------- 0.000 0.000 0.587 0.000 25.000 90.587 RESULTS ------------------------------------------- FOR DL+WL SUCTION OUTPUT BY SECTION 1* 0.000 0.000 -------------------------------------------------- 0.538 0.000 0.000 90.538 100 =0.101 0.Ooo 0.531 -0.009 0.962 90.531 101 -0.315 0.000 0.496 -0.026 2.BB5 90.496 102 -0.504 0.000 0.432 -0.042 4.808 90.432 103 -0.661 0.000 0.34.4 -0.055 6.731 90.344 104 -0.780 0.000 0.239 -0.065 8.654 90.239 105 -0.853 0.000 0.122 -0.071 10.577 90.122 106 -0.878 0.000 -0.001 -0.073 12.500 . 89.999 107 -0.853 0.000 -0.124 -0.071 14.423 89.876 108 -0.780 0.000 -0.241 -0.065 16.346 89.759 109 -0.661 0.000 -0.347 -0.055 18.269 89.653 110 -0.504 0.000 -0.434 -0.042 20.192 89.566 011 -0.316 0.000 -0.499 -0.026 22.115 89.501. 1. 12 -0.107 0.000 -0.534 -0.009 24.038 89.466 2$ ------------------------------------------------7--------------------------------------------- 0.000 0.000 -0.538 0.000 25.000 89.462 RESULTS --------------------------- FOR DL+SEISMIC IN ------------------------------------------------------------------- OUTPUT BY SECTION 1* 0.000 0.000 -0.418 0.000 0.000 89.582 100 0.083 0.000 -0.413 0.007 0.962 89.587 101 10.245 0.000 -0.386 0.020 2.885 89.614 102 0.391 0.000 -0.336 0.033 4.808 89.664 103 0.514 0.000 -0.268 0.043 6.731 89.732 104 0.606 0.000 -0.186 0.050 8.654 89.814 105 U. 663 0.000 -0.095 0.055 10.577 89.905 106 0.682 0.000 0.001 0.057 12.500 90.001 107 0.663 0.000 0.096 0.055 14.423 90.096 108 0.606 0.000 0.187 0.050 16.346 90.181 109 0.514 0.000 0.269 0.043 18.269 90.269 110 0.392 0.000 0.338 0.03nn 3 20.132 90.339 111 0.245 0.000 0.387 0.020 22.115 90.387 112 0.083 0.000 0.415 0.007 24.038 90.415 2f ---------------------------------------------------------------------------------------------- 0.000 0.000 0.418 0.000 25.000 90.418 RESULTS ---------------------------------------------------------------------------------------------- FOR DL+SEISMIC OUT OUTPUT BY SECTION I$ 0.000 0.000 0.418 0.000 0.000 90.418 .. 00 -0.083 0.000 0.413 -0.007 0.962 90.413 101 -0.245 0.000 0.386 -0.020 2.885 90.386 102 -0.39,1 0.000 0.336 -0.033 4.808 90.336 103 -0.514 0.000 0.268 -0.043 6.731 90.268 104 ---------------------------------------------------------------------------------------------- -0.606 0.000 0.186 -0.050 8.654 90.186 L) 3 PAGE NO. - 3 DATE 6-27-'31 CYCLE NUMBER 1 LOAD CONDITION 6 . LOAD CONDITION 7 LOAD CONDITION 8 - LOAD CONDITION 9 D E F L EC T IONS AT A N A L Y S I S P O I N;T S C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242' 89.999 SPANDREL BEAM 25.00 SPAN 16.346 89.813 16B#73197 LTS FOR DL*SEISMIC OUT 20.192 -89.662 ------------------------------------------------------------------ ANALYSIS X -DEFLECTION Y -DEFLECTION Z -ROTATION X-COORDINATE POINT (IN) (IN) (DEGREES) (FT) ------------------------------------------------------------------ 105 -0.663 0.000 0.095 -0.055 106 -0.682 0.000 -0.001 -0.057 107 -0.663 0.006 -0.096 -0.055 108 -0.606 0.000 -0.187 -0.050 109 -0.514 0.000 -0.269 -0.043 110 -0.392 0.000 -0.338 -0.033 111 -0.245 0.000 -0.387 -0.020 112 -0.083 0.000 -0.415 -0.007 2� ------------------------------------------------------------------ 0.000 0.000 -0.418 0.000 • OUTPUT BY SECTION -------------------------- Y-COORDINATE Z -ANGLE (FT) (DEGREES) 10.577 : 90.095 12.500 89.999 14.423 89.904 16.346 89.813 18.269 89.731 20.192 -89.662 22.115 89.613 24.038 89.585 25.000 -------------------------- 89.582 69 PAGE NO. - 4 DATE 6-27-91 CYCLE NUMBER 1 LOAD CONDITION 9 FLANGE BRACE REPORT C & S TRADING CO., P.D. BOX 42527, HOUSTON, TX 71242 PAGE NO. - 1 JOBo13197 SPANDREL BEAN 25.00 SPAN DATE 6-27-91 •LOCATE FLANGE BRACING = N ---------------------------------------------------------------------------------------------------------------------- MEMBER 1 - 2 OUTER FL. BRACED AT B.00FT 17.00FT INNER FL. BRACED AT X X ---------------------------------------------------------------------------------------------------------------------- Joh End Date 6-27-91 Time 13:54:33 0 • .7 70 0 DESIGN LOADS DEAD LDAD LIVELDAD 4�\ W]]VI> L{}AI> SESM[I C-:_ m DESIGN CALCULATIONS FOR MAJNFFR.AME MODERN BUILDING CO METALLIC� JOB' NO. 5-73L1!97' WEIGHT OF METAL BUILDING ONLY 12.0 PSF - FRAMES VP -MPH EXP. C, UBC -88 ~7� ZONE 3 SEE ATTACHED COMPUTER.RUNS FOR ANALYSIS 0 -."i,)� I. FRAME SLOPE: OIUe ;12 E. H.- 24O . BLDG:' 8 C D E JOB NUMBER: 5'73Ig7 ` SHEET NO. 4- o{ REV. 60Y,6/160 (ox* 60x,5/1, (ox% �P.I.iN�j � cJl•�oc_ �P�- j,2 4. � 1, F. PURLINS • 20-0 IL wE� 9 i IZ" VJEP� 0A.BOLT +FLANGE - BRACES• ROOF: (EANE TO PEAK) ONNECTIONS IA r3 3 KNEE SPLICE Sol o 0 I. . bV WALL: (BASZ TO EASE) '1 /acxJ/,s ' INTERIOR SPLICE PEAK SPLICE l I4 -/ H. T. W/ � fi') ( — ,. H.T. 4 Y H % W/ F2) (g-3/. H.T. W/% P) REACTIONS DL+LL DL+WLL �� DL+ 4-:,CtSNj I G 3 O.ZK t1-7 1 1"mv, FRAME SLOPE: Irv= :12 I E.H. '�'fo. BLDG: ' A& C D E JOB NUMBER:5 i T� 1q 7_ SHEET NO. 5 REV.— OX-4- 7Yp f r] Epb Id GJA x 20' WEB �J I.F. PURLINS �Oti. ©a *FLANGE BRACES* ROOF: 2ZV WE3 goo `. w e —� OA.BOLT I (EAVE TO PEAK) CONNECTIONS 3! I G9o'. o WALL: (BASE TO EAVE) �4"wEP, KNEE SPLICE INTERIOR SPLICE PEAK SPLICE k 1 L -��4 - ri.1. w/ % R) ( - H.T. W/ ) 0 H.T. W 5 REACTIONS DL+LL DL+WLL 3 Dl. -� SEISM IL OK '=♦ .S.oK Ili � .3,2� 4.3"` 2,4} t E-- 7---� 12.0'` 12:0 1 e -o. 4A .N> � •` • "..'-.� ...rte__ .. . •__ ... s Job Start Date 6-27-91 Time 14:12: 5 TITLE - JOB#73197A CS8024 12/20/70 UBC88 BY - REP IDENTIFICATION DATE - 6/27/91 UNITS OPTIONS INPUT .... ENGLISH OUTPUT .... ENGLISH TYPE - RIGID FRAME REPORT OPTIONS +rraararrtar+++rarrrttttr+•taarr as r•rrrrraa + + a AUTO/STEEL DESIGN + ....ANCHOR BOLTS AND CONNECTIONS + A SYNERCOM TECHNOLOGY, INC. DEVELOPMENT + • + R.T. EASE 6 MOD 10 + ....FREE PORIW + + JUNE 1988 + EXECUTION OPTIONS •rr+ararrtarrraaaatrrr rr+aarrraatrrttstt ara Job Start Date 6-27-91 Time 14:12: 5 TITLE - JOB#73197A CS8024 12/20/70 UBC88 BY - REP IDENTIFICATION DATE - 6/27/91 UNITS OPTIONS INPUT .... ENGLISH OUTPUT .... ENGLISH TYPE - RIGID FRAME REPORT OPTIONS ....FORCES, MOMENTS, AND STRESSES (LAST CYCLE ONLY) ....ANCHOR BOLTS AND CONNECTIONS ....FLANGE BRACE REPORT • ....DESIGN SUMMARY REPORT WITH DEFLECTIONS ....FREE PORIW ....SHORT OUTPUT EXECUTION OPTIONS EXECUTION MODE ANALYSIS ONLY MAXIMUM NUMBER OF ITERATIONS = 1 UNITY CHECK RANGE = 0.950 TO 1.050 MAXIMUM SEGMENT SIZE - 2.000 FT' COED. OF LINEAR EXPANSION - 0.0000065000/DEG.P MOD. OF ELASTICITY,E = 29000000. PSI LOCATE FLANGE BRACING = YES 0 75 D E S I G N I N P U T E C H 0 C CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE 1 JOBWING CS8024 12/20/70 UBC88 6-27-91 MEMBERS LOADED SPLICES LOADED JOBS73197A CS8024 12/20/70 UBC88 REP,6/27/91,,, LC „ AC,FB„ DF,,,,SH 3rlrrrrrrrY SPANS 80., 24.,,8.,12.5,,,36.5 BE,r,WArr18E,,,50.rrrrrrrrrrr42. 36.5,24.5,,, 24.5,1.,8.,40.,,20005,P,S 6C,,,WA,,,6C,,,,50.,42. 6BrrrWlr..6Brrr20.,50.,42. 5.,5.,1. LOAD FACTORS, 25., 100. DEAD LOAD,.05 LIVE LOAD,.300 WIND LOAD,75.,MPH,UB85,1.,0.0,1.0 LOAD CONDITIONS 1,2 LOADCOND L.DCN,3,100.,DL,100.,WL2,,,,,DL + SEISMIC LEFT LDCN,4,100.,DL,100.,WR2,,,,,DL + SEISMIC RIGHT LO LO ,1,WL2,GLOB,X,CONC,0.0,3.53 LDAD,4,5,WL.2,GLOB,X,CONC,0.0,3.53 LOAD,2,1,WR2,GL4DB,X,CONC,0.0,-3.53 LOAD, 4, 5, WR2 , GLOB, X, CONC, 0 . 0 , - 3. 5 3 END Is M A C R O I N P U T E C H O CING CO., P.O. BOX 42527, HOUSTON, TX 77242 CYCLE 1 JOB 197A CS8024 12/20/70 UBC88 SPAN LENGTHS 80.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 LEFT EXTERIOR COLUMN RAVE WALL GIRT BASE MID MID KNEE BASE TEMP BASE F G HEIGHT SLOPE SIZE DEPTH DEPTH DIST. DEPTH SETTLE DIFF DISPL X'R Xx 24.000 0.000 8.000 12.500 0.000 0.000 36.500 0.00 0.00 0.00 0.00 8E WA 8E 50.00 0.00 42.00 0 RAFTER AT LEFT KNEE 36.500 24.500 0.000 0.000 24.500 1.000 8.000 40.000 0.0 20005 P S 0 SECTION 1 FOR RAFTER SECT FLANGE WEB /OUTER FLANGE-/------WEB-----/-INNER FLANGE-/ LENGTH FY FY Kx 6C WA 6C 0.00 50.00 42.00 0.00 0 SECTION 2 FOR RAFTER SECT FLANGE WEB /OUTER FLANGE-/-----WEB-----/-INNER FLANGE-/ LENGTH PY FY Kx 6B Wl 6B 20.00 50.00 42.00 0.00 0 PURLIN AND BRACE LOCATIONS 5 • 5.000 1.000 SYMMETRIC FRAME GENERATED WITH CENTERLINE AT X - 38.81 FT 0 0 ,I M A C R O I N P U T E C H O CING CO., P.O. BOX 42527, HOUSTON, TX 77242 JO 97A CS8024 12/20/70 UBC88 LOAD FACTORS 25.000 •100.000 0 DEAD LOAD 0.050 0.000 0.000 0.000 0.000 0 LIVE LOAD 0.300: 0.000 0.000 0.000 0.000 0 WIND LOAD 75.000 MPH UB85 1.000 0.000 1.000 0.000 0 LOAD CONDITIONS 0 1 2 0 0 0 0 0 0 0 0'0 0 0 0 0 0.00 0.00 0.00 0.00 LOADCOND 0 LDCN 3100.00 DL 100.00 WL2 0.00 0.00 DL + SEISMIC LEFT LDCN 4100.00 DL 100.00 WR2 0.00 0.00 DL + SEISMIC RIGHT LOADS 0 LOAD 2 1 WL2 GLOB X CONC 0.000 3.530 0.000 0.000 LOAD 4 5 WL2 GLOB X CONC 0.000 3.530 0.000 0.000 LOAD 2 1 WR2 GLOB X CONC 0.000 -3.530 0.000 0.000 LOAD 4 5 WR2 GLOB X CONC 0.000 -3.530 0.000 0.000 IAAD 1 2 DL GLOB Y UNIF 0.00000 -0.04269 0.00000 -0.04269 DLWT LOAD 1 2 WLL GLOB X UNIF 0.00000 0.35958 20.02358 0.35958 WLLX LOAD 1 2 WLL GLOB X UNIF 20.02358 0.79811 1.95462 0.79811 WLLX LOAD 2 3 LL GLOB Y UNIF 0.00000 -0.31641 0.00000 -0.31641 LIVE LOAD 2 3 DL GLOB Y UNIF 0.00000 -0.05273 0.00000 -0.05273. DEAD LOAD 2 3 DL GLOB Y UNIF 0.00000 -0.02635 0.00000 0.02635 DLWT LOAD 2 3 WLL GLOB X UNIF 0.00000 -0.02999 37.92593 -0.02999 WLLX LO 2 3 WLL GLOB Y' UNIF 0.00000 0.35991 37.92593 0.35991 WILY LO 4 3 LL GLOB Y UNIF 0.00000 -0.31641 - 0.00000 0.31641 LIVE LOAD 4 3 DL GLOB Y UNIF 0.00000 -0.05273 0.00000 -0.05273 DEAD LOAD 4 3 DL GLOB Y UNIF 0.00000 0.02635 0.00000 -0.02635 DLWT LOAD 4 3 WLL GLOB X UNIF 0.00000 0,.02999 37.92593 0.02999 WLLX LOAD 4 3 WLL GLOB Y UNIF 0.00000 0.35991 37.92593 0.35991 WILY LOAD 5 4 DL GLOB Y UNIF 0.00000 -0.04269 0.00000 -0.04269 DLWT LOAD 5 4 WLL GLOB X UNIF 0.00000 0.26617 21.97820 0.26617 WLLX END LOAD CONDITION ARRAY 1 DL 100. LL 100. 0. 0. 2 DL 100. WLL 100. 0. 0. 3 DL 100. WL2 100. 0. 0. 4 DL 100. WR2 100. 0. 0. LOAD CONDITION DESCRIPTIONS 1 DEAD + LIVE LOAD 2 DL + WLL 3 DL + SEISMIC LEFT 4 DL + SEISMIC RIGHT' 0 J F R A M E D E S I G N D A T A C GING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB 7A CS8024 12/20/70 UBC88 CONFIGURATION (SYMMETRIC FRAME) ... BUILDING WIDTH = 80.00 FT NUMBER OF SPANS = 1 SPAN WIDTHS (FT) = 80.00. DESIGN BAY SIZE = 25.00 FT LEFT EAVE HEIGHT - 24.00 FT RIGHT EAVE HEIGHT = 24.00 FT LEFT COLUMN SLOPE = 0.00 /12 LEFT RAFTER SLOOPE = 1.00 /12 RIGHT RAFTER SIAPE = 1.00 /12 RIGHT COLUMN SLOPE 0.00 /12 GIRT DEPTH = 8.00 IN PURLIN DEPTH = 8.00 IN LOADINGS ... DEAD LOAD - 2.000 PSF LIVE LOAD = 12.000 PSF WIND LOAD = 19.500 PSF WIND LOAD PARAMETERS ... WI�METHOD = UB85 WI SITY = 75.00 MPH MEAN ROOF HEIGHT 25.67 FT EXPOSURE TYPE = C - FLAT, OPEN TERRAIN BUILDING TYPE = ENCLOSED BUILDING IMPORTANCE FACTOR = 1.00 FORCE METHOD = 1 - NORMAL FORCE METHOD WIND LEFT COEFFICIENTS = 0.80 -0.70 -0.70 -0.50 FOR WLL WIND RIGHT COEFFICIENTS = 0.80 -0.70 -0.70 -0.50 FOR WLR EFFECTIVE PRESSURE VERSUS HEIGHT TABLE HEIGHT ZONE PRESSURE FT PSP 0.00 - 20.00 18.000 20.00 - 40.00 19.500 40.00 - 60.00 22.500 60.00 - 100.00 24.000 100.00 - 150.00 27.000 150.00 - 200.00 28.500 200.00 - 300.00 31.500 LOAD CONDITIONS ... MAD CONDITION 1 = DEAD + LIVE LOAD - LOAD CONDITION 2 - DL + WLL 0 7 F R A M E D E S I G N D A T A C h ING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB 7A CS8024 12/20/70 UBC88 LOAD CONDITION 3 = DL + SEISMIC LEFT LOAD CONDITION 4 = DL + SEISMIC RIGHT • • D E S I G N S U M M A R Y R E P O R T C 6 S TRADING CO., P.O. BOX 42527, HOUSTON', TX 77242 JOB#73197A CS8024 12/20/70 UBC88 ------------------------------------------------------------------------------------ Fm&TIONS AND DEFLECTIONS - LOAD CONDITION 1 - DEAD + LIVE LOAD SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (RIPS) (RIPS) (RIP -FT) (IN) (IN) ------ ------ -------- -------- ------- -------- -------- 1 1 15.938 9.243 0.000 0.000 0.000 2 2 -0.002 -0.204 3 -1.185 -0.078 4 3 -2.273 0.000 5 -1.185 0.078 6 4 -0.002 0.204 7 5 15.938 -9.243 0.000 0.000 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - DL + WLL SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION' REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (RIPS) (RIPS) (RIP -FT) (IN) (IN) ------ ------ -------- -------- -------- -------- 1 1 -11.889 -14.405 0.000 0.000 0.000 2 2 -0.077 1.773 3 0.292 1.736 4 3 1.643 1.633 5 1.427 1.623 60 4 0.078 1.475 7 5 -7.536 -0.206 0.000 0.000 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 3 - DL + SEISMIC LEFT SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (RIPS) (RIPS) (RIP -FT) (IN) (IN) ------ ------ -------- -- -------- -------- -------- 1 1 1:941 -1.665 0.000 0.000 0.000 2 2 -0.066 1.344 3 -0.754 1.421 4 3 -0.454 1.393 5 0.281 1.452 6 4 0.065 1.425'• 7 5 5.934 -5.395 0.000 0.000 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 4 - DL + SEISMIC RIGHT SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (RIPS) (RIPS) (RIP -FT) (IN) (IN) 1 1 5.934 5.395 0.000 0.000 0.000 2 0.065 -1.425 0.281 -1.452 4 3 -0.454 -1.393 5 -0.754 -1.421 6 4 -0.066 -1.344 7 5 1.941 1.665 0:000 0.000 0.000 PAGE NO. . - rl -8.0 DATE 6-27-91 D E S I G N S U M M A R Y R E P O R T (. C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 2 JOBS73197A CS8024 12/20/70 UBC88 DATE 6-27-91 ----------------------------------------------- -------------------------------------------------------------------------- 1- 2 LENGTH 21.98 FT MEMBER ANGLE 87.22 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 938. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FIG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CX DIST COND 1 20.61 50. 42. 11 1.87 FT 12.50 IN 36.50 IN 8.000 X0.5000 0.1875 8.000 X0.5000 0.732 20.6 FT 1 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - NO. (KIPS) (RIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 15.49 -174.79 6.25 17.64 17.64 1.06 -11.63 11.63 0.17 0.66 0.56 1 -8.50 15.44 ------------------------------------------------------------------------------------------------------------------- RAFTER 2- 3 LENGTH 37.93 FT MEMBER ANGLE 5.58 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 999. LB . SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 16.59 50. 42. 8 2.07 FT 36.50 IN 24.50 IN 6.000 X0.3125 0.1875 6.000 X0.3125 0.854 1.3 FT 1 2 20.00 50. 42. 9 2.22 FT 24.50 IN 24.50 IN 6.000 X0.2500 0.1345 6.000 X0.2500 0.633 36.8 FT 1 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR----- D SECTION FORCE MOMENT PA FBO FBI AXIAL FBO PBI OUTER FL. INNER FL. LOAD FORCE ALLOW. NO. (KIPS) (KIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1. 10.82 -168.23 16.95 23.84 23.84 1.03 -18.90 18.90 0.06 0.79 0.79 1 13.33 15.28 2 9.25 63.21 16.52 28.72 28.72 1.48 15.59 -15.59 '0.09 .0.54 0.54 1 7.12 8.43 *V- M--'- - 4- 3 LENGTH 37.93 FT MEMBER :_NGLE 174.42 DEG TEMP DIFF 0 7 DEG.P RELEASES 0 WEIGHT 999. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO.. ..(FT) FLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CX DIST COND 1 16.59 50. 42. 8 2.07 FT 36.50 IN 24.50 IN 6.000 X0.3125 0.1875 6.000 X0.3125 0.854 1.3 FT 1 2 20.00 -50. 42. 9 2.22 FT 24.50 IN 24.50 IN 6.000 X0.2500 0.1345 6.000 X0.2500 0.633 36.8 FT 1 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR----- D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER PL. LOAD FORCE ALLOW. - NO. (KIPS) (KIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING ' BENDING COND (KIPS) (KIPS) T 1 10.82 -168.23 16.95 23.84 23.84 1.03 -18.90 18.90 0.06 0.79 0.79 1 13.33 15.28 2 9.25 63.21 16.52 28.72 28.72 1.48 15.59 -15.59 0.09 0.54 0.54 1 7.12 8.43 W. D E S I G N S U M M A R Y R E P 0 R T ° C 8 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 3 82 JOBS73197A CS8024 12/20/70 UBC88 DATE 6-27-91 ------------------------------------------------------------------------------------------------------------------------ EX'*MN 5- 4 LENGTH 21.98 FT MEMBER ANGLE 92.78 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 938. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 20.61 50. 42. 11 1.87 FT 12.50 IN 36.50 IN 8.000 X0.5000 0.1875 8.000 X0.5000 .0.732 20.6 FT 1 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR---- D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - NO. (KIPS) (RIP -PT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (RIPS) (KIPS) T 1 15.49 -174.79 6.25 17.64 17.64 1.06 -11.63 11.63 0.17 0.66 0.56 1 -8.50 15.44 ----------------------------------------------------------------------------------------------------------------------- TOTAL FRAME WEIGHT IS 3875. LB 2 CYCLES • 0 P 0 R C E S, M O M E N T S, A N D S T R E S S E S 8 3 PAGE NO. - 1 C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27-91 JOB/73197A CS8024 12/20/70 UBC88 CYCLE NUMBER 2 RES o FOR DEAD + LIVE LOAD LOAD CONDITION 1 COL 1- 2 -----------------------------------------------------------------------------------,--------------------------------------------- SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL . PBO FBI * OUTER FL INNER FL* COMBINED POINT (KIPS) (KIPS) (RIP -FT) *(RSI) (RSI) (RSI) (RIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK ---------------------------------------------------------- _------------------------- --_----------- ------- ----- ----- ------------ 1* -8.46 16.37 0.00 9.02 20.00 20.00 34.61 NONE * 1.61 0.00 0.00 * 0.18 0.00 0.00 0.18 100 -8.46 16.33 -7.93 8.84 19.89 19.89 34.61 NONE * 1.58 -1.73 1.73 * 0.18 0.09 0.08 0.26 101 -8.46 16.25 -23.78 8.51 19.68 19.68 34.61 NONE * 1.51 -4.35 4.35 * 0.18 0.22 0.19 0.37 102 -8.47 16.17 -39.65 8.20 19.46 a 19.46 32.33 NONE '.• 1.45 - -6.23 6.23 * 0.18 0.32 0.28 0.46 103 -8.47 16.09 -55.52 7.91 19.24 19.24 28.64 NONE * .1.39 -7.62 7.62 * 0.18 0.40 0.34 0.52 104 -8.48 16.01 -71.40 7.64 19.03 19.03 25.71 NONE * 1.33 -8.66 8.66 * 0.17 0.46 0.39 0.57 105 -8.48 15.93 -87.28 7.39 18.81 18.81 23.32 NONE • 1.28 -9.47 9.47 * 0.17 0.50 0.43 0.61 106 -8.48 15.85 -103.18 7.15 18.60 18.60 21.34 NONE • 1.24 -10.10 10.10 * 0.17 0.54 0.47 0.64 107 -8.49 15.77 -119.08 6.93 18.39 18.39 19.67 NONE * 1.19 -10.59 10.59 • 0.17 0.58 0.49 0.67 108 -8.49 15.69 -134.99 - 6.72 18.17 18.17 18.24 NONE • 1.15 -10.98 10.98 * 0.17 0.60 0.52 0.69 109 -8.50 15.61 -150.90 6.53. 17.96 17.96 17.01 NONE * 1.11 -11.29 11.29 * 0.17 0.63 0.54 0.71 110 -8.50 15.53 -166.83 6.34 17.75 17.75 15.93 NONE * 1.07 -11.53 11.53 * 0.17 0.65 0.56 0.72 111* -8.50 15.49 -174.79 6.25 17.64 17.64 15.44 NONE • 1.06 -11.63 11.63 * 0.17 0.66 0.56 0.73 0 0 F 0 R C E S, M O M E N T S, A N D S T R -E S S E S ' PAGE NO. - 2 C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27-91 JOB#73197A CS8024 12/20/70 UBC88 CYCLE NUMBER 2 RES,eFOR DL + WLL LOAD CONDITION 2 COL 1- 2 ------------------------------------------------------------------------------------------------------------------------------------ SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * PA PBO FBI SHEAR A/H * AXIAL PBO FBI * OUTER FL INNER FL* COMBINED POINT (RIPS) (KIPS) (RIP -FT) *(KSI) (RSI) (RSI) (KIPS) RATIO * (KSI); (RSI) (KSI) * AXIAL BENDING BENDING * UNITY CK ----------------------------------------------------------------------------------------------------------------------------------- 1* 13.81 -12.57 0.00 40.00 26.67 26.67 46.15 NONE * -1.24 0.00 0.00 * 0.03 0.00 0.00 0.03 100 13.47 -12.60 12.78 40.00 26.52 26.52 46.15 NONE * -1.22 2.79 -2.79 * 0.03 0.11 0.11 0.14 101 12.80 -12.64 37.39 40.00 26.24 26.24 46.15 NONE * -1.17 6.84 -6.84 * 0.03 0.26 0.26 0.29 102 12.12 -12.69 60.73 40.00 25.95 25.95 43.10 NONE * -1.14 9.54 -9.54 * 0.03 0.37 0.37 0.40 103 11.44 -12.74 82.81 40.00 25.66 25.66 38.19 NONE * -1.10 11.36 -11.36 * 0.03 0.44 0.44 0.47 104 10.76 -12.79 103.61 40.00 25.37 25.37 34.28 NONE * -1.07 12.57 -12.57 * 0.03 0.50 0.50 0.52 105 10.09 -12.83 123.15 40.00 25.09 25.09 31.10 NONE * -1.03 13.36 -13.36 * 0.03 0.53 0.53 0.56 106 9.41 -12.88 141.42 40.00 .24.80 24.80 28.46 NONE * -1.01 13.84 -13.84 * 0.03 0.56 0.56 0.58 107 8.73 -12.93 158.42 40.00 24.52 24.52 26.23 NONE * -0.98 14.09 -14.09 * 0.02 0.57 0.57 0.60 108 8.06 -12.97 174.16 40.00 24.23 24.23 24.32 NONE * -0.95 14.17 -14.17 * 0.02 0.58 0.58 0.61 109 7.38 -13.02 188.62 40.00 23.95 23.95 22.68 NONE * -0.93 14.11 -14.11 * 0.02 0.59 0.59 0.61 110 .6.70 -13.07 201.82 40.00 23.66 23.66 21.24 NONE * -0.90 13.95 -13.95 * 0.02 0.59 0.59 0.61 111* 6.11 -13.08 207.86 40.00 23.52 23.52 20.59 NONE * -0.89 13.83 -13.83 * 0.02 0.59 0.59 0.61 0 8 F O R C E S, M O M E N T S, A N D S T R E S S E S PAGE NO. - 3 C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27-91 JOB$73197A CS8024 12/20/70 UBC88 CYCLE NUMBER 2 RES FOR DL + SEISMIC LEFT LOAD CONDITION 3 COL 1- 2 ---------- ------------------------------------ SHEAR AXIAL ------------------------------------------------------------------- * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES ----------------- * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER PL INNER FL* COMBINED POINT --------------------------------------------------------------------------------------------------------------------------------- (KIPS) (KIPS) (KIP -PT) *(KSI) (KSI) (RSI) (KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK 1* 1.76 1.86 0.00 12.03 26.67 26.67 46.15 NONE * 0.18 0.00 0.00 * 0.02 0.00 0.00 0.02 100 1.76 1.82 1.65 11.79 26.52 26.52 46.15 NONE * 0.18 0.36 -0.36 * 0.01 0.01 0.01 0.03 101 1.75 1.74 4.93 11.34 26.24 26.24 46.15 NONE * 0.16 0.90 -0.90 * 0.01 0.03 0.03 0.05 102 1.75 1.66 8.21 10.93 25.95 25.95 43.10 NONE * 0.15 1.29 -1.29 * 0.01 0.05 0.05 0.06 103 1.74 1.58 11.48 10.54 25.66 25.66 38.19 NONE * 0.14 1.57 -1.57 * 0.01 0.06' 0.06 0.07 104 1.74 1.50 14.74 10.18 25.37 25.37 34.28 NONE * 0.12 1.79 -1.79 * 0.01 0.07 0:07 0.08 105 1.74 1.42 18.00 9.85 25.09 25.09 31.10 NONE * 0.11 1.95 -1.95 * 0.01 0.08 0.08 0.09 106 1.73 1.34 21.25 9.53 24.80 24.80 28.46 NONE * 0.10 2.08 -2.08 * 0.01 0.08 0.08 0.09 107 1.73 1.26 24.49 9.24 24.52 24.52 26.23 NONE * 0.10 2.18 -2.18 * 0.01 0.09 0.09 0.10 108 1.72 1.18 27.73 8.96 24.23 24.23 24.32 NONE * 0.09 2.26 -2.26 * 0.01 0.09 0.09 0.10 109 1.72 1.10 30.95 8.70 23.95 23.95 22.68 NONE * 0.08 2.32 -2.32 * 0.01 0.10 0.10 .0.11 110 1.72 1.02 34.17 8.45 23.66 23.66 21.24 NONE * 0.07 2.36 -2.36 * 0.01 .0.10 0.10 0.11 111* 1.71 0.98 35.78 '8.34 23.52 23.52 20.59 NONE * 0.07 2.38 -2.38 * 0.01 0.10 0.10 0.11 P 0 R C E S, M O M E N T S, AIN D S T R E S S E S PAGE NO. - 4 C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27-91 JOB$73197A CS8024 12/20/70 UBC88 CYCLE NUMBER 2 RE FOR DL + SEISMIC RIGHT LOAD CONDITION 4 COL 1- 2 ---------------------------------------------------------------------------------------------------------------------------------- SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SEEM A/H * AXIAL PBO FBI * OUTER FL INNER FL* COMBINED POINT (RIPS) (KIPS) (RIP -FT) *(KSI) (RSI) (KSI) (KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK 1* -5.10 6.19 0.00 12.03 26.67 26.67 46.15 NONE * 0.61 0.00 0.00 * 0.05 0.00 0.00 0.05 100 -5.10 6.15 -4.78 11.79 26.52 26.52 46.15 NONE * 0.59 -1.04 1.04 * 0.05 0.04 0.04 0.09 101 -5.11 6.07 -14.35 11.34 26.24 26.24 46.15 NONE * 0.56 -2.63 2.63 * 0.05 0.10 0.10 0.15 102 -5.11 5.99 -23.92 10.93 25.95 25.95 43.10 NONE * 0.54 -3.76 3.76 * 0.05 0.14 0.14 0.19 103 -5.11 5.91 -33.50 10.54 25.66 25.66 38.19 NONE * 0.51 -4.59 4.59 * 0.05 0.18 0.18 0.23 104 -5.12 5.83 -43.09 10.18 25.37 25.37 34.28 NONE * 0.49 -5.23 5.23 * 0.05 0.21 0.21 0.25 105 -5.12 5.75 -52.68 9.85 25.09 25.09 31.10 NONE * 0.46 -5.72 5.72 * 0.05 0.23 0.23 0.27 106 -5.13 5.67 -62.28 9.53 24.80 24.80 28.46 NONE * 0.44 -6.10 6.10 * 0.05 0.25 0.25 0.29 107 -5.13 5.59 -71.89 9.24 24.52 24.52 26.23 NONE * 0.42 -6.39 6.39 * 0.05 0.26 0.26 0.31 108 -5.13 5.51 -81.51 8.96 24.23 24.23 24.32 NONE * 0.40 -6.63 6.63 * 0.05 0.27 0.27 0.32 109 -5.14 5.43 -91.13 8.70 23.95 23.95 22.68 NONE * 0.39 -6.82 6.82 * 0.04 0.28 0.28 0.33 110 -5.14 5.35 -100.76 8.45 23.66 23.66 21.24 NONE * 0.37 -6.96 6.96 * 0.04 0.29 0.29 0.34 111* -5.14 5.31 -105.58 8.34 23.52 23.52 20.59 NONE * 0.36 -7.03 7.03 * 0.04 0.30 0.30 0.34 F 0 R C E S, M 0 M E N T S, A N D S T R E S S E S C 6 S TRADING CO.,P.O. BOX 42527, HOUSTON, TX 77242 JOB#73197A CS8024 12/20/70 UBC88 FOR DEAD + LIVE LOAD :0 2- 3 MA PAGE NO. - 5 DATE 6-27-91 CYCLE NUMBER 2 LOAD CONDITION 1 ---------------------------------------------------------------------------------------------------------------------------------- SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT • FA FBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER FL INNER FL* COMBINED POINT ----------------------------------------------------- (KIPS) (RIPS) (RIP -FT) *(RSI) (RSI) (RSI) (RIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING + UNITY CK 114* 13.33 10.82 -168.23 16.95 23.84 -------------------- 23.84 15.28 NONE ---------------------------------------- * 1.03 -18.90 18.90 * 0.06 0.79 ----------------- 0.79 0.85 115 12.93 10.77 -154.61 17.08 24.11 24.11 15.60 NONE * 1.04 -17.88. 17.88 * 0.06 0.74 0.74 0.80 116 12.11 10.68 -128.64 17.34 24.63 24.63 16.30 NONE • 1.06 -15.79 15.79 * 0.06 0.64 0.64 0.70 117 11.30 10.59 -104.35 17.60 25.12 25.12 17.06 NONE * 1.08 -13.63 13.63 * 0.06 0.54 0.54 0.60 118 10.49 10.50 -81.76 12.22 21.15 21.15 17.90 NONE • 1.11 -11.39 11.39 + 0.09 0.54 0.54 0.63 119 9.67 10.40 -60.85 12.60 21.35 21.35 18.82 NONE * 1.13 -9.06 9.06 + 0.09 0.42 0.42 0.51 120 8.86 10.31 -41.63 12.99 21.55 21.55 19.84 NONE • 1.15 -6.65 6.65 • 0.09 0.31 0.31 0.40 121 8.04 10.22 -24.10 13.40 21.76 21.76 20.98 NONE + 1.18 -4.14 4.14 * 0.09 0.19 0.19 0.28 122 7.23 10.12 -8.25 13.82 21.96 21.96 22.26 NONE • 1.21 -1.53 1.53 * 0.09 0.07 0.07 0.16 123* 6.82 10.08 -0.96 14.02 22.07 22.07 22.96 NONE + 1.23 -0.19 0.19 * 0.09 0.01 0.01 0.10 123+ 7.12 9.87 -0.96 14.49 22.15 22.15 8.43 NONE •' 1.58 -0.24 0.24 * 0.11 0.01 0.01 0.12 124 6.69 9.83 6.71 14.50 28.72 28.72 8.43 NONE * 1.58 1.65 -1.65 * 0.11 .0.06 0.06 0.17 125 5.81 9.76 20.59 14.50 28.72 28.72 88.43 NONE + 1.57 5.08 -5.08 + 0.11 0.18 0.18 0.28 126 4.93 9.69 32.52 14.51 28.72 28.72 8.43 NONE * 1.56 8.02 -8.02 • 0.11 0.28 0.28 0.39 127 4.06 9.61 42.51 14.51 28.72 28.72 8.43 NONE + 1.54 10.48 -10.48 • 0.11 0.37 0.37 0.47 128 3.18 9.54 50.54 16.48 28.72 28.72 8.43 NONE • 1.53 12.47 -12.47 + 0.09 0.43 0.43 0.53 129 2.30 9.47 56.63 16.49 28.72 28.72 8.43 NONE + 1.52 13.97 -13.97 + 0.09 0.49 0.49 0.58 130 1.42 9.39 60.77 16.50 28.72 28.72 8.43 NONE * 1.51 14.99 -14.99 • 0.09 0.52 0.52 0.61 0.55 9.32 62.96 16.51 28.72 28.72 8.43 NONE • 1.50 15.53 -15.53 • 0.09 0.54 0.54 0.63 -0.33 9.25 63.21 16.52 28.72 28.72 8.43 NONE * 1.48 15.59 -15.59 • 0.09 0.54 0.54 0.63 3* -------------------------------------------------------------=----------------------------------------------------------------- -0.77 9.21 62.60 .24.08 28.72 28.72 8.43 NONE * 1.48 15.44 -15.44 • 0.06 0.54 0.54 0.60 F 0 R C E S, M 0--k E N T S, A N D S T R E S S E S C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB#73197A CS8024 12/20/70 UBC88 RES FOR DL + WLL RAFT 2- 3 m PAGE NO. - 6 DATE 6-27-91 CYCLE NUMBER 2 LOAD CONDITION 2 -------------------------------------------- SHEAR AXIAL --------------------------------------------------------------------------------------- * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES + UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL FBO FBI + OUTER FL INNER FL* COMBINED POINT --------------------------------------------------------------------------------------------------------------------------------- (KIPS) (RIPS) (KIP -FT) *(RSI) (RSI) :(RSI) (RIPS) RATIO * (KSI) (RSI) (KSI) * AXIAL BENDING BENDING * UNITY CK 114* -11.73 -7.06 199.53 40.00 36.23 36.23 20.37 NONE * -0.67 22.42 -22.42 * 0.02 0.62 0.62 0.64 115 -11.44 -7.05 187.51 40.00 36.59 36.59 20.81 NONE * 70.68 21.69 -21.69 * 0.02 0.59 0.59 0.61 116 -10.85 -7.05 164.39 40.00 37.27 37.27 21.73 NONE * -0.70 20.18 -20.18 * 0.02 0.54 0.54 0.56 117 -10.27 -7.05 142.49 40.00 37.91 37.91 22.75 NONE * -0.72 18.61 -18.61 * 0.02 0.49 0.49 0.51 118 -9.68 -7.04 121.79 40.00 38.49 38.49 23.86 NONE * -0.74 16.96 -16.96 * 0.02 0.44 0.44 0.46 119 -9.10 -7.04 102.31 40.00 39.03 39.03 25.09 NONE * -0.76 15.24 -15.24 * 0.02 0.39 0.39 0.41 120 -8.51 -7.03 84.05 40.00 39.53 39.53 26.45 NONE + -0.79 13.42 -13.42 * 0.02 0.34 0.34 0.36 121 -7.93 -7.03 66.99 40.00 39.56 39.56 27.97 NONE * -0.81 11.51 -11.51 * 0.02 0.29 0.29 0.31 122 -7.34 -7.02 51.15 40.00 39.58 39.58 29.68 NONE * -0.84 9.49 -9.49 * 0.02 0.24 0.24 0.26 123* -7.05 -7.02 43.69 40.00 39.59 39.59 30.61 NONE * -0.85 8.44 -8.44 * 0.02 0.21 0.21 0.23 123* -7.26 -6.81 43.69 40.00 38.29 38.29 11.24 NONE * -1.09 10.78 -10.78 * 0.03 0.28 0.28 0.31 124 -6.95 -6.81 35.80 40.00 38.29 38.29 11.24 NONE * -1.09 8.83 -8.83 * 0.03 0.23 0.23 0.26 125 -6.32 -6.83 21.06 40.00 38.29 38.29 11.24 NONE * -1.10 5.20 -5.20 * 0.03 0.14 0.14 0.16 126 -5.69 -6.84 7.73 40.00 38.29 38.29 11.24 NONE * -1.10 1.91 -1.91 + 0.03 0.05 0.05 0.08 127 -5.06 -6.86 -4.22 40.00 29.54 29.54 11.24 NONE + -1.10 -1.04 1.04 + 0.03 0.04 0.04 0.06 128 -4.43 -6.87 -14.76 40.00 31.85 31.85 11.24 NONE •* -1.10 -3.64 3.64 + 0.03 0.11 0.11 0.14 129 -3.80 -6.89 -23.92 40.00 31.85 31.85 11.24 NONE * 71.11 -5.90 5.90 * 0.03 0.19 0.19 0.21 130 -3.18 -6.90 -31.67 40.00 31.85 31.85 11.24 NONE + -1.11 -7.81:x'7.81 * 0.03 0.25 0.25 0.27 -2.55 -6.92 -38.03 40.00 31.85 31.85 11.24 NONE * -1.11 -9.38 9.38 * 0.03 0.29 0.29 0.32. 13 -1.92 -6.93 -42.99 40.00 31.85 31.85 11.24 NONE • -1.11 -10.60 10.60 * 0.03 0.33 0.33 0.36 3* -1.61 -6.94 -44.95 40.00 38.29 38.29 11.24 NONE + -1.11 -11.09 11.09 * 0.03 0.29 0.29 0.32. • F 0 R C E S, . M O M E N T S, A N D S T R E S S E S C 6 S TRADING CO., P.O. BOX 42527, -HOUSTON, TX 77242 JOB#73197A CS8024 12/20/70 UBC88 FOR DL + SEISMIC LEFT :* 2- 3 89 PAGE NO. - 7 DATE 6-27-91 CYCLE NUMBER 2 LOAD CONDITION 3 SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR' A/H * AXIAL FBO FBI * OUTER FL INNER FL* COMBINED POINT -------------------------------- (RIPS) (RIPS) (RIP -FT) =----=---------------------------------------------------------------------- *(KSI) (KSI) (RSI) (RIPS) RATIO * (ASI) (RSI) (KSI) * AXIAL BENDING BENDING * UNITY CK 114* 0.68 1.95 39.10 22.60 36.23 36.23 20.37 NONE * 0.19 4.39 -4.39 * 0.01 --------------------- 0.12 0.12 -- 0.13 115 0.60 1.95 39.76 22.78 36.59 36.59 20.81 NONE * 0.19 4.60 -4.60 * 0.01. 0.13 0.13 0.13 116 0.44 1.93 40.84 23.12 37.27 37.27 21.73 NONE * 0.19 5.01 -5.01 * 0.01 0.13 0.13 0.14 117 0.27 1.91 41.58 23.47 37.91 37.91 22.75 NONE + 0.20 5.43 -5.43 * 0.01 0.14 0.14 0.15 118 0.11 1.89 41.98 16.30 38.49 38.49 23.86 NONE * 0.20 5.85 -5.85 * 0.01 0.15 0.15 0.16 119 -0.05 1.87 42.04 16.80 39.03 39.03 25.09 NONE * 0.20 6.26 -6.26 * 0.01 0.16 0.16 0.17 120 -0.21 1.85 41.76 17.32 39.53 39.53 26.45 NONE * 0.21 6.67 -6.67 * 0.01 0.17 0.17 0.18 121 -0.38 1.83 41.15 -17.87 39.56 39.56 27.97 NONE * 0.21 '7.07 -7.07 * 0.01 0.18 0.18 0.19 122 -0.54 1.82 40.20 18.42 39.58 39.58 29.68 NONE * 0.22 7.46 -7.46 * 0.01 0.19 0.19 0.20 123* -0.62 1.81 39.59 18.70 39.59 39.59 30.61 NONE * 0.22 7.65 -7.65 * 0.01 0.19 0.19 0.20 123* -0.57 1.82 39.59 19.56 38.29 38.29 11.24 NONE * 0.29 9.77 -9.77 * 0.01 0.26 0.26 0.27 124 -0.65 1.82 38.92 19.56 38.29 38.29 11.24 NONE * 0.29 9.60 .-9.60 * 0.01 0.25 0.25 0.27 125 -0.83 1.80 37.27 19.56 38.29 38.29 11.24 NONE * 0.29 .9.19 -9.19 * 0.01 0.24 0.24 0.25 126 -1.00 1.79 35.23 19.56 38.29 38.29 11.24 NONE * 0.29 8.69 -8.69 * 0.01 0.23 0.23 0.24 127 -1.18 1.77 32.80 19.56 38.29 38.29 11.24 NONE * 0.28 8.09 -8.09 * 0.01 0.21 0.21 0.23 128 -1.36 1.76 29.98 22.41 38.29 38.29 11.24 NONE * 0.28 7.40 -7.40 * 0.01 0.19 0.19 0.21 129 -1.53 1.74 26.79 22.41 38.29 38.29 11.24 NONE * 0.28 6.60 -6.60 * 0.01 0.17 0.17 0.18 130 -1.71 1.73 23.18 22.41 38.29 38.29 11.24 NONE • 0.28 5.72 -5.72 * 0.01 0.15 0.15 0.16 -1.88 1.71 19.19 22.41 38.29 38.29 11.24 NONE * 0.28 4.73 -4.73 * 0.01 0.12 0.12 0.14 10 -2.06 1.70 14.82 22.41 38.29 38.29 11.24 NONE * 0.27 3.66 -3.66 * 0.01 0.10 0.10 0.11 3* -2.14 1.69 12.49 33.18 38.29 38.29 11.24 NONE * 0.27 3.08 -3.08 * 0.01 0.08 0.08 0.09 F O R C' EE S, M O M E N T S, A N D S T R E S S E S C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB#73197A CS8024 12/20/70 UBC88 FOR DL + SEISMIC RIGHT 09 2- 3 90 PAGE NO. - 8 DATE 6-27-91 CYCLE NUMBER 2 LOAD CONDITION 4 SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * PA FBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER PL INNER PL* COMBINED POINT (RIPS) . (KIPS) (RIP -FT) *(RSI) (RSI) (KSI) (KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK ---------------------------------------------------------------------------------------------------------------------------------- 114* 4.65 2.41 -106.33 22.60 31.79 31.79 20.37 NONE * 0.23 -11.95 11.95 * 0.01 0.38 0.38 0.39 115 4.57 2.40 -101.55 22.78 32.15 32.15 20.81 NONE * 0.23 -11.75 11.75 * 0.01 0.37 0.37 0.38 116 4.40 2.38 -92.24 23.12 32.84 32.84 21.73 NONE * 0.24 -11.32 11.32 * 0.01 0.34 0.34 0.36 117 4.24 2.36 -83.28 23.47 33.49 33.49 22.75 NONE * 0.24 -10.88 10.88 * 0.01 0.32 0.32 0.34 118 4.08 2.34 -74.65 16.30 28.20 28.20 23.86 NONE • 0.25 -10.40 10.40 + 0.02 0.37 0.37 0.38 119 3.92 2.32 -66.35 16.80 28.47 28:47 25.09 NONE + 0.25 . -9.88 9.88 * 0.02 0.35 0.35 0.36 120 3.75 2.30 -58.40 '17.32 28.74 28.74 26.45 NONE • 0.26 -9.33 9.33 * 0.01 0.32 0.32 0.34 121 3.59 2.29 -50.78 17.87 29.01 29.01 27.97 NONE * 0.26 -8.73 8.73 * 0.01 0.30 0.30 0.32 122 3.43 2.27 -43.50 18.42 29.29 29.29 29.68 NONE + 0.27 -8.07 8.07 * 0.01 0.28 0.28 0.29 123* 3.35 2.26 -39.99 18.70 29.42 29.42 30.61 NONE * 0.27 -7.72 7.72 * 0.01 ` 0.26 0.26 0.28 123* 3.41 2.16 -39.99 19.56 29.54 29.54 11.24 NONE * 0.35 -9.86 9.86 * 0.02 0.33 0.33 0.35 124 3.33 2.15 -36.24 19.56 29.54 29.54 11.24 NONE * 0.34 -8.94 8.94 * 0.02 0.30 0.30 0.32 125 3.15 2.13 -29.05 19.56 29.54 29.54 11.24 NONE * 0.34 -7.17 7.17 * 0.02' 0.24 0.24 0.26 126 2.97 2.12 -22.25 19.56 29.54 29.54 11.24 NONE * 0.34 -5.49 5.49 * 0.02 0.19 0.19 0.20 -127 2.80 2.10 -15.83 19.56 29.54 29.54 11.24 NONE * 0.34 -3.90 3.90 * 0.02 0.13 0.13 0.15 128 2.62 2.09 -9.81 22.41 31.85 31.85 11.24 NONE * 0.34^ -2.42 2.42 * 0.01 0.08 0.08 0.09 129 2.45 2.08 -4.17 22.41 31.85 31.85 11.24 NONE * 0.33 -1.03 1.03 * 0.01. 0.03 0.03 0.05 130 2.27. 2.06 1.08 22.41 38.29 38.29 11.24 NONE + 0.33 0.27 -0.27 * 0.01 0.01 0.01 0.02 2.10 2.05 5.93 22.41 38.29 _ 38.29 11.24 NONE * 0.33 1.46 -1.46 * 0.01 0.04 0.04 0.05 1.92 2.03 10.40 22.41 38.29 38.29 11.24 NONE * 0.33 2.56 -2.56 * 0.01 0.07 0.07 0.08 3* 1.83 2.02 12.49 33.18 38.29 38.29 11.24 NONE * 0.33 3.08 -3.08 * 0.01 0.08 0.08 0.09 F O R C E S, M 0 M E N T S, A N D S T R E S S E S C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 J0BS73197A CS8024 12/20/70 UBC88 FOR DEAD + LIVE LOAD :* 4- 3 91 PAGE NO. - 9 DATE 6-27-91 CYCLE NUMBER 2 LOAD CONDITION 1 ---------------------------------------------------------------------------------------------------------------------------------- SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER FL INNER PL* COMBINED POINT ---------------------------------------------------------------------------------------------------------------------------- (RIPS) (RIPS) (RIP -FT) *(KSI) (KSI) .(KSI) (KIPS) RATIO * (KSI) (RSI) (KSI) * AXIAL BENDING BENDING * UNITY CK 134* 13.33 10.82 -168.23 16.95 23.84 23.84 15.28 NONE * 1.03 -18.90 18.90 * 0.06 0.79 0.79 0.85 135 12.93 10.77 -154.61 17.08 24.11 24.11 15.60 NONE * 1.04 -17.88 17.88 * 0.06 0.74 0.74 0.80 136 12.11 10.68 -128.64 17.34 24.63 24.63 16.30 NONE * 1.06 -15.79 15.79 * 0.06 0.64 0.64 0.70 137 11.30 10.59 -104.35 17.60 25.12 25.12 17.06 NONE * 1.08 -13.63 13.63 * 0.06 0.54 0.54 0.60 138 10.49 10.50 -81.76 12.22 21.15 21.15 17.90 NONE * 1.11 -11.39 11.39 *,0.09 0.54 0.54 0.63 139 9.67 10.40 -60.85 12.60 21.35 21.35 18.82 NONE * 1.13 -9.06 9.06 * 0.09 0.42 0.42 0.51 140 8.86 10.31 -41.63 ,12.99 21.55 21.55 19.84 NONE * 1.15 -6.65 6.65 * 0.09 0.31 0.31 0.40 , 141 8.04 10.22 -24.10 13.40 21.76 21.76 20.98 NONE * 1.18 -4.14 4.14 * 0.09 0.19 0.19 0.28 142 7.23 10.12 -8.25 13.82 21.96 21.96 22.26 NONE * 1.21 -1.53 1.53 * 0.09 0.07 0.07 0.16 143* 6.82 10.08 -0.96 14.02 22.07 22.07 22.96 NONE * 1.23 -0.19 0.19 * 0.09 0.01 0.01 0.10 143* 7.12 9.87 -0.96 14.49 22.15 22.15 8.43 NONE * 1.58 -0.24 0.24 * 0.11 0.01 0.01 0.12 144 6.69 9.83 6.71 14.50 28.72 28.72 8.43 NONE * 1.58 1.65 -1.65 * 0.11 0.06 0.06 0.17 145 5.81 9.76 20.59 14.50 28.72 28.72 8.43 NONE * 1.57 5.08 -5.08 * 0.11 0.18 0.18 0.28 146 4.93 9.69 32.52 14.51 28.72 28.72 8.43 NONE * 1.56 8.02 -8.02 * 0.11 0.28 0.28 0.39 147 4.06 9.61 42.51 14.51 28.72 28.72 8.43 NONE * 1.54 10.48 -10.48 * 0.11 0.37 0.37 0.47 148 3.18 9.54 50.54 16.48 28.72 28.72 8.43 NONE * 1.53 12.47 -12.47 * 0.09 0.43 0.43 0.53 149 2.30 9.47 56.63 16.49 28.72 28.72 8.43 NONE * 1.52 13.97 -13.97 * 0.09 0.49 0.49 0.58 150 1.42 9.39 60.77 16.50 28.72 28.72 8.43 NONE * 1.51 14.99 -14.99 * 0.09 0.52 0.52 0.61 0.55 9.32 62.96 16.51 28.72 28.72 8.43 NONE * 1.50 15.53 -15.53 * 0.09 0.54 0.54 0.63 1 -0.33 9.25 63.21 16.52 28.72 28.72 8.43 NONE * 1.48 15.59 -15.59 * 0.09 0.54 0.54 0.63 3* ------------------------------------------------------------------------------------------------------------------------ -0.77 9.21 62.60 24.08 28.72 28.72 8.43 NONE * 1.48 15.44 -15.44 * 0.06 0.54 0.54 0.60 • y� C] U P O R C E S, M O M E N T S, A N D S T R E S S E S PAGE NO. - 10 C S S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27-91 JOB¢73197A CS8024 12/20/70 UBC88 CYCLE NUMBER 2 FOR DL + WLL LOAD CONDITION 2 4- 3 --------------------------------------------------------------------------------------------------------------------------------- SHEAR AXIAL + ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES +. UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT • FA FBO FBI SHEAR A/H * AXIAL FBO FBI • OUTER FL INNER FL* COMBINED POINT ---------------------------------------------------------------------------------------------------------------------------------- (KIPS) (KIPS) :(KIP -FT) *(RSI) (RSI) (KSI) (KIPS) RATIO *-(KSI) (KSI) (KSI) + AXIAL BENDING. BENDING * UNITY CK 134* -7.41 -6.56 41.01 40.00 36.23 36.23 20.37 NONE * -0.63 4.61 -4.61 * 0.02 0.13 0.13 0.14 135 -7.11 -6.56 33.48 40.00 36.59 36.59 20.81 NONE + -0.63 3.87 -3.87 * 0.02 0.11 0.11 0.12 136 -6.53 -6.56 19.33 40.00 37.27 37.27 21.73 NONE * -0.65 2.37 -2.37 * 0.02 0.06 0.06 0.08 137 -5.94 -6.55 6.40 40.00 37.91 37.91 22.75 NONE * -0.67 0.84 -0.84 +•0.02 0.02 0.02 0.04 138 -5.36 -6.55 -5.33 40.00 28.20 28.26 23.86 NONE * -0.69 -0.74 0.74 * 0.02 0.03 0.03 0.04 139 -4.77 -6.54 -15.83 40.00 28.47 28.47 25.09 NONE + -0.71 -2.36 2.36 * 0.02 0.08 0.08 0.10 140 -4.19 -6.54 -25.13 40.00 28.74 28.74 26.45 NONE * -0.73 -4.01 4.01 •. 0.02 0.14 0.14 0.16 141 -3.60 -6.54 -33.21 40.00 29.01 29.01 27.97 NONE * -0.76 -5.71 5.71 • 0.02 0.20 0.20 0.22 142 -3.02 -6.53 -40.08 40.00 29.29 29.29 29.68 NONE + -0.78 -7.44 7.44 • 0.02 0.25 0.25 0.27 143* -2.73 -6.53 -43.06 40.00 29.42 29.42 30.61 NONE * -0.79 -8.32 '8.32 +.0.02 0.28 0.28 0.30 143+ -2.92 -6.45 -43.06 40.00 29.54 29.54 11.24 NONE * -1.03 -10.62 10.62 + 0.03 0.36 0.36 0.39 144 -2.61 -6.45 -46.13 40.00 29.54 29.54 11.24 NONE + -1.04 -11.38 11.38 • 0.03 0.39 0.39 0.41 145 -1.98 -6.47 -51.22 40.00 29.54 29.54 11.24 NONE * -1.04 -12.63 12.63 * 0.03 0.43 0.43 0.45 146 -1.35 -6.48 -54.92 40.00 29.54 29.54 11.24 NONE * -1.04 -13.55 13.55 * 0.03 0.46 0.46 0.48 147 -0.72 -6.50 -57.23 40.00 29.54 29.54 11.24 NONE * -1.04 -14.12 14.12 + 0.03 0.48 0.48 0.50 148 -0.09 -6.51 -58.14 40.00 31.85 31.85 11.24 NONE * -1.05 -14.34 .14.34 * 0.03 0.45 0.45 0.48 149 0.53 -6.53 -57.65 40.00 31.85 31.85 11.24 NONE '+ -1.05 -14.22 14.22 * 0.03 0.45 0.45 0.47 150 1.16 -6.54 -55.77 40.00 31.85 31.85 11.24 NONE' + -1.05 -13.75 * 0.03 0.43 0.43 0.46 1.79 -6.56 -52.49 40.00 31.85 31.85 11.24 NONE + -1.05 -12.95 .13.75 12.95 * 0.03 0.41 0.41 0.43 le 2.42 -6.57 -47.81 40.00 .31.85 31.85 11.24 NONE '+ -1.05 -11.79 11.79 * 0.03 0.37 0.37 0.40 3* 2.73 -6.58 -44.95 40.00 38.29 38.29 11.24 NONE + -1.06 -11.09 11.09 * 0.03 0.29 .0.29 0.32 C] U F O R C E S, M O M E N T S, A N D S T R E S S E S 93 Cl S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB#73197A CS8024 12/20/70 UBC88 FOR DL + SEISMIC LEFT :* 4- 3 PAGE NO. - 11 DATE 6-27-91 CYCLE NUMBER 2 LOAD CONDITION 3 ------------------------------------------------------------------------------------------------------------------------------------ SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA F80 FBI SHEAR A/H * AXIAL FBO FBI * OUTER PL INNER FL* COMBINED POINT (KIPS) (KIPS) (KIP -FT) *(RSI) (RSI) (KSI.) (KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK 134* 4.65 2.41 -106.33 22.60 31.79 31.79 20.37 NONE * 0.23 -11.95 11.95 * 0.01 0.38 0.38 0.39 135 4.57 2.40 -101.55 22.78 32.15 32.15 20.81 NONE * 0.23 -11.75 11.75 * 0.01 0.37 0.37 0.38 136 4.40 2.38 -92.24 23.12 32.84 32.84 21.73 NONE * 0.24 -11.32 11.32 * 0.01 0.34 0.34 0.36 137 4.24 2.36 -83.27 23.47 33.49 33.49 22.75 NONE * 0.24 -10.88 10.88 * 0.01 0.32 0.32 0.34 138 4.08 2.34 -74.64 16.30 28.20 28.20 23.86 NONE * 0.25 -10.40 10.40 * 0.02 0.37 0.37 0.38 139 3.92 2.32 -66.35 16.80 28.47 28.47 25.09 NONE * 0.25 -9.88 9.88 * 0.02 0.35 0.35 0.36 140 3.75 2.30 -58.40 17.32 28.74 28.74 26.45 NONE * 0.26 -9.33 9.33 * 0.01 0.32 0.32 0.34 141 3.59 2.29 -50.78 17.87 29.01 29.01 27.97 NONE * 0.26 -8.73 8.73 * 0.01 0.30 0.30 0.32 142 3.43 2.27 -43.50 18.42 29.29 29.29 29.68 NONE * 0.27 -8.07 8.07 * 0.01 0.28 0.28 0.29 143* 3.35 2.26 -39.99 18.70 29.42 29.42 30.61 NONE * 0.27 -7.72 7.72 * 0.01 0.26 0.26 0.28 143* 3.41 2.16 -39.99 19.56 29.54 29.54 11.24 NONE * 0.35 -9.86 9.86 * 0.02 0.33 0.33 0.35 144 3.33 2.15 -36.24 -19.56 29.54 29.54 11.24 NONE * 0.35 -8.94 8.94 * 0.02 0.30 0.30 0.32 145 3.15 2.13 -29.05 19.56 29.54 29.54 11.24 NONE * 0.34 -7.17 7.17 * 0.02 0.24 0.24 0.26 146 2.97 2.12 -22.25 19.56 29.54 29.54 11.24 NONE * 0.34 -5.49 5.49 * 0.02 0.19 0.19 0.20 147 2.80 2.11 -15.83 19.56 29.54 29.54 11.24 NONE * 0.34 -3.90 3.90 * 0.02 0.13 0.13 0.15 148 2.62 2.09 -9.81 22.41 31.85 31.85 11.24 NONE * 0.34 -2.42 2.42 * 0.01 0.08 0.08 0.09 149 2.45 2.08 -4.17 22.41 331.85 31.85 11.24 NONE * 0.33 -11.03 1.03 * 0.01 0.03 0.03 0.05 . 150 2.27 2.06 1.07 22.41 38.29 38.29 11.24 NONE * 0.33 0.27. -0.27 * 0.01 0.01 0.01 0.02 19 2.10 2.05 5.93 22.41 38.29 .38.29 11.24 NONE * 0.33 1.46 -1.46 * 0.01 0.04 0.04 0.05 1 1.92 2.03 10.40 22.41 38.29 38.29 11.24 NONE * '0.33 2.56 -2.56 * 0.01 0.07 0.07 0.08 3* --------------------------------------------- 1.83 2.02 12.49 33.18 38.29 -_--- 38.29 ---------------------------- 11.24 NONE * 0.33 -------- 3.08 ----------- -3.08 * 0.01 - -------- 0.08 - -------------- 0.08 0.09 ---- • F O R C E S, M O M E N T S, A N D 'S T R E S S E S C 6 S TRADING CO.,, P.O. BOX 42527, HOUSTON, TX 77242 JOB#73197A CS8024 12/20/70 UBC88 FOR DL + SEISMIC RIGHT :9 4- 3 S PAGE NO. - 12 DATE 6-27-91 CYCLE NUMBER 2 LOAD CONDITION 4 • SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES • UNITY CHECK VALUES • MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER PL INNER FL* COMBINED POINT ------------------------------------------------------------------------------------------------------------------------ .(KIPS) (KIPS) (RIP -FT) •(RSI) (KSI) (KSI) (KIPS). RATIO * (KSI) (KSI) (KSI) • AXIAL BENDING BENDING * UNITY CK 134* 0.68 1.95 39.10 22.60 36.23 36.23 20.37 NONE • 0.19 4.39 -4.39 * 0.01 0.12 0.12 0.13 135 0.60 1.94 39.76 22.78 36.59 36.59 20.81 NONE • 0.19 4.60 -4.60 * 0.01 0.13 - 0.13 0.13 136 0.44 1.93 40.84 23.12 37.27 37.27 .21.73 NONE * 0.19 5.01 -5.01 * 0.01 0.13 0.13 0.14 137 0.27 1.91 41.58 23.47 37.91 37.91 22.75 NONE * 0.20 5.43 -5.43 * 0.01 0.14 0.14 0.15 138 0.11 1.89 41.98 16.30 38.49 38.49 23.86 NONE * 0.20 5.85 -5.85 * 0.01 0.15 0.15 0.16 139 -0.05 1.87 42.04 16.80 39.03 39.03 25.09 NONE * 0.20 6.26 -6.26 • 0.01 0.16 0.16 0.17 140 -0.21 1.85 41.76 17.32 39.53 39.53 26.45 NONE '* 0.21 6.67 -6.67 * 0.01 0.17 0.17 0.18 141 -0.38 1.83 41.15 17.87 39.56 39.56 27.97 NONE • 0.21 7.07 -7•.07 • 0.01 0.18 0.18 0.19 142 -0.54 1.82 40.20 18.42 39.58 39.58 29.68 NONE * 0.22 7.46 -7.46 * 0.01 0.19 0.19 0.20 1433• -0.62 1.81 39.59 18.70 39.59 39.59 30.61 NONE • 0.22 7.65 -7.65 * 0.01 0.19 0.19 0.20 143* -0.57 1.82 39.59 19.56 38.29 38.29 11.24 NONE • 0.29 9.77 -9.77 * 0.01 0.26 0.26 0.27 144 -0.65 1.82 38.92 19.56 38.29 38.29 11.24 NONE • 0.29 9.60 -9.60 * 0.01 0.25 0.25 0.27 145 -0.83 1.80 37.27 19.56 38.29 38.29 11.24 NONE * 0.29 9.19 -9.19 * 0.01 0.24 0.24 0.25 146 -1.00 1.79 35.23 19.56 38.29 38.29 11.24 NONE * 0.29 8.69 -8.69 * 0.01 0.23 0.23 0.24 147 -1.18 1.77 32.80 19.56 38.29 38.29 11.24 NONE • 0.28 8.09 -8.09 * 0.01 0.21 0.21 0.23 148 -1.36 1.76 29.98 22.41 38.29 38.29 11.24 NONE * 0.28 7.40 -7.40 * 0.01 0.19 0.19 0.21 149 -1.53 1.74 26.78 22.41 38.29 38.29 11.24 NONE • 0.28 6.60 -6.60 * 0.01 0.17 0.17 0.18 150 ' -1.71 1.73 23.18 22.41 38.29 38.29 11.24 NONE • 0.28 5.72 -5.72 • 0.01 0.15 0.15 0.16 -1.88 1.71 19.20 22.41 38.29 38.29 11.24 NONE • 0.28 4.73 -4.73 * 0.01 0.12 0.12 0.14 1 -2.06 1.70 14.82 22.41 38.29 38.29 11.24 NONE • 0.27 3.66 -3.66 • 0.01 0.10 0.10 0.11 3* -------------------------------------------------------------------------------------------------------------------- -2.14 1.69 12.49 33.18 38.29 38.29 11.24 NONE * 0.27 3.08 -3.08 * 0.01 0.08 0.08 0.09 • r - F O R C E S, M O M E N T S, A N D S T R E S S E S ! V PAGE NO. - 13 C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27-91 JOBf73197A CS8024 12/20/70 UBC88 CYCLE NUMBER 2 RE FOR DEAD + LIVE LOAD LOAD CONDITION 1 COL 5- 4 ------------------------------------------------------------------------------------------------------------------------------------ SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER FL INNER FL* COMBINED POINT (RIPS) (RIPS) (RIP -FT) *(RSI) (RSI) (RSI) (RIPS) RATIO * (RSI) (RSI) (RSI) * AXIAL BENDING BENDING * UNITY CR ------------------------------------------------------------------------------------------------------------------------------------ 5* -8.46 16.37 0.00 9.02 20.00 20.00 34.61 NONE * 1.61 0.00 0.00 * 0.18 0.00 0.00 0.18 153 -8.46 16.33 -7.93 8.84 19.89 19.89 34.61 NONE * 1.58 -1.73 1.73 * 0.18 0.09 0.08 0.26 154 -8.46 16.25 -23.78 8.51 19.68 19.68 34.61 NONE * 1.51 -4.35 4.35 * 0.18 0.22 0.19 0.37 155 -8.47 16.17 -39.65 8.20 19.46 19.46 32.33 NONE * 1.45 -6.23 6.23 * 0.18 0.32 0.28 0.46 156 -8.47 16.09 -55.52 7.91 19.24 19.24 28.64 NONE * 1.39 -7.62 7.62 * 0.18 0.40 0.34 0.52 157 -8.48 16.01 -71.40 7.64 19.03 19.03 25.71 NONE * 1.33 -8.66 8.66 * 0.17 0.46 0.39 0.57 158 -8.48 15.93 -87.28 7.39 18.81 18.81 23.32 NONE * 1.28 -9.47 9.47 * 0.17 0.50 0.43 0.61 159 -8.48 15.85 -103.18 7.15 18.60 18.60 21.34 NONE * 1.24 -10.10 10.10 * 0.17 0.54 0.47 0.64 160 -8.49 15.77 -119.08 6.93 18.39 18.39 19.67 NONE * 1.19 -10.59 10.59 * 0.17 0.58 0.49 0.67 161 -8.49 15.69 -134.99 6.72 18.17 18.17 18.24 NONE * 1.15 -10.98 10.98 * 0.17 0.60 0.52 0.69 162 -8.50 15.61 =150.90 6.53 17.96 17.96 17.01 NONE * 1.11 -11.29 11.29 * 0.17 0.63 0.54 0.71 163 -8.50 15.53 -166.82 6.34 17.75 17.75 15.93 NONE * 1.07 -11.53 11.53 * 0.17 0.65 0.56 0.72 164* -8.50 15.49 -174.79 6.25 17.64 17.64 15.44 NONE * 1.06 -11.63 11.63 * 0.17 0.66 0.56 0.73 -------------------------------------------------------------------------------------------------------------------------------- • ' F O R C E S, M O M E N T S, A N D S T R E S S E S C b S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 J0Bf73197A CS8024 12/20/70 UBC88 RI POR DL + WLL Ci 5- 4 PAGE NO. - 14 DATE 6-27-91 CYCLE NUMBER 2 LOAD CONDITION 2 cl 6 • SHEAR AXIAL ---------------------------------------------------------------------------------------------------- * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES ' * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA PBO FBI SHEAR A/H * AXIAL PBO PBI * OUTER FL INNER FL* COMBINE[ POINT ------------------------------------------------------------------------------------------------------------------------------------- (RIPS) (KIPS) (KIP -FT) *(KSI) (RSI) (KSI) (RIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CF. 5* -0.57 -7.52 0.00 40.00 26.67 26.67 46.15 NONE * -0.74 0.00 0.00 * 0.02 0.00 0.00 0.02 153 -0.32 -7.57 -0.42 40.00 26.52 26.52 46.15 NONE * -0.73 -0.09 0.09 * 0..02 0.00 0.00 0.02 154 0.17 -7.67 -0.56 40.00 26.24 26.24 46.15 NONE * -0.71 -0.10 0.10 * 0.02 0.00 0.00 0.02 155 0.66 -7.78 0.22 40.00 25.95 25.95 43.10 NONE * -0.70 0.03 -0.03 * 0.02 0.00 0.00 0.02 156 1.16 -7.88 1.93 40.00 25.66 25.66 38.19 NONE * -0.68 0.26 -0.26 * 0.02 0.01 0.01 0.03 157 '1.65 -7.99 4.56 40.00 25.37 25.37 34.28 NONE * -0.67 0.55 -0.55 * 0.02 0.02 0.02 0.04 158 2.15 -8.09 8.12 40.00 25.09 25.09 31.10 NONE * -0.65 0.88 -0.88 * 0.02 0.04 0.04 0.05 159 2.64 -8.19 12.61 40.00 24.80 24.80 28.46 NONE * -0.64 1.23 -1.23 * 0.02 0.05 0.05 0.07 160 3.14 -8.30 18.02 40.00 24.52 24.52 26.23 NONE * -0.63 1.60 -1.60 * 0.02 0.07 0.07 0.08 161 3.63 -8.40 24.36 40.00 24.23 24.23 24.32 NONE * -0.62 1.98 -1.98 * 0.02 0.08 0.08 0.10 162 4.12 -8.51 31.63 40.00 23.95 23.95 22.68 NONE * -0.61 2.37 -2.37 * 0.02 0.10 0.10 0.11 163 4.62 -8.61 39.82 40.00 23.66 23.66 21.24 NONE * -0.60 2.75 -2.75 * 0.01 0.12 0.12 0.13 164* 4.87 -8.66 44.27 40.00 23.52 23.52 20.59 NONE * -0.59 2.95 -2.95 * 0.01 0.13 0.13 0.14 • r7 F O R C E S, M O M E N T S, A N D S T R E S S E S 9 PAGE NO. - 15 C 6 S TRADING CO., P.O. BOR 42527, HOUSTON, TX 77242 DATE 6-27-91 JOB$73197A CS8024 12/20/70 UBC88 CYCLE NUMBER 2 REF DL + SEISMIC LEFT LOAD CONDITION 3 CO 5- 4 ------------------------------------------------------------------------------------------------------------------------------------ SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES • MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER PL INNER FL* COMBINED POINT (RIPS,) (RIPS) (RIP -FT) *(RSI) (RSI) (KSI) (RIPS) RATIO • (RSI) (RSI) (RSI) * AXIAL BENDING BENDING * UNITY CK 5+ -5.10 6.19 0.00 12.03 26.67 26.67 46.15 NONE * 0.61 0.00 0.00 * 0.05 0.00 0.00 0.05 153 -5.10 6.15 -4.78 11.79 26.52 26.52 46.15 NONE * 0.59 -1.04 1.04 * 0.05 0.04 0.04 0.09 154 -5.11 6.07 -14.35 11.34 26.24 26.24 46.15 NONE * 0.56 -2.63 2.63 * 0.05 0.10 0.10 0.15 155 -5.11 5.99 -23.92 10.93 25.95 25.95 43.10 NONE * 0.54 -3.76 3.76 * 0.05 0.14 0.14 0.19 156 -5.11 5.91 -33.50 10.54 25.66 25.66 38.19 NONE • 0.51 -4.59 4.59 * 0.05 0.18 0.18 0.23 157 -5.12 5.83 -43.09 10.18 25.37 25.37 34.28 NONE * 0.49 -5.23 5.23 * 0.05 0.21 0.21 0.25 158. -5.12 5.75 -52.68 9.85 25.09 25.09 31.10 NONE .+ 0.46 -5.72 5.72 * 0.05 0.23 0.23 0.27 159 -5.13 5.67 -62.28 9,53 24.80 24.80 28.46 NONE • 0.44 -6.10 6.10 * 0.05 0.25 0.25 0.29 160 -5.13 5.59 -71.89 9.24 24.52 24.52 26.23 NONE • 0.42 -6.39 6.39 * 0.05 0.26 0.26 0.31 161 -5.13 5.51 -81.51 8.96 24.23 24.23 24.32 NONE • 0.40 -6.63 6.63 * 0.05 0.27 0.27 0.32 162 -5.14 5.43 -91.13 8.70 23.95 23.95 22.68 NONE * 0.39 '-6.82 6.82 * 0.04 0.28 0.28 0.33 163 -5.14 5.35 -100..76 8.45 23.66 23.66 21.24 NONE • 0.37 -6.96 6.96 * 0.04 0.29 0.29 0.34 164* -5.14 5.31 -105.58 8.34 23.52 23.52 20.59 NONE + 0.36 -7.03 7.03 • 0.04 0.30 0.30 0.34 • 98 • F O R C E S, M 0 M E N T S, A N D S T R E S S E S PAGE NO. - 16 C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27-91 JOBi73197A CS8024 12/20/70 UBC88 CYCLE NUMBER 2 REPOR DL + SEISMIC RIGHT LOAD CONDITION 4 COL 5- 4 --------------------------------------------------------------------------------------------------------------------------------- SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL PBO FBI * OUTER FL INNER FL* COMBINED POINT (RIPS) (RIPS) (RIP -FT) +(KSI) (KSI) (RSI) (KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK 5* 1.76 1.86 0.00 12.03 26.67 26.67 46.15 NONE * 0.18 0.00 0.00 * 0.02 0.00 0.00 0.02 153 1.76 1.82 1.65 11.79 26.52 26.52 46.15 NONE * 0.18 0.36 -0.36 * 0.01 0.01 0.01 0.03 154 1.75 1.74 4.93 11.34 26.24 26.24 46.15 NONE * 0.16 0.90 -0.90 * 0.01 0.03 0.03 0.05 155 1.75 1.66 8.21 10.93 25.95 25.95 43.10 NONE * 0.15 1.29 -1.29 * 0.01 0.05 0.05 0.06 156 1.74 1.58 11.48 10.54 25.66 25.66 38.19 NONE * 0.14 1.57 -1.57 *'0.01 0.06 0.06 0.07 157 1.74 1.50 14.74 10.18 25.37 25.37 34.28 NONE * 0.12 1.79 -1.79 * 0.01 0.07 0.07 0.08 158 1.74 1.42 18.00 9.85 25.09 25.09 31.10 NONE * 0.11 1.95 -1.95 * 0.01 0.08 0.08 0.09 159 1.73 1.34 21.25 9.53 24.80 24.80 28.46 NONE * 0.10 2.08 -2.08 * 0.01 0.08 0.08 0.09 160 1.73 1.26 24.49 9.24 24.52 24.52 26.23 NONE * 0.10 2.18 -2.18 * 0.01 0.09 0.09 0.10 161 1.72 1.18 27.73 8.96 24:23 24.23. 24.32 NONE * 0.09 2.26 -2.26 * 0.01 0.09 0.09 0.10 162 1.72 1.10 30.95 8.70 23.95 23.95 22.68 NONE * 0.08 2.32 -2.32 * 0.01 0.10 0.10 0.11 163 1.72 1.02 34.17 8.45 23.66 23.66 21.24 NONE * 0.07 2.36 -2.36 * 0.01 0.10 0.10 0.11 164* 1.71 0.98 35.78 8.34 23.52 23.52 20.59 NONE * 0.07 2.38 -2.38 * 0.01 0.10 0.10 0.11 • 9-4 L F L A N G E B R A C E R E P O R T C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 1 J 97A CS8024 12/20/70 UBC88 DATE 6-27-91 FLANGE BRACING - Y ------------------------------------------------------------------------------------------------------------------a-- COLUMN 1 - 2 UNBRACED RAFTER 2 - 3 PURLINS LOCATED AT 2.76FT 7.77FT 12.79PT 17.81FT 22.83FT 27.84FT 32.86FT 36.92FT 37.93FT BRACED AT X X X X, X RAFTER 4 - 3 PURLINS LOCATED AT 2.76FT 7.77FT 12.79FT 17.81FT 22.83FT 27.84FT 32.86FT 36.92FT 37.93FT BRACED AT X X X X X COLUMN 5 - 4 UNBRACED • A N C H O R B 0 L T S A N D C O N N E C T I O N S R E P O R T C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB173197A CS8024 12/20/70 UBC88 -- ----------------------------------------------- SUPPORT JOINT 1 -- EXTERIOR COLUMN COLUMN BASE SIZES ------------------------------------ DEPTH................. 12.5000 (IN) OUTSIDE FLANGE WIDTH .. 8.0000 (IN) INSIDE FLANGE WIDTH ... 8.0000 (IN) BASE PLATE AND ANCHOR BOLTS ----------------------------- PLATE THICKNESS ....... 0- 8/16 IN PLATE LENGTH .......... 14- 8/16 IN BOLT DIAMETER ......... 0=12/16 IN BOLT QUANTITY ..... 4 NO. ROWS 2 CRITICAL REACTIONS (ACTUAL VALUES) HORIZONTAL .. -14.40 (KIPS) DOWNWARD .... 15.94 (KIPS) &RD ... -11.89 (KIPS) • LOAD COND NO. 2 1 2 ALLOWABLE REACTIONS (INCREASE FOR WIND) 12.00 (KIPS) 17.00 (KIPS) 12.00 (KIPS) PAGE NO. - 1 DATE 6-27-91 10 C • 101. A N C H O R B 0 L T S A N D C 0 N N E C T I 0 N'S R E P O R T C fi S TRADING CO., P.O.-BOX 42527, HOUSTON, TX 77242 PAGE NO. - 2 JOB$73197A CS8024 12/20/70 UBC88 DATE 6-27-91 -- ---------------------------------------------------------------------------------------------------------------- SUPPORT JOINT 5 -- EXTERIOR COLUMN COLUMN BASE SIZES ------------------------------ DEPTH ................. 12.5000 (IN) OUTSIDE FLANGE WIDTH .. 8.0000 (IN) INSIDE FLANGE WIDTH ... 8.0000 (IN) BASE PLATE AND ANCHOR BOLTS -------------------------------------- PLATE THICKNESS .... 0-.8/16 IN PLATE LENGTH .......... 14- 8/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 4 NO. ROWS 2 CRITICAL REACTIONS LOAD COND NO. ALLOWABLE REACTIONS (ACTUAL VALUES) (INCREASE FOR WIND) HORIZONTAL .. -9.24 (KIPS) 1 12.00 (RIPS) DOWNWARD .... 15.94 (KIPS) 1 17.00 (KIPS) &RD -7.54 (RIPS) 2 12.00 (KIPS) • A N C H O R B 0 L T S A N D C O N N E C T I O N S R E P O R T C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB#73197A CS8024 12/20/70 UBC88 --------------------------------------------------------------------- CONNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 1: DIAGONAL KNEE SPLICE (2) SPLICE DEPTH: 49.6003 (IN) CONTROLLING ACTIONS (ACTUAL VALUES) PAGE NO. - 3 DATE 6-27-91 MAXIMUM POSITIVE MOMENT ... 215.46 (RIP -FT) FRAME DATA AT SPLICE LEFT SIDE RIGHT SIDE ASSOCIATED AXIAL FORCE .... -13.09 (RIPS) --------------------------------------- ---------------- ASSOCIATED SHEAR FORCE .... 5.02 (RIPS) SECTION DEPTH ............ 36.5000 (IN) 36.5000 (IN) CONTROLLING LOAD COND ..... 2 OUTER FLANGE WIDTH ....... 8.0000 (IN) 6.0000 (IN) OUTER FLANGE THICKNESS ... 0.5000 (IN) 0.3125 (IN) MAXIMUM NEGATIVE MOMENT ... -186.41 (RIP -FT) WEB THICKNESS ............ 0.1875 (IN) 0.1875 (IN) ASSOCIATED AXIAL FORCE .... 15.43 (RIPS) INNER FLANGE WIDTH ....... 8.0000 (IN) 6.0000 (IN) ASSOCIATED SHEAR FORCE .... -8.50 (KIPS) INNER FLANGE THICKNESS ... 0.5000 (IN) 0.3125 (IN) CONTROLLING LOAD COND ..... 1 SPLICE PLATE AND BOLTS ------------------------------------------ PLATE THICKNESS ....... 0-10/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 12 NO. ROWS 6 ALLOW POS MOMENT ...... 193.00 (RIP -PT)* ALLOW NEG MOMENT ...... 193.00 (RIP -PT)* *INCREASE FOR WIND LOADS --o ------------------------------- ------------- - ------- C] 102 A N C H O R B 0 L T S A N D C O N N E C T I O N S R E P O R T C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB$73197A CS8024 12/20/70 UBC88 ---------------------------------------------------------------- CONNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 5: RIDGE SPLICE (5) SPLICE DEPTH: 24.5000 (IN) FRAME DATA AT SPLICE ------------------------------------------------------- LEFT SIDE RIGHT SIDE SECTION DEPTH ............ 24.5000 (IN) 24.5000 (IN) . OUTER FLANGE WIDTH ....... 6.0000 (IN) 6.0000 (IN) OUTER FLANGE THICKNESS ... 0.2500 (IN) 0.2500 (IN) WEB THICKNESS ............ 0.1345 (IN) 0.1345 (IN) INNER FLANGE WIDTH ....... 6.0000 (IN) 6.0000 (IN) INNER FLANGE THICKNESS ... 0.2500 (IN) 0.2500 (IN) SPLICE PLATE AND BOLTS PLATE THICKNESS ....... 0-10/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY 8 NO. ROWS 4 ALLOW POS MOMENT .... 88.00 (KIP -PT) - ALLOW NEG MOMENT ...... 98.00 "(RIP -FT)* -INCREASE FOR WIND LOADS PAGE NO. - 4 DATE ' 6-27-91 CONTROLLING ACTIONS (ACTUAL VALUES) ------------------------------------------- MAXIMUM POSITIVE.MOMENT ... 62.60 (RIP -FT) ASSOCIATED AXIAL FORCE .... 9.21 (RIPS) ASSOCIATED SHEAR FORCE .... -0.77 (RIPS) CONTROLLING LOAD COND ..... 1 MAXIMUM NEGATIVE MOMENT ... -44.95 (RIP -FT) ASSOCIATED AXIAL FORCE .... .. 6.94 (KIPS) ASSOCIATED SHEAR FORCE .... -1.61 (RIPS) CONTROLLING LOAD COND ..... 2 .103 A N C H O R B O L T S A N D C O N N E C T I O N S R E P O R T C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOBB73197A CS8024 12/20/70 UBC88 --0 ----------------------------------------------------------------------- CONNECTION DESIGN DATA FOR MEMBER 4- 3 AT DEPTH 1: DIAGONAL KNEE SPLICE (2) SPLICE DEPTH: 49.6003 (IN) CONTROLLING ACTIONS (ACTUAL VALUES) PAGE NO. - 5 DATE 6-27-91 11 104 MAXIMUM POSITIVE MOMENT ... 51.16 (RIP -PT) FRAME DATA AT SPLICE LEFT SIDE RIGHT SIDE ASSOCIATED AXIAL FORCE .... -8.74 (KIPS) ------------------------------------------- ------------ ASSOCIATED SHEAR FORCE.... 5.23 (KIPS) SECTION DEPTH ............ 36.5000 (IN) 36.5000 (IN) CONTROLLING LOAD COND ..... 2 OUTER FLANGE WIDTH ....... 6.0000 (IN) 8.0000 (IN) OUTER FLANGE THICKNESS ... 0.3125 (IN) 0.5000 (IN) MAXIMUM NEGATIVE MOMENT ... -186.40 (RIP -FT) WEB THICKNESS............ 0.1875 (IN) 0.1875 (IN) ASSOCIATED AXIAL FORCE .... 15.43 (KIPS) INNER FLANGE WIDTH ....... 6.0000 (IN) 8.0000 (IN) ASSOCIATED SHEAR FORCE .... -8.50 (KIPS) INNER FLANGE THICKNESS ... 0.3125 (IN) 0.5000 (IN) CONTROLLING LOAD COND ..... 1 SPLICE PLATE AND BOLTS PLATE THICKNESS ....... 0-10/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 12 NO. ROWS 6 ALLOW POS MOMENT ...... 193.00 (RIP -FT)* ALLOW NEG MOMENT ...... 193.00 (RIP -PT)* *INCREASE FOR WIND LOADS --------------------------------------------------------------------------------------------------------------- 11 104 A N C H O R B O L T'S A N D C O N N E C T I O N S R E P O R T C & S TRADING CO., P.O. BOX 42527, HOUSTON„TX 77242 JOB@73197A CS8024 12/20/70 UBC88 -- ---------------- --------------------------------------------------------------------- CONNECTION DESIGN DATA FOR MEMBER 4- 3 AT DEPTH 5: RIDGE SPLICE (5) SPLICE DEPTH: 24.5000 (IN) FRAME DATA AT SPLICE --=----------------------------------------------------- LEFT SIDE RIGHT SIDE SECTION DEPTH ............ 24.5000 (IN) %24.5000 (IN) OUTER FLANGE WIDTH ....... 6.0000 (IN) 6.0000 (IN) OUTER FLANGE THICKNESS ... 0.2500 (IN) 0.2500 -(IN) WEB THICKNESS ............ 0.1345 (IN) 0.1345 (IN) INNER FLANGE WIDTH ....... 6.0000 (IN) 6.0000 (IN) INNER FLANGE THICKNESS ... 0.2500 (IN) 0.2500 (IN) SPLICE PLATE AND BOLTS PLATE THICKNESS ....... 0-10/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY 8 NO. ROWS 4 ALLOW POS MOMENT ...... 88.00 (RIP -PT) - ALLOW NEG MOMENT ...... 98.00 (KIP -PT) - *INCREASE POR.WIND LOADS 0-------------------------------- Job End Date 6-27-91 Time 14:12:24 • PAGE NO. - 6 DATE 6-27-91 CONTROLLING ACTIONS (ACTUAL VALUES). --------------------------------------- MAXIMUM POSITIVE MOMENT ... 62.60 (RIP -PT) ASSOCIATED AXIAL FORCE'.... 9.21 (RIPS) ASSOCIATED SHEAR FORCE .... -0.77 (RIPS) CONTROLLING LOAD COND ..... 1 MAXIMUM NEGATIVE MOMENT ... -44.95 (RIP -FT) ASSOCIATED AXIAL FORCE .... -6.58 (KIPS) ASSOCIATED SHEAR FORCE .... 2.73 (RIPS) CONTROLLING LOAD COND ..... 2 105 Job Start Date 6-27-91 Time 14:35:16 TITLE - JOB$73197AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY BY - REP IDENTIFICATION DATE - 6/27/91 UNITS OPTIONS INPUT .... ENGLISH OUTPUT .... ENGLISH TYPE - RIGID FRAME REPORT OPTIONS ....ANCHOR BOLTS AND CONNECTIONS ....DESIGN SUMMARY REPORT ....FREE FORMAT • ....SHORT OUTPUT EXECUTION OPTIONS EXECUTION MODE = ANALYSIS ONLY MAXIMUM NUMBER OF ITERATIONS = 1 UNITY CHECK RANGE - 0.950 TO 1.050 MAXIMUM SEGMENT SIZE = 2.000 FT COED. OF LINEAR EXPANSION = 0.0000065000/DEG.P MOD. OF ELASTICITY,E = 29000000. PSI LOCATE FLANGE BRACING = YES • 106- 0 0 rfffrrrrfrrfrrirfrfrirf rfrrffria♦:rir:rrirr ♦ r • AUTO/STEEL DESIGN f + A SYNERCOM TECHNOLOGY, INC. DEVELOPMENT + • • RELEASE 6 MOD 10 * JUNE 1988 f + i rf rr rrffrrrrrrff sf ffrrrf rrff:f rrfrrafffifii Job Start Date 6-27-91 Time 14:35:16 TITLE - JOB$73197AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY BY - REP IDENTIFICATION DATE - 6/27/91 UNITS OPTIONS INPUT .... ENGLISH OUTPUT .... ENGLISH TYPE - RIGID FRAME REPORT OPTIONS ....ANCHOR BOLTS AND CONNECTIONS ....DESIGN SUMMARY REPORT ....FREE FORMAT • ....SHORT OUTPUT EXECUTION OPTIONS EXECUTION MODE = ANALYSIS ONLY MAXIMUM NUMBER OF ITERATIONS = 1 UNITY CHECK RANGE - 0.950 TO 1.050 MAXIMUM SEGMENT SIZE = 2.000 FT COED. OF LINEAR EXPANSION = 0.0000065000/DEG.P MOD. OF ELASTICITY,E = 29000000. PSI LOCATE FLANGE BRACING = YES • 106- 0 0 5 D E S I G N, I N'P U T E C H O CING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE 1 JOB 197AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY 6-27-91 101 MEMBERS LOADED SPLICES LOADED ' JOB$73197AC INCREASED SEISMIC:FOR CONNECTION DESIGN ONLY REP,6/27/91„ rrrACrrrDSrrrrSH 3r1rrrrrrrY ' SPANS 80., 24.,,8.,12.5,,,36.5 8E,#*WAF,p8Hrrr50-,,,,,,,,,,,42. . 36.5,24.5,,, 24.5,1.,8.,40.,,20005,P,S 6C,,,WA,,,6C,,,,50.,42. 6BrrrWlrrr6Brrr20.,50.,42. 5.,5.,1. LOAD FACTORS,25.,100. DEAD LOAD,.05 LIVE LOAD,.300 WIND LOAD,75.,MPH,UB85,1.,0.0,1.0 LOAD CONDITIONS 1,2 LOADCOND LDCN,3,100.,DL,100.,WL2,,,,,DL + SEISMIC LEFT LDCN,4,100.,DL,100.,WR2,,,,,DL + SEISMIC RIGHT L40 Lot, ,I,WL2,GIOB,X,CONC,0.0,7.94 LOAD,4,5,WL2,GLOB,X,CONC,0.0,7.94 LOAD,2,1,WR2,GLOB,X,CONC,0.0,-7.94 LOAD, 4,5,WR2,GLOB,X,CONC,0.0,-7.94 END • 108 M A C R O I N P U T' E C H O CING CO., P.O. BOX 42527, HOUSTON, TX 77242 CYCLE 1. JOB 19 7A INCREASED SEISMIC FOR CONNECTION DESIGN ONLY SPAN LENGTHS 80.000 0.000 0.000 0.000 0.000 ' 0.000 0.000 0.000 0 LEFT EXTERIOR COLUMN HAVE WALL GIRT BASE MID MID KNEE BASE TEMP BASE F G HEIGHT SLOPE SIZE DEPTH DEPTH DIST. .DEPTH SETTLE DIFF DISPL X R Kx 24.000 0.000 8.000 12.500 0.000 0.000 36.500 0.00 0.00 0.00 0.00 8E WA 8E 50.00 0.00 42.00 0 RAFTER AT LEFT KNEE 36.500 24.500 0.000 0.000 24.500 1.000 8.000 40.000 0.0 20005 P S 0 SECTION 1 FOR RAFTER SECT FLANGE WEB /OUTER FLANGE-/------WEB-----/-INNER FLANGE-/ LENGTH FY FY Kx 6C WA 6C 0.00 50.00 42.00.0.00 0 SECTION 2 FOR RAFTER SECT FLANGE WEB /OUTER FLANGE-/------WEB-----/-INNER FLANGE-/ LENGTH FY FY Kx 6B W1 6B 20.00 50.00 42.00 0.00 0 PURLIN AND BRACE LOCATIONS 5� 5.000 1.000 0 SYMMETRIC FRAME 'GENERATED WITH CENTERLINE AT X 38.81 FT n 100 M A C R O I N P U T E C H O C.T ING CO., P.O. BOX 42527, HOUSTON,X 77242 JOB 197AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY LOAD FACTORS 25.000 100.000 0 DEAD LOAD 0.050 0.000 0.000 0.000 0.000 0 LIVE LOAD 0.300 0.000 0.000 0.000 0.000 0 WIND LOAD 75.000 MPH UB85 1.000 0.000 1.000 0.000 0 LOAD CONDITIONS 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 LOADCOND 0 LDCN 3100.00 DL 100.00 WL2 0.00 0.00 DL + SEISMIC LEFT LDCN 4100.00 DL 100.00 WR2 0.00 0.00 DL + SEISMIC RIGHT LOADS 0 LOAD 2 1 WL2 GLOB X CONC 0.000 7:940 0.000 0.000 LOAD 4 5 WL2 GLOB X CONC 0.000 7.940 0.000 0.000 LOAD 2 1 WR2 GLOB X CONC 0.000 -7.940 0.000 0.000 LOAD 4 5 WR2 GLOB X CONC 0.000 -7.940 0.000 0.000 LOAD 1 2 DL GLOB Y UNIF 0.00000 -0.04269 0.00000 -0.04269 DLWT LOAD 1 2 WLL GLOB X UNIF 0.00000 0.35958 20.02358 0.35958 WLLX LOAD 1 2 WLL GLOB X UNIF 20.02358 0.79811 1.95462 0.79811 WLLX LOAD 2 3 LL GLOB Y UNIF 0.00000 -0.31641 0.00000 -0.31641 LIVE LOAD 2 3 DL GLOB Y UNIF 0.00000 -0.05273 0.00000' -0.05273 DEAD LOAD 2 3 DL GLOB Y UNIF 0.00000 -0.02635 0.00000 -0.02635 DLWT LOAD 2 3 WLL GLOB X UNIF .0.00000 -0.02999 37.92593 -0.02999 WLLX 2 3 WLL GLOB Y UNIF 0.00000 0.35991 37.92593 0.35991 WILY LO 4 3 LL GLOB Y UNIF 0.00000 -0.31641 -0.00000 -0.31641 LIVE LOAD 4 3 DL GLOB Y UNIF 0.00000 -0.05273 0.00000 -0.05273 DEAD LOAD 4 3 DL GLOB Y UNIF 0.00000 0.02635 0.00000 -0.02635 DLWT LOAD. 4 3_WLL GLOB X UNIF 0.00000 0.02999 37.92593 0.02999 WLLX LOAD 4 3 WLL GLOB Y UNIF 0.00000 0.35991 37.92593 0.35991 WILY LOAD 5 4 DL GLOB Y UNIF 0.00000 --0.04269 0.00000 -0.04269 DLWT LOAD 5 4 WLL GLOB X UNIF 0.00000 0.26617 21.97820 0.26617 WLLX. END LOAD CONDITION ARRAY 1 DL 100. LL 100. 0. 0. 2 DL 100. WLL 100. 0. 0. 3 DL 100. WL2 100. 0. 0. 4 DL 100. WR2 100. 0. 0. LOAD CONDITION DESCRIPTIONS 1 DEAD + LIVE LOAD 2 DL + WLL 3 DL + SEISMIC LEFT 4 DL + SEISMIC RIGHT. • 110 FRAME DESIGN DATA CING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB 197AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY CONFIGURATION (SYMMETRIC FRAME) ... BUILDING WIDTH 80.00 FT ' NUMBER OF SPANS = 1 SPAN WIDTHS (FT) = 80.00 DESIGN BAY SIZE = 25.00 FT LEFT EAVE HEIGHT = 24.00 FT RIGHT EAVE HEIGHT = 24.00 FT LEFT COLUMN SLOPE 0.00 /12 LEFT RAFTER SLOPE = 1.00 /12 RIGHT RAFTER SLOPE 1.00 /12 RIGHT COLUMN SLOPE = 0.00 /12 GIRT DEPTH 8.00 IN PURLIN DEPTH = 8.00 IN LOADINGS ... DEAD LOAD = 2.000 PSF LIVE LOAD = 12.000 PSF WIND LOAD = 19.500 PSF WIND LOAD PARAMETERS ... WI METHOD = UB85 WI TECISITY = 75.00 MPH MEAN ROOP,HEIGHT = 25.67 FT EXPOSURE TYPE = C - FLAT, OPEN TERRAIN ' BUILDING TYPE = ENCLOSED BUILDING IMPORTANCE FACTOR = 1.00 FORCE METHOD = 1 - NORMAL FORCE METHOD WIND LEFT COEFFICIENTS = 0.80 -0.70 -0.70 -0.50 FOR WLL WIND RIGHT COEFFICIENTS = 0.80 -0.70 -0.70 -0.50 'FOR WLR EFFECTIVE PRESSURE VERSUS HEIGHT TABLE HEIGHT ZONE PRESSURE FT PSP 0.00 - 20.00 18.000 20.00- 40.00 19.500 40.00 - 60.00 22.500 60.00 - 100.00 24.000 100.00 - 150.00 27.000 150.00 - 200.00 28.500 200.00 - 300.00 31.500 LOAD CONDITIONS ... LOAD CONDITION 1 = DEAD +•LIVE LOAD LOAD CONDITION 2 = DL + WLL 111 F R A M E D E S I G N D A T A CING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB 97AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY LOAD CONDITION 3 = DL + SEISMIC LEFT LOAD CONDITION 4 - DL + SEISMIC RIGHT D E S I G N S U M M A R Y R E P O R,T C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB#73197AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY -------------------------------------7------------------------------------------- CTIONS - LOAD CONDITION 1 - DEAD + LIVE LOAD VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER (RIPS) (RIPS) (RIP -PT) ------ -------- ----=--- -------- 1 15.938 9.243 0.000 5 15.938 -9.243 0.000 FRAME REACTIONS - LOAD CONDITION 2 - DL + WLL VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (RIPS) (RIP -FT) -------------- -------- -------- 1 -11.889 -14.405 0.000 5 -7.536 -0.206 0.000 FRAME REACTIONS - LOAD CONDITION 3 - DL + SEISMIC LEFT VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER (RIPS) (KIPS) (RIP -FT) • N 1 -0.553 -6.075 0.000 5 8.429 -9.805 0.000 FRAME REACTIONS - LOAD CONDITION 4 - DL + SEISMIC RIGHT VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER (KIPS) (KIPS) (RIP -FT) ------ -------- -------- -------- 1 8.429 9.805 0.000 5 -0.553 6.075 0.000 • f PAGE NO. = 1 DATE 6-27-91 �1 D E S I G N S U M M A R Y R E P O R T] t� C S S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 2 j JOB#73197AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY DATE 6-27-91 --------------------------------------------------------------------------------------------------------------------- EXjUMN 1- 2 LENGTH 21.98 FT MEMBER ANGLE 87.22 DEG TEMP DIFF 0. DEG.P RELEASES 0. WEIGHT 938. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT , LOAD NO. (FT). PLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CR DIST COND 1 20.61 50. 42. 11 1.87 FT 12.50 IN 36.50 IN 8.000 X0.5000 0.1875 8.000 X0.5000 0.732 20.6 FT 1 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR---- D SECTION FORCE MOMENT FA PBO FBI AXIAL .FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - NO. (KIPS) (KIP -PT) (RSI) (RSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 15.49 -174.79 6.25 17.64 17.64 1.06 -11.63 11.63 0.17 0.66 0.56 1 -8.50 15.44 ---------------------------------------------------------------------------------------------------------------------- RAPTER 2- 3 LENGTH 37.93 FT MEMBER ANGLE 5.58 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 999. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) PLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 16.59 50. 42. 8 2.07 PT 36.50 IN 24.50 IN 6.000 X0.3125 0.1875 6.000 X0.3125 0.854 1.3 FT 1 2 20.00 50. 42. 9 2.22 FT 24.50 IN 24.50 IN 6.000 X0.2500 0.1345 6.000 X0.2500 0.768 17.9 PT 4 (CONTROLLING ACTIONS) AXIAL. --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT FA FBO FBI AXIAL PHO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - NO. (KIPS) (RIP -FT) (KSI) (KSI) (RSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (RIPS) T 1 10.82 -168.23 16.95 23.84 23.84 1.03 -18.90 18.90 0.06 0.79 0.79 1 13.33 15.28 2 2.36 -89.70 19.56 29.54 29.54 0.38 -22.12 22.12 0.02 0.75 0.75 1 7.12 8.43 ----------------------------------------------------------------------------------------------------_----- 4- 3 LENGTH 37.93 FT MEMBER ANGLE 174.42 DEG TEMP DIFF ' 0. DEG.P RELEASES 0 WEIGHT 999. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FIG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 16.59 50. 42. 8 2.07 FT 36.50 IN 24.50 IN 6.000 X0.3125 0.1875 6.000 X0.3125 0.854 1.3 PT 1 2 20.00 50. 42. 9 2.22 FT 24.50 IN 24.50 IN 6.000 X0.2500 0.1345 6.000 X0.2500 0.768 17.9 FT 3 (CONTROLLING•ACTIONS) . AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT PA FBO .FBI AXIAL FBO FBI OUTER FL. INNER PL. LOAD FORCE ALLOW. - NO: (KIPS) (RIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (RIPS) (RIPS) T 1 10.82 -168.23 16.95 23.84 23.84 1.03 -18.90 18.90 0.06 0.79 0.79 1 13.33 15.28 2 2.36 -89.70 19.56 29.54 29.54 0.38 -22.12 22.12 0.02 0.75 0.75 1 7.12 8.43 0 11� D E S I G N S U M M A R Y R E P O R T C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 3 JOB$73197AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY DATE 6-27-91 EUMN 5- 4 LENGTH 21.98 FT MEMBER ANGLE 92.78 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 938. LB X� SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER -FLANGE WEB MAX COMB AT LOAD NO. (FT) PLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 20.61 50. 42. 11 1.87 FT 12.50 IN 36.50 IN 8.000 X0.5000 0.1875 8.000 X0.5000 0.732 20.6 FT 1 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR----- D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - NO. (RIPS) (KIP -FT) (KSI) (KSI) (KSI) (KSI) (RSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 15.49 -174.79 6.25 17.64 17.64 1.06 -11.63. 11.63 0.17 0.66 0.56 1 -8.50 15.44 ---------------------------------------------------------------------------------------------------------------------- TOTAL FRAME WEIGHT IS 3875. LB 2 CYCLES 0 A N C H O R B 0 L T S A N D C O N N E C T I O N S R E P O R T C S S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 • JOB673197AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY - ------------------------------------------------- SUPPORT JOINT 1 -- EXTERIOR COLUMN COLUMN BASE SIZES ---------------------------------- DEPTH................. 12.5000 (IN) OUTSIDE FLANGE WIDTH .. 8.0000 (IN) INSIDE FLANGE WIDTH ... 8.0000 (IN) BASE PLATE AND ANCHOR BOLTS PLATE THICKNESS ....... 0- 8/16 IN PLATE LENGTH .......... 14- 8/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 4 NO. ROWS 2 11 PAGE NO. - 1 DATE 6-27-91 CRITICAL REACTIONS LOAD COND NO. ALLOWABLE REACTIONS (ACTUAL VALUES) (INCREASE FOR WIND) HORIZONTAL .. -14.40 (KIPS) 2 12.00 (KIPS)'," DOWNWARD .... 15.94 (KIPS) 1 17.00 (KIPS) •WARD ...... -11.89 (KIPS) 2 12.00 (KIPS) • A N C H O R B O L T S A N D. C O N N E C T I ON S R E P O R T . 11� C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 2 JOB#73197AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY DATE 6-27-91 -- ----------------------------------------------------------------------------------------------------------------- SUPPORT JOINT 5 -- EXTERIOR COLUMN COLUMN BASE SIZES ------------------------------------ DEPTH 12.5000 (IN) OUTSIDE FLANGE WIDTH .. 8.0000 (IN) INSIDE FLANGE WIDTH ... 8.0000 (IN) BASE PLATE AND ANCHOR BOLTS -------------------------------------- PLATE THICKNESS ....... 0- 8/16 IN PLATE LENGTH ........... 14- 8/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 4 NO. ROWS 2 CRITICAL REACTIONS LOAD COND NO. ALLOWABLE REACTIONS (ACTUAL VALUES) (INCREASE FOR WIND) HORIZONTAL .. -9.24 (KIPS) 1' .12.00 (KIPS)' DOWNWARD..... - 15.94 (KIPS) 1 17.00 (KIPS) *ARD ...... -7.54 (RIPS) 2 12.00 (KIPS) 0 A N C H O R B 0 L T S A N D C O N N E C T I O N S R E P O R T j C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 3 JOBS73197AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLYDATE------6-27-91 - -------------------------------------------------------------------- --------------------------- CONNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 1: DIAGONAL KNEE SPLICE (2) SPLICE DEPTH: 49.6003 (IN) CONTROLLING ACTIONS (ACTUAL VALUES) MAXIMUM POSITIVE MOMENT ... 215.46 (RIP -FT) FRAME DATA AT SPLICE LEFT SIDE RIGHT SIDE ASSOCIATED AXIAL FORCE .... -13.09 (RIPS) -------------------------------------------------------- ASSOCIATED SHEAR FORCE .... 5.02 (KIPS) SECTION DEPTH ............ 36.5000 (IN) 36.5000 (IN) CONTROLLING LOAD COND ..... 2 OUTER FLANGE WIDTH ....... 8.0000 (IN) 6.0000 (IN) OUTER FLANGE THICKNESS ... 0.5000 (IN) 0.3125 (IN) MAXIMUM NEGATIVE MOMENT ... -186.41 (RIP -PT) WEB THICKNESS ............ 0.1875 (IN) 0.1875 (IN) ASSOCIATED AXIAL FORCE .... 15.43 (KIPS) INNER FLANGE WIDTH ....... 8.0000 (IN) 6.0000 (IN) ASSOCIATED SHEAR FORCE .... -8.50 (KIPS) INNER FLANGE THICKNESS ... 0.5000 (IN) 0.3125 (IN) CONTROLLING LOAD COND ..... 1 SPLICE PLATE AND BOLTS PLATE THICKNESS ....... 0-10/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 12 NO. ROWS 6 ALLOW POS MOMENT ...... 193.00 (KIP -FT) - ALLOW NEG MOMENT ...... 193.00 (RIP -PT)* +INCREASE FOR WIND LOADS • • A N C H O R B 0 L T S A N D C O N N E C T I O N S R E P O R T C b S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 4 JO 197AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY DATE 6-27-91 - -----------------------------------------------------------------------------------7----------------------------- CONNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 5: RIDGE SPLICE (5) SPLICE DEPTH: 24.5000 (IN) CONTROLLING ACTIONS FRAME DATA AT SPLICE ------------------------------------------------- LEFT SIDE RIGHT SIDE SECTION DEPTH ............ 24.5000 (IN) 24.5000 (IN) OUTER FLANGE WIDTH ....... 6.0000 (IN) 6.0000 (IN) OUTER FLANGE THICKNESS ... 0.2500 (IN) 0.2500 (IN) WEB THICKNESS ............ 0.1345 (IN) 0.1345 (IN) INNER FLANGE WIDTH ....... 6.0000 (IN) 6.0000 (IN) INNER FLANGE THICKNESS ... 0.2500 (IN) 0.2500 (IN) "SPLICE PLATE AND BOLTS PLATE THICKNESS ....... 0-10/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY :. 8 NO. ROWS 4 ALLOW POS MOMENT ...... 88.00 ,(KIP -PT) - ALLOW NEG MOMENT :..... .98.00•(KIP-PT)* �NCREASE FOR WIND LOADS 0 (ACTUAL VALUES) MAXIMUM POSITIVE MOMENT ... 62.60 (RIP -PT) ASSOCIATED AXIAL FORCE .... 9.21 (RIPS) ASSOCIATED SHEAR FORCE .... -0.77 (RIPS) CONTROLLING LOAD COND ..... 1 MAXIMUM NEGATIVE MOMENT ... -44.95 (RIP -PT) ASSOCIATED AXIAL FORCE .... -6.94 (KIPS) ASSOCIATED SHEAR FORCE .... -1.61 (KIPS) CONTROLLING LOAD COND ..... . 2 118 A N C H10 R B 0 L T S A N D C O N N E C T I O N S R E P O R T C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB 3197AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY ---------------------------------------------------------------------- CONNECTION DESIGN DATA FOR MEMBER 4- 3 AT DEPTH 1: DIAGONAL KNEE SPLICE (2) SPLICE DEPTH: 49.6003 (IN) FRAME DATA AT SPLICE LEFT SIDE RIGHT SIDE SECTION DEPTH ............ 36.5000 (IN) 36.5000 (IN) OUTER FLANGE WIDTH ....... 6.0000 (IN) 8.0000 (IN) OUTER FLANGE THICKNESS ... 0.3125 (IN) 0.5000 (IN) WEB THICKNESS ....:...:... 0.1875 (IN) 0.1875 (IN) INNER FLANGE WIDTH ....... 6.0000 (IN) 8.0000 (IN) INNER FLANGE THICKNESS ... 0.3125 (IN) 0.5000 (IN) SPLICE PLATE AND BOLTS PLATE THICKNESS ....... 0-10/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 12 NO. ROWS 6 ALLOW POS MOMENT ...... 193.00 (RIP -FT)* ALLOW NEG MOMENT ...... 193.00 (RIP -FT)* INCREASE FOR WIND LOADS • PAGE NO. - 5 DATE 6-27-91 CONTROLLING ACTIONS (ACTUAL VALUES) MAXIMUM POSITIVE MOMENT ... 132.27 (RIP -FT) ASSOCIATED AXIAL FORCE .... -1.40 (KIPS) ASSOCIATED SHEAR FORCE .... -1.93 (KIPS) CONTROLLING LOAD COND ..... 4 MAXIMUM NEGATIVE MOMENT ... -186.40 (RIP -FT) ASSOCIATED AXIAL FORCE .... 15.43 (KIPS) ASSOCIATED SHEAR FORCE .... -8.50 (KIPS) CONTROLLING LOAD COND ..... 1 119 A N C H O R B O L T S A N D C O N N E C T I O N S R E P O R T C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB 197AC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY -- ------------------------------------------------------------------------------------- CONNECTION DESIGN DATA FOR MEMBER 4- 3 AT DEPTH 5: RIDGE SPLICE (5) PAGE NO. - 6 DATE 6-27-91 SPLICE DEPTH: 24.5000 (IN) CONTROLLING ACTIONS 0 (ACTUAL VALUES) ------------------------------------- MAXIMUM POSITIVE MOMENT ... 62.60 (XIP -PT) FRAME DATA AT SPLICE LEFT SIDE RIGHT SIDE ASSOCIATED AXIAL FORCE .... 9.21 (KIPS) --------------------- -------------------- -------------- ASSOCIATED SHEAR FORCE .... -0.77 (RIPS) SECTION DEPTH ............ 24.5000 (IN) 24.5000 (IN) CONTROLLING LOAD COND ..... 1 OUTER FLANGE WIDTH ....... 6.0000 (IN) 6.0000 (IN) OUTER FLANGE THICKNESS ... 0.2500 (IN) 0.2500 (IN) MAXIMUM NEGATIVE MOMENT ... -44.95 (RIP -PT) WEB THICKNESS ............ 0.1345 (IN) 0.1345 (IN) ASSOCIATED AXIAL FORCE .... -6.58 (KIPS) INNER FLANGE WIDTH ....... 6.0000 (IN) 6.0000 (IN) ASSOCIATED SHEAR FORCE .... 2.73 (KIPS) INNER FLANGE THICKNESS ... 0.2500 (IN) 0.2500 (IN) CONTROLLING LOAD COND ..... 2 SPLICE PLATE AND BOLTS PLATE THICKNESS ....... 0-10/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 8 NOO. ROWS 4. ALLOW POS MOMENT ...... 88.00 (RIP -FT)* ALLOW NEG MOMENT ...... 98.00 (KIP -PT)- CREASE FOR WIND LOADS IN Job End.Date 6-27-91 Time 14:35:30 C7 :� •rfr of rraffraarra♦rrarrf r*raaarraarraf of ra♦ • AUTO/STEEL DESIGN r' • • A SYNERCOM TECHNOLOGY, INC. DEVELOPMENT + + RELEASE 6 MOD 10 + + JUNE 1988 + r a afr•aa+a araaf r+aarrrfffrrrerataaaraaf:srrr♦ Job Start Date 6-27-91 Time 14:37:29 TITLE - JOB673197B CS6024 12/20/70 UBC88 BY - REP IDENTIFICATION DATE - 6/27/91 UNITS OPTIONS .INPUT .... ENGLISH OUTPUT .... ENGLISH TYPE - RIGID FRAME REPORT OPTIONS ...FORCES, MOMENTS, AND STRESSES (LAST CYCLE ONLY) ....ANCHOR BOLTS AND CONNECTIONS • ..FLANGE BRACE REPORT .. ..DESIGN SUMMARY REPORT WITH DEFLECTIONS ....FREE FORMAT ....SHORT OUTPUT EXECUTION OPTIONS EXECUTION MODE - ANALYSIS ONLY MAXIMUM NUMBER OF ITERATIONS 1 UNITY CHECK RANGE - 0.950 TO 1.050 MAXIMUM SEGMENT SIZE = 2.000 FT COEF. OF LINEAR EXPANSION = 0.0000065000/DEG.F MOD. OF ELASTICITY,E - 29000000. PSI LOCATE FLANGE BRACING NO • 121 122 D E S I G N I N P U T E C H 0 C *RIDING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE 1 JOB#73197B CS6024 12/20/70 UBC88 6-27-91 MEMBERS LOADED SPLICES LOADED JOB#73197B CS6024 12/20/70 UBC88 REP,6/27/91,,, LC „ AC,FB„ DF,,,,SH 3r lrrrrrrrN . SPANS 60., 24.,,8.,12.5,,,36.5 8D,,,WA,,,BD,,,50.,,,,,,,,,,,42. 36.5,24.5,,, 24.5,1.,8.,30.,,20005,P,S 6B,,,WA,,,6B,,,,50.,42. 6B,,,W1,,,6B,,,20.,50.,42. 5.,5.,I.,,,X „ X LOAD FACTORS,25.,75. DEAD LOAD,.05 LIVE LOAD,.300 WIND LOAD,75.,MPH,UB85,1.,0.0,1.0 LOAD CONDITIONS 1,2 LOADCOND LDCN,3,100.,DL,100.,WL2,,,,,DL + SEISMIC LEFT 100.,DL,100.,WR2,,,,,DL + SEISMIC RIGHT IO IOAD,2,1,WL2,GLOB,X,CONC,0.0,3.36 LOAD,4,5,WL2,GLOB,X,CONC,0.0,3.36 LOAD,2,1,WR2,GIOB,X,CONC,0.0,-3.36 LOAD,4,5,WR2,GIOB,X,CONC,0.0,-3.36 END • s N 123 M A C R O I N P U T E C H 0 C 111"ING CO., P.O. BOX 42527, HOUSTON, TX 77242 CYCLE 1 JOB$73197B CS6024 12/20/70 UBC88 SPAN LENGTHS 60.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 LEFT EXTERIOR COLUMN HAVE WALL GIRT BASE MID MID KNEE BASE TEMP BASE F G HEIGHT SLOPE SIZE DEPTH DEPTH DIST. DEPTH SETTLE DIFF DISPL X R Kx 24.000 0.000 8.000 12.500 0.000 0.000 36.500' 0.00 0.00 0.00 0.00 8D WA 8D 50.00 0.00 42.00 0 RAFTER AT LEFT KNEE 36.500 24.500 0.000 0.000 24.500 1.000, 8.000 30.000 0.0 20005 P S '0 SECTION 1 FOR RAFTER SECT FLANGE WEB /OUTER FLANGE-/------WEB-----/-INNER FLANGE-/ LENGTH .FY FY Kx 6B WA 6B 0.00 50.00 42.00 0.00 0 SECTION 2 FOR RAFTER SECT FLANGE WEB /OUTER FLANGE -/-----WEB --- =-/-INNER FLANGE-/ LENGTH FY FY Kx 6B W1 6B 20.00 50.00 42.00 0.00 0 P:fAND BRACE LOCATIONS 5.000 1.000 X X 0 SYMMETRIC FRAME GENERATED WITH CENTERLINE AT X = 28.81 FT • .1 124 M A C R 0 I N P U T E C H O C OWMING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB973197B CS6024 12/20/70 UBC88' LOAD FACTORS 25.000 75.000 0 DEAD LOAD 0.050 0.000 0.000 0.000 0.000 0 LIVE LOAD 0.300 0.000 0.000 0.000 0.000 0 WIND LOAD 75.000 MPH UB85 1.000 0.000 1.000 0.000 0 LOAD CONDITIONS 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00, 0.00 0.00 0.00 LOADCOND 0 LDCN 3100.00 DL 100.00 WL2 0.00 0.00 DL + SEISMIC LEFT LDCN 4100.00 DL 100.00 WR2 0.00 0.00 DL + SEISMIC RIGHT LOADS 0 LOAD 2 1 WL2 GLOB X CONC 0.000 3.360 0.000 0.000 LOAD 4 5 WL2 GLOB X CONC 0.000 3.360 0.000 0.000 LOAD 2 1 WR2 GLOB X CONC 0.000 -3.360 0.000 0.000 LOAD 4 5 WR2 GLOB X CONC 0.000 -3.360 0.000 0.000 LDAD 1 2 DL GLOB Y UNIF 0.00000 -0.03602 0.00000 -0.03602 DLWT LOAD 1 .2 WLL GLOB X UNIF 0.00000 0.35958 20.02358 0.35958 WLLX LOAD 1 2 WLL GLOB X UNIF 20.02358 0.82462 1.89179 0.82462 WLLX LOAD 2 3 LL GLOB Y UNIF 0.00000 -0.32256 0.00000 -0.32256 LIVE LOAD 2 3 DL GLOB Y UNIF 0.00000 -0.05376 0.00000 -0.05376 DEAD LOAD 2 3 DL GLOB Y UNIF 0.00000 -0.02369 0.00000 -0.02369 DLWT W42 .3 WLL GLOB X UNIF, 0.00000 -0.03058 27.90218 -0.03058 WLLX 2 3 WLL GLOB Y UNIF 0.00000 0.36691 27.90218 0.36691 WILY LOAD 4 3 LL GLOB Y UNIF 0.00000 -0.32256 0.00000 -0.32256 LIVE LOAD 4 3 DL GLOB Y UNIF 0.00000 -0.05376 0.00000 -0.05376 DEAD LOAD 4 3 DL GLOB Y UNIF 0.00000 -0.02369 0.00000 -0.02369 DLWT LOAD 4 3 WLL GLOB X UNIF 0.00000' 0.03058 27.90218 0.03058 WLLX LOAD 4 3 WLL GLOB Y UNIF 0.00000 0.36691 27.90218 0.36691 WILY LOAD. 5 4 DL GLOB Y UNIF 0.00000 -0.03602 0.00000 -0.03602 DLWT LOAD 5 4 WLL GLOB X UNIF 0.00000 0.26694 21.91537 0.26694 WLLX END LOAD CONDITION ARRAY 1 DL 100. LL 100. 0. 0. 2 DL 100. WLL 100. 0. 0. 3 DL 100. WL2 100. 0. 0. 4 DL 100. WR2 100. 0. 0. LOAD CONDITION DESCRIPTIONS 1 DEAD + LIVE LOAD 2 DL + WLL 3 DL + SEISMIC LEFT 4 DL + SEISMIC RIGHT 0 125 P R A M E D E S I G N D A T A CADING CO., P.O. BOX 42527, HOUSTON, TX 77242 .70 73197E CS6024 12/20/70 UBC88 CONFIGURATION (SYMMETRIC FRAME) ... BUILDING WIDTH = 60.00 FT NUMBER OF SPANS = 1 SPAN WIDTHS (FT) 60.00 DESIGN BAY SIZE = 25.00 PT LEFT EAVE HEIGHT = 24.00 FT RIGHT EAVE HEIGHT = 24.00 FT LEFT COLUMN SLOPE = 0.00 /12 LEFT RAFTER SLOPE = 1.00 /12 RIGHT RAFTER SLOPE 1.00 /12 RIGHT COLUMN SLOPE = 0.00 /12 GIRT DEPTH 8.00 IN PURLIN DEPTH = 8.00 IN LOADINGS ... DEAD LOAD = 2.000 PSF LIVE LOAD - 12.000 PSP WIND LOAD = 19.500 PSP WIND LOAD PARAMETERS ... WIMETHOD = UB85 WIND INTENSITY = 75.00 MPH MEAN ROOF HEIGHT = 25.25 FT EXPOSURE TYPE C - FLAT, OPEN TERRAIN BUILDING TYPE = ENCLOSED BUILDING IMPORTANCE FACTOR = 1.00 FORCE METHOD = 1 - NORMAL FORCE METHOD WIND LEFT COEFFICIENTS = 0.80 -0.70 -0.70 -0.50 FOR WLL WIND RIGHT COEFFICIENTS = 0.80 -0.70 -0.70 -0.50 FOR WLR EFFECTIVE PRESSURE VERSUS HEIGHT TABLE HEIGHT ZONE PRESSURE FT PSF 0.00 - 20.00 18.000 20.00 - 40.00 19.500 46.00 - 60.00 22.500 60.00 - 100.00 24.000 100..00 - 150.00 27.000 150.00 - 200.00 28.500 200.00 - 300.00 31.500 LOAD CONDITIONS ... LOAD CONDITION 1 = DEAD + LIVE LOAD LOAD CONDITION 2 - DL + WLL 126 FRAME DESIGN DATA C 1111"ING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB$73197B CS6024 12/20/70 UBC88 LOAD CONDITION 3 = DL + SEISMIC LEFT LOAD CONDITION 4 = DL + SEISMIC RIGHT • • DE S I G N SUMMARY RE,P0 T C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 1 JOB073197B CS6024 12/20/70 UBC88 DATE 6-27-91 --------------------------------------------- -------- -------------- ------------------------------------------- FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 1 - DEAD + LIVE LOAD SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (RIPS) (RIPS) (RIP -PT) (IN) (IN) ------ -------------- -------- -------- -------- -------- 1 1 11.950 4.957 0.000 0.000 0.000 2 2 -0.006 -0.087 3 -0.260 -0.049 4 3 -0.930 0.000 5 -0.260 0.049 6 4 -0.006 0.087 7 5 11.950 -4.957 0.000 0.000 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - DL + WLL SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (RIPS) (RIPS) (RIP -PT) (IN) (IN) 1 1 -10.214 -11.421 0.000 0.000 0.000 2 2 -0.075 1.742 3 -0.166 1.759 3 0.696 1.692 , 0.561 1.685 6 4 0.082 1.609 7 5 -4.360 -3.188 0'.000. 0.000 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 3 - DL + SEISMIC LEFT SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (RIPS) (RIPS) (RIP -FT) (IN) (IN) 1 1 0.398 -2.385 0.000 0.000 0.000 2 2 -0.064 1.321 3 -0.363 1.369 4 3 -0.180 1.353 5 0.262 1.388 6 4 0.061 1.355 7 5 5.503 -4.334 0.000 0.000 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 4 - DL'+ SEISMIC RIGHT. SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER NUMBER (RIPS) (KIPS) (XIP -FT) (IN) (IN) 1 1 5.503 4.334 0.000 0.000 0.000 0 2 0.061 -1.355 0.262 -1.388 4 3 -0.180 -1.353 5 -0.363 -1.369 6 4 -0.064 -1.321 7 5 0.398 2.385 0.000 0.000 0.000 DE S I GN SUMMARY REPORT �� C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 2 JOB$73197B CS6024 12/20/70 UBC88 DATE 6-27-91 --- ----------------------------------------------------------------------------------------------------------------- E}o-UMN 1- 2 LENGTH 21.92 FT MEMBER ANGLE 87.22 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 790. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) PLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CR DIST COND 1 20.61 50. 42. 11 1.87 FT 12.50 IN 36.50 IN 8.000 X0.3750 0.1875 8.000 X0.3750 0.585 15.9 FT 2 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - NO. (KIPS) (RIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (RIPS) (RIPS) T 1 -11.05 128.03 40.00 23.01 23.01 -0.95 12.92 -12.92 0.02 0.56 0.56 1 -4.41 15.33 RAFTER 2- 3 LENGTH 27.90 FT MEMBER ANGLE 6.00 DEG TEMP DIFF 0. DEG.F' RELEASES 0 WEIGHT . 661. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FLOG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 6.56 50. 42. 4 1.64 FT 36.50 IN 24.50 IN 6.000 X0.2500 0.1875 6.000 X0.2500 0.511 1.3 FT 2 2 20.00 50. 42. 11 1.82 FT 24.50 IN 24.50 IN 6.000 X0.2500 0.1345 6.000 X0.2500 0.517 7.9 FT 2 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT PA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. NO. (KIPS) (KIP -FT) (KSI) (KSI) (KSI) (RSI) (RSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 -4.35 137.83 40.00 35.21 35.21 -0.45 17.60 -17.60 0.01 0.50 0.50 1 9.70 15.22 3.62 77.97 40.00 38.29 38.29 -0.58 19.23 -19.23 0.01 0.50 0.50 1 7.58 8.43 _.*_- RAFTER 4- 3 LENGTH 27.90 FT MEMBER ANGLE 174.00 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 661. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT- OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FLOG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 6.56 50. 42. 4 1.64 FT 36.50 IN 24.50 IN 6.000 X0.2500 0.1875 6.000 X0.2500 0.457 7.9 FT 3 2 20.00 50. 42. 11 1.82 FT 24.50 IN 24.50 IN 6.000 X0.2500 0.1345 6.000 X0.2500 0.480 7.9 FT 3 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR----- D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI • OUTER FL. INNER FL. LOAD FORCE ALLOW. - NO. (KIPS) (RIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS), (RIPS) T 1 1.61 -56.18 16.50 28.31 28.31 0.22 -12.57 12.57 0.01 0.44 0.44 1 • 9.70 15.22 2 1.31 -56.18 19.56 29.54 29.54 0.21 -13.86 13.86 0.01 0.47 0.47 1 7.58 6.43 0 DESIGN SUMMARY REPORT l �:y C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 3 r JOB#73197B CS6024 12/20/70 UBC88 DATE 6-27-91 ---------------------------------------------- --------------------------------------- -------------------------------_- E0UMN 5- 4 LENGTH 21.92 FT MEMBER ANGLE 92.78 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 790. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CR DIST COND 1 20.61 50. 42. 11 1.87 FT 12.50 IN 36.50 IN 8.000 X0.3750- 0.1875 8.000 X0.3750 0.548 20.6 FT 1 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR----- D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER -PL. INNER FL. LOAD FORCE ALLOW. - NO. (KIPS) (KIP -PT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (RIPS) (KIPS) T 1 11.44 -90.48 5.44 16.55 16.55 0.90 -7.42 7.42 0.17 0.45 0.38 1 -4.41 15.33 TOTAL FRAME WEIGHT IS 2901. LB • F O R C E S, M"O M E N T S, A N D S T R E S S E S C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242: JOB$73197B CS6024 12/20/70 UBC88 REF OR DEAD + LIVE LOAD CO 1- 2 1,30 PAGE NO. - 1 DATE 6-27-91 CYCLE NUMBER 1 LOAD CONDITION 1 7 • SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. + COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL PBO FBI * OUTER FL INNER PL* COMBINED POINT -------------------------------------------------------------------------------------------------------------------------------- (RIPS) (RIPS) (RIP -FT) *(KSI) (RSI) + (RSI) (RIPS) RATIO * (RSI) (ASI) (KSI) * AXIAL BENDING BENDING * UNITY CK 1* -4.37 12.18 0.00 8.42 19.67 19.67 34.61 NONE * 1.48 0.00 0.00 * 0.18 0.00 0.00 0.18 100 -4.37 12.14 -4.10 8.22 19.52 19.52 34.61 NONE * 1.44 -1.13 1.13 * 0.18 0.06 0.05 0.23 101 -4.38 12.08 -12.29 7.84 19.24 19.24 34.61 NONE * 1.37 -2.85 2.85 * 0.17 0.15 0.13 0.30 102 -4.38 12.01 -20.50 7.49 18.95 18.95' 31.86 NONE * 1.30 -4.07 4.07 * 0.17 0.21 0.19 0.36 103 -4.38 11.94 -28.71 7.17 18.67 18.67 28.27 NONE *. 1.24 -4.96 4.96 * 0.17 0.27 0.23 0.40 104 -4.39 11.87 -36.92 6.88 18.38 18.38 25.41 NONE * 1.18 -5.62 5.62 * 0.17 0.31 0.26 0.44 105 -4.39 11.81 -45.14 6.61 18.10 18.10 23.08 NONE * 1.13 -6.13 6.13 * 0.17 0.34 0.29 0.46 106 -4.39 11.74 -53.37 6.36 17.82 17.82 21.14 NONE * 1.08 -6.52 6.52 * 0.17 0.37 0.31 0.48 107 -4.40 11.67 -61.61, 6.13 17.54 17.54 19.50 NONE * 1.04 -6.82 6.82 * 0.17 0.39 0.33 0.50 108. -4.40 11.60 -69.85 5.92 17.26 17.26 18.09 NONE * 0.99 -7.05 7.05 * 0.17 0.41 6.35 0.52 109 -4.40 11.54 -78.09 5.72 16.97 16.97 16.88 NONE * 0.95 -7.23 7.23 * 0.17 0.43 0.36 0.53 '110 -4.41 11.47 -86.35 5.53 16.69 16.69 15.81 NONE * 0.92 -7.36 7.36 * 0.17 0.44 0.38 0.54 111* -4.41 11.44 -90.48 5.44 16.55 16.55 15.33 NONE * 0.90 -7.42 7.42 * 0.17 0.45 0.38 0.55 7 • F O R C E S, M 0 M E N T S, A N D S T R E S S E S 13 IL • 0 PAGE NO. - 2 C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27-91 JOB$73197B C56024 12/20/70 UBC88 CYCLE NUMBER 1 AS FOR DL + WLL LOAD CONDITION 2 1- 2 --------------------------------------------------------------------------------------------------------------------------------- SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES • MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER FL INNER FL* COMBINE[ POINT ----------------------------------- (RIPS) (RIPS) (KIP -FT) *(KSI) (RSI) (RSI) (KIPS) RATIO • (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CF. 1+ 10.91 -10.76 0.00 ------------------ 40.00 26.22 ---------------------- 26.22 46.15 NONE -------------------------------------_-_-_�____--_- * -1.31 0.00 0.00 * 0.03 0.00 0.00 0.03 100 10.57 -10.77 10.07 40.00 26.03 26.03 46.15 NONE * -1.28 2.78 -2.78 * 0.03 0.11 0.11 0.14 101 9.90 -10.81 29.25 40.00 25.65 25.65 46.15 NONE • -1.23 6.77 -6.77 * 0.03 0.26 0.26 0.29 102 9.22 -10.84 47.16 40.00 25.27 25.27 42.48 NONE * -1.18 9.35 -9.35 * 0.03 0.37 0.37 0.40 103 8.55 -10.88 63.81 40.00 24.89 24.89 37.70 NONE * -1.13 11.02 -11.02 * 0.03 0.44 0.44 0.47 104 7.87 -10.91 79.18 40.00 24.51 24.51 33.88 NONE • -1.09 12.06 -12.06 * 0.03 0.49 0.49 0.52 105 7.19 -10.95 93.30 40.00 24.13 24.13 30.77 NONE * -1.05 12.67 -12.67 * 0.03 0.53 0.53 0.55 106 6.52 -10.98 106.14 40.00 23.76 23.76 28.18 NONE * -1.01 12.97 -12.97 + 0.03 0.55 0.55 0.57 107 5.84 -11.02 117.72 40.00 23.38 23.38 25.99 NONE * -0.98 13.03 -13.03 * 0.02 0.56 0.56 0.58 108 5.16 -11.05 128.03 40.00 23.01 23.01 24.12 NONE * -0.95 12.92 -12.92 * 0.02 0.56 0.56 0.59 109 4.49 -11.09 137.07 40.00 22.63 22.63 22.50 NONE * -0.92 12.69 -12.69 * 0.02 0.56 0.56 0.58 110 3.81 -11.12 144.85 40.00 22.26 22.26 21.09 NONE * -0.89 12.35 -12.35 * 0.02 0.55 0.55 0.58 111+ 3.20 -11.13 148.18 40.00 22.07 22.07 20.44 NONE * -0.88 12.15 -12.15 • 0.02 0.55 0.55 0.57 • 0 F RCE S M O M E N T S A N D S T R E,S S E S j • PAGE NO. - 3 C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27791 JOB$73197B CS6024 12/20/70 UBC88 CYCLE NUMBER 1 S al FOR DL + SEISMIC LEFT LOAD CONDITION 3 -2 ------------------------------------------------------------------------------------------------------------------------------ �SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. + COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT + FA FBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER PL INNNER FL* COMBINED POINT ----------------------------- (KIPS) (KIPS) .(KIP-FT);*(KSI) ------------------- (KSI) (KSI) (KIPS) RATIO * (KSI) (KSI) (RSI) * AXIAL BENDING BENDING * UNITY CR 1*. 2.40 0.28 0.00 11.23 --- 26.22 ----------------------------------------------------------- 26.22 46.15 NONE * .0.03 0.00 0.00 * 0.00 ------- 0.00 ---------- 0.00 - 0.00 100 2.40 0.25 2.25 10.96 26.03 26.03 46.15 NONE * 0.03 0.62 -0.62 * 0.00 0.02 0.02 0.03 101 2.40 0.18 6.74 10.45 25.65 25.65 46.15 NONE * 0.02 1.56 -1.56 * 0.00 0.06 0.06 0.06 102 2.39 0.11 11.23 9.99, 25.27 25.27 42.48 NONE * 0.01 2.23 -2.23 * 0.00 0.09 0.09 0.09 103 2.39 0.05 15.71 -9.56 24.89 24.89 37.70 NONE * 0.00 2.71 -2.71 * 0.00 0.11 0.11 0.11 104 2.39 -0.02 20.19 40.00 24.51 24.51 33.88 NONE * 0.00 3.08 -3.08 * 0.00 0.13 0.13. 0.13 105 2.38 -0.09 24.66 40.00 24.13 24.13 30.77 NONE * -0.01 3.35 -3.35 * 0.00 0.14 0.14 0.14 106 2.38 -0.16 29.12 40.00 23.76 23.76 28.18 NONE * -0.01 3.56 -3.56 * 0.00 0.15 0.15 0.15 107 2.38 -0.22 33.58 40.00 23.38 23.38 25.99 NONE * -0.02 3.72 -3.72 * 0.00 0.16 0.16 0.16 108 2.37 -0.29 38.03 40.00 23.01 23.01 24.12 NONE * -0.02 3.84 -3.84 * 0.00 0.17 0.17 0.17 109 2.37 -0.36 42.48 40.00 22.63 22.63 22.50 NONE * -0.03 3.93 -3.93 * 0.00 0.17 0.17 0.17 110 2.37 -0.43 46.92 40.00 22.26 22.26 21.09 NONE * -0.03 4.00 -4.00 * 0.00 0.18 0.18 0.18 111* 2.37 -0.46 49.13 40.00 22.07 22.07 20.44 NONE * -0.04 4.03 -4.03 * 0.00 0.18 0.18 0.18 • F 0 R C E S, M O M E N T S, A'N D S T R E S S E S C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB 73197E CS6024 12/20/70 UBC88 FOR DL + SEISMIC RIGHT CO 1- 2 3 PAGE NO. - 4 DATE 6-27-91 CYCLE NUMBER 1 LOAD CONDITION 4 u 0 SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL PBO FBI + OUTER PL INNER PL* COMBINEI• POINT ---------------------------------------------------------------------------------------------------------------------------------- (KIPS) (KIPS) (RIP -FT) +(KSI) (RSI) (KSI) (KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CE 1* -4.06 5.71 0.00 11.23 26.22 , 26.22 46.15 NONE * 0.70 0.00 0.00 * 0.06 0.00 0.00 0.06 100 -4.06 5.67 -3.81 10.96 26.03 26.03 46.15 NONE * 0.67 -1.05 1.05 * 0.06 0.04 0.04 0.10 101 -4.07 5.61 -11.42 10.45 25.65 25.65 46.15 NONE * 0.64 -2.65 2.65 * 0.06 0.10 0.10 0.16 102 -4.07 5.54 -19.05 9.99 25.27 25.27 42.48 NONE * 0.60 -3.78 3.78 * 0.06 0.15 0.15 0.21 103 -4.07 5.47 -26.68 9.56 24.89 24.89 37.70 NONE * 0.57 -4.61 4.61 * 0.06 0.19 0.19 0.24 104 -4.08 5.40 -34.32 9.18 24.51 24.51 33.88 NONE * 0.54 -5.23 5.23 * 0.06 0.21 0.21 0.27 105 -4.08 5.34 -41.96 8.82 24.13 24.13 30.77 NONE * 0.51 -5.70 5.70 * 0.06 0.24 0.24 0.29 106 -4.08 5.27 -49.61 8.49 23.76 23.76 28.18 NONE * '0.49 -6.06 6.06 * 0.06 0.26 0.26 0.31 107 -4.09 5.20 -57.26 8.18 23.38 23.38 25.99 NONE * 0.46 -6.34 6.34 * 0.06 0.27 0.27 0.33 108 -4.09 5.13 -64.92 7.89 23.01 23.01 24.12 NONE * 0.44 -6.55 6.55 * 0.06 0.28 0.28 0.34 109 -4.09 5.07 -72.59 7.62 22.63 22.63 22.50 NONE * 0.42 -6.72 6.72 * 0.05 0.30 0.30 0.35 110 -4.10 5.00 -80.26 7.38 22.26 22.26 21.09 NONE *` 0.40 -6.84 6.84 * 0.05 0.31 0.31 0.36 111* -4.10 4.97 -84.10 7.26 22.07 22.07 20.44 NONE * 0.39 -6.89 6.89 * 0.05 0.31 0.31 0.37 u 0 :' F O R C E S, M 0 M E N T S , . A N D S T R E S S E S C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOBf73197B CS6024 12/20/70 UBC 88 FOR DEAD + LIVE LOAD 2- 3 ----------------------------------------- 134 PAGE NO. - 5 DATE 6-27-91 CYCLE NUMBER 1 LOAD CONDITION 1 0 SHEAR AXIAL ------------------------------------------------------------------------------------------- * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA PBO FBI SHEAR A/H + AXIAL FBO FBI * OUTER FL INNER FL* COMBINED - POINT ---------------------------------------------------------------------------------------------------------------------------------- (KIPS) (KIPS) (RIP -FT) *(RSI) (KSI) (KSI) (KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK. 114* 9.70 6.58 -82.78 26.59 26.41 26.41 15.22 NONE * 0.67 -10.57 10.57 * 0.03 0.40 0.40 0.43 115 9.38 6.53 -74.93 26.65 27.07 27.07 15.89 NONE * 0.69 -10.17 10.17 * 0.03 0.38 0.38 0.40 116 8.74 6.42 -60.04 22.75 28.27 28.27 17.40 NONE * 0.72 -9.26 9.26 * 0.03 0.33 0.33 0.36 117 8.09 6.32 -46.21 23.07 29.29 29.29 19.23 NONE * 0.76 -8.19 8.19 * 0.03 0.28 0.28 0.31 118 7.45 6.22 -33.43 23.40 29.62 29.62 21.49 NONE * 0.80 -6.90 6.90 * 0.03 0.23 0.23 0.27 119* 7.13 6.17 -27.44 12.38 21.23 21.23 22.84 NONE * 0.82 -6.14 6.14 * 0.07 0.29 0.29 0.36 119* 7.58 5.61 -27.44 14.67 22.15 22.15 8.43 NONE * 0.90 -6.77 6.77 * 0.06 0.31 0.31 0.37 '120 7.21 5.58 -20.72 14.67 22.15 22.15 8.43 NONE * 0.90 -5.11 5.11 * 0.06 0.23 0.23 0.29 121 6.49 5.51 -8.27 14.67 22.15 22.15 8.43 NONE * 0.89 -2.04 2.04 + 0.06 0.09 0.09 0.15 122 5.76 5.45 2.86 14.67 28.72 28.72 8.43 NONE * 0.88 0.70 -0.70 * 0.06 0.02 0.02 0.08 123 5.03 5.39 12.67 14.67 28.72 28.72 8.43 NONE * 0.87 3.12 -3.12 * 0.06 0.11 0.11 0.17 124 4.31 5.33 21.16 14.67 28.72 28.72 8.43 NONE * 0.86 5.22 -5.22 * 0.06 0.18 0.18 0.24 125 3.58 5.27 28.33 16.79 28.72 28.72 8.43 NONE * 0.85 6.99 -6.99 * 0.05 0.24 0.24 0.29 126 2.86 5.21 34.18 16.79 28.72 28.72 8.43 NONE * 0.84 8.43 -8.43 * 0.05 0.29 0.29 0.34 127 2.13 5.15 38.71 16.79 28.72 28.72 8.43 NONE * 0.83 9.55 -9.55 * 0.05 0.33 0.33 0.38 128 1.40 5.09 41.92 16.79 28.72 28.72 8.43 NONE _+ 0.82 10.34 -10.34 + 0.05 0.36 0.36 0.41 129 0.68 5.03 43.81 16.79 28.72 28.72 8.43 NONE * 0.81 10.81 -10.81 * 0.05 0.38 0.38 0.42 130 -0.05 4.97 44.38 26.61 28.72 28.72 8.43 NONE + '0.80 10.95 -10.95 * 0.03 0.38 0.38 0.41 -----0 41 ----------------------------------------------------------------------------------------- 4.94 44.17 26.61 28.72 28.72 8.43 NONE + .0.79 10.89 -10.89 * 0.03 0.38 0.38 0.41 0 r� FORCES, M O -M E N T S, AND STRESSES PAGE NO. - 6 C & S TRADING CO., P.O. BOX 42527, -HOUSTON, TX 77242 DATE 6-27-91 JOB/73197B CS6024 12/20/70 UBC88 CYCLE NUMBER 1 R FOR DL + WLL LOAD CONDITION 2 2- 3 ------------------------------------------------------------------------------------------------------------------------------------ SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA PHO FBI SHEAR A/H * AXIAL FBO FBI * OUTER FL INNER FL* COMBINED: POINT ---------- (RIPS) --------------------------------------- (RIPS) (RIP -FT) *(RSI) (RSI) (RSI) (RIPS) RATIO * (KSI) (RSI) (KSI) * AXIAL BENDING BENDING * UNITY CK 114* -10.05 -4.35 137.83 40.00 - 35.21 ------------------ 35.21 20.30 ------------ NONE * -0.45 ---------------------------- 17.60 -17.60 * 0.01 ---------------------. 0.50 0.50 0.51 115 -9.82 -4.34 129.66 40.00 36.10 36.10 21.18 NONE * -0.46 17.60 -17.60 * 0.01 0.49 0.49 0.50 116 -9.34 -4.31 113.92 40.00 37.70 37.70 23.20 NONE * -0.48 17.58 -17.58 * 0.01 0.47 0.47 0.48 117 -8.87 -4.29 98.95 40.00 39.06 39.06 25.64 NONE 1, -0.51 17.54 -17.54 * 0.01 0.45 0.45 0.46 118 -8.39 -4.26 84.77 40.00 39.50 39.50 28.66 NONE * -0.55 17.48 -17.48 * 0.01 0.44 0.44 0.46 119* -8.16 -4.25 77.97 40.00 39.52 39.52 30.45 NONE * -0.57 17.44 -17.44 * 0.01 0.44 0.44 0.46 119* -8.46 -3.62 77.97 40.00 38.29 38.29 11.24 NONE * -0.58 19.23 -19.23 * 0.01 0.50 0.50 0.52 120 -8.19 -3.62 70.40 40.00 38.29 38.29 11.24 NONE * -0.58 17.36 -17.36 * 0.01 0.45 0.45' 0.47 121 -7.66 -3.63 55.99 40.00 38.29 38.29 11.24 NOONE + -0.58 13.81 -13.81 + 0.01 0.36 0.36 0.38 122 -7.13 -3.65 42.55 40.00 38.29 38.29 11.24 'NONE * -0.59 10.49 -10.49 * 0.01 0.27 0.27 0.29 123 -6.60 -3.66 30.07 40.00 38.29 38.29 11.24 NONE * -0.59 7.42 -7.42 * 0.01 0.19 0.19 0.21 124 -6.07 -3.67 18.55 40.00 38.29 38.29 .11.24 NONE * -0.59 4.58 -4.58 * 0.01 0.12 0.12 0.13 125 -5.54 -3.68 8.00 40.00 38.29 38.29 11.24 NONE + -0.59 1.97 -1.97 * 0.01 0.05 0.05 0.07 126 -5.01 -3.69 -1.59 40.00 31.83 31.83 11.24 NONE * -0.59 -0.39 0.39 * 0.01 0.01 0.01 0.03 127 -4.48 -3.70 -10.22 40.00 31.83 31.83 11.24 'NONE + -0.59 -2.52 2.52 * 0.01 0.08 0.08 0.09 128 -3.95 -3.72 -17.88 40.00 31.83 31.83 11.24 NONE * -0.60 -4.41 4.41 * 0.01 0.14 0.14 0.15 129 -3.42 -3.73 -24.58 40.00 31.83 31.83 11.24 NONE * -0.60 -6.06 6.06 * 0.01 0.19 0.19 0.21 130 -2.89 -3.74 -30.31 40.00 38.29 38.29 11.24 NONE * -0.60 -7.48 7.48 * 0.02 0.20 0.20 0.21 --- -2.63 -3.75 -32.82 40.00 38.29 38.29 11.24 NONE '* -0.60 -8.09 8.09 * 0.02 0.21 0.21 0.23 r� F O R C E S, M O M E N T S, A N D S T R E S S E S C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB$73197B CS6024 12/20/70 UBC88 FOR DL + SEISMIC LEFT 2- 3 SHEAR AXIAL * ALLOWABLE STRESSES ANALYSIS FORCE FORCE MOMENT * FA FBO FBI POINT , (KIPS) (RIPS) (KIP -FT) *(XSI) (RSI) (RSI) --------------------------------------------------------- 114* -0.64 0.88 51.42 35.45 35.21 35.21 115 -0.71 0.87 50.86 34.16 36.10 36.10 .116 -0.83 0.85 49.60 25.76 37.70 37.70 117 -0.96. 0.83 48.13 20.73 '39.06 39.06 118 -1.08 0.81 46.46 19.15 39.50 39.50 119* -1.14 0.80 45.54 14.17 39.52 39.52 119* -1.08 0.89 45.54 19.56 38.29 38.29 120 -1.15 0.88 44.53 19.56 38.29 38.29 121 -1.29 0.87 42.32 19.56 38.29 38.29 122 -1.43 0.86 39.85 19.56 38.29 38.29 123 -1.57 0.85 37.12 19.56 38.29 38.29 124 -1.71 0.84 34.14 19.56 38.29 38.29 125 -1.85 0.82 30.90 22.38 38.29 38.25 126 -1.99 0.81 27.41 22.38 38.29 38.25 127 -2.13 0.80 23.66 22.38 38.29 38.25 128 -2.27 0.79 19.65 22.38 '38.29 38.25 129 -2.41 0.78 15.39 22.38 38.29 38.25 130 -2.55 0.76 10.88 35.49 38.29 38.25 le -2262 0.76 ------ 62 0.76, ----8.53 --35.49 38.29 38.25 • 136 PAGE NO. - 7 DATE 6-27-91 CYCLE NUMBER 1 LOAD CONDITION 3 ALLOW. + COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM SHEAR A/H • AXIAL FBO FBI * OUTER FL INNER FL* COMBINED (RIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK: '----------------------------------------------------------------------000 20.30 NONE * 0.09 6.57 -6.57 * 0.00 0.19 0.19 0.19 21.18 NONE * 0.09 6.90 -6.90 * 0.00 0.19 0.19 0.19 23.20 NONE * 0.10 7.65 -7.65 * 0.00 0.20 0.20 0.21 25.64 NONE * 0.10 8.53 -8.53 * 0.00 0.22 0.22 0.22 28.66 NONE * 0.10 9.58 -9.58 * 0.01 0.24 0.24 0.25 30.45 NONE * 0.11 10.19 -10.19 * 0.01 0.26 0.26 0.27 11.24 NONE * 0.14 11.23 -11.23 * 0.01 0.29 0.29 0.30 11.24 NONE * 0.14 10.98 -10.98 * 0.01 0.29 0.29 0.29 11.24 NONE * 0.14 10.44 -10.44 * 0.01 0.27 0.27 0.28 11.24 NONE * 0.14 9.83 -9.83 * 0.01 0.26 0.26 0.26 11.24 NONE * 0.14 9.16 -9.16 * 0.01 0.24 0.24 0.25 11.24 NONE * 0.13 8.42 -8.42 * 0.01 0.22 0.22 0.23 11.24 NONE * 0.13 7.62 -7.62 * 0.01 0.20 0.20 0.20 11.24 NONE * 0.13 6.76 -6.76 * 0.01 0.18 0.18 0.18 11.24 NONE * 0.13 5.84 -5.84 * 0.01 0.15 0.15 0.16 11.24 NONE * 0.13 4.85 -4.85 * 0.01 0.13 0.13 0.13 11.24 NONE * 0.12 3.80 -3.80 * 0.01 0.10 0.10 0.10 11.24 NONE * 0.12 2.68 -2.68 * 0.00 0.07 0.07 0.07 11.24 NONE * 0.12 2.10 -2.10 * 0.00 0.05 0.05 0.06 0 F O R C E S, M O M E N T S, A N D S T R E S S E S PAGE NO. - 8 C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE; 6-27-91 JOB#73197B CS6024 12/20/70 UBC88 CYCLE NUMBER 1 FOR DL + SEISMIC RIGHT LOAD CONDITION 4 2- 3 ------------------------------------------------------------------------------------------------------------------------------------- SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL FBO FBI OUTER FL INNER FL* COMBINED POINT ----------------------------------------------------------------------------------------------------------------------------------- (KIPS) (KIPS) (KIP -FT) *(RSI) (KSI) (KSI) (RIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING: BENDING * UNITY C5: 114* 4.40 1.69 -83.45 35.45 35.21 35.21 20.30 NONE * 0.17 -10.66 10.66 * 0.00 0.30 1 0.30 0.31 115 4.33 1.68 -79.86 35.54 36.10 36.10 21.18 NONE * 0.18 -10.84 10.84 * 0.01 0.30 0.30 0.31 116 4.21 1.66 -72.84 30.33 37.70 37.70 23.20 NONE * 0.19 -11.24 11.24 * 0.01 0.30 0.30 0.30 117 4.08 1.64 -66.02 30.76 39.06 39.06 25.64 NONE * 0.20 -11.70 11.70 * 0.01 0.30 0.30 0.31 118 3.96 1.62 -59.41 31.20 39.50 39.50 28.66 NONE * 0.21 -12.25 12.25 * 0.01 0.31 0.31 0.32 119* 3.90 1.61 -56.18 16.50 28.31 28.31 30.45 NONE * 0.22 -12.57 12.57 * 0.01 0.44 0.44 0.46 119* 4.01 1.31 -56.18 19.56 29.54 29.54 11.24 NONE * 0.21 -13.86 13.86 * 0.01 0.47 0.47 0.48 120 3.94 1.31 -52.57 19.56 29.54 29.54 11.24 NONE * 0.21 -12.97 12.97 * 0.01 0.44 0.44 0.45 121 3.80 1.29 -45.53 19.56 29.54 29.54 11.24 NONE * 0.21 -11.23 11.23 * 0.01 0.38 0.38 0.39 122 3.66 1.28 -38.76 19.56 29.54 29.54 11.24 NONE * 0.21 -9.56. 9.56 * 0.01 0.32 0.32 0.33 123 3.52 1.27 -32.24 19.56 29.54 29.54 11.24 NONE * 0.20 -7.95 7.95 * 0.01 0.27 0.27 0.28 124 3.38 1.26 -25.97 19.56 .29.54 29.54 11.24 NONE * 0.20 -6.41 6.41 * 0.01 0.22 0.22 0.23 125 • 3.24 1.25 -19.96. 22.38 31.83 31.83 11.24 NONE * 0.20 -4.92 4.92 * 0.01 0.15 0.15 0.16 • 126 3.10 1.24 -14.21 22.38 31.83 31.83 11.24 NONE * 0.20 -3.50 3.50 * 0.01 0.11 0.11 0.12 127 2.95 1.22 -8.71 22.38 31.83 31.83 11.24 NONE * 0.20 -2.15 2.15 * 0.01 0.07 0.07 0.08 128 2.81 1.21 ;-3.47 22.38 31.83 31.83 11.24 NONE * 0.19 -0.85 0.85 * 0.01 0.03 0.03 0.04 129 2.67 1.20 1.52 22.38 38.29 38.29 11.24 NONE * 0.19 0.38 -0.38.* 0.01 0.01 0.01 0.02 130 2.53 1.19 6.25 35.49 38.29 38.29 11.24 NONE * 0.19 1.54 -1.54 * 0.01 0.04 0.04 0.05 --�-------------------- 2.46 1.18 ---852 --------------------------------------- 35.49 38.29 38.29 11.24 NONE * 0.19 2.10 -2.10 * 0.01 0.05 0.05 0.06 0 13 F� -' F 0 R C E S, M O M E N T S, A N D S T R E S S E S PAGE NO. - 9 C b S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27-91 JOB$73197B CS6024 12/20/70 UBC88 CYCLE NUMBER 1 R FOR DEAD + LIVE LOAD LOAD CONDITION 1 4- 3 I 0 SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H + AXIAL FBO FBI * . OUTER FL INNER FL- COMBINED: POINT (KIPS) (KIPS) (RIP -FT) *(RSI) (KSI) (KSI) (KIPS) RATIO * (KSI) (KSI) ,(RSI) * AXIAL BENDING BENDING * UNITY CK 132* 9..70 6.58 -82.78 26.59 26.41 26.41 15.22 NONE * 0.67 -10.57 10.57 * 0.03 0.40 0.40 0.43 133 9.38 6.53 -74.94 26.65 27.07 27.07 15.89 NONE + 0.69 -10.17 ,10.17 * 0.03 0.38 0.38 0.40 134 8.74 6.42 -60.04 22.75 28.27 28.27 17.40 NONE * 0.72 -9.26 9.26 * 0.03 0.33 0.33 0.36 135 8.09 6.32 -46.21 23.07 29.29 29.29 19.23 NONE * 0.76 -8.19 8.19 * 0.03 0.28 0.28 0.31 136 7.45 6.22 -33.44 23.40 29.62 29.62 21.49 NONE * 0.80 -6.90 6.90 * 0.03 0.23 0.23 0.27 137* 7.13 6.17 -27.45 12.38 21.23 21.23 22.84 NONE * 0.82 -6.14 6.14 * 0.07 0.29 0.29 0.36 137* 7.58 5.61 -27.45 14.67 22.15 22.15 8.43 NONE * 0.90 -6.77 6.77 * 0.06 0.31 0.31 0.37 138 7.21 5.58 -20.73 14.67 22.15 22.15 8.43 NONE * 0.90 -5.11 5.11 * 0.06 0.23 0.23 0.29 139 6.49 5.51 -8.28 14.67 22.15 22.15 8.43 NONE * 0.89 -2.04 2.04 + 0.06 0.09 0.09 0.15 140 5.76 5.45 2.85 14.67 28.72 28.72 ' 8.43 NONE * 0.88 0.70 -0.70 + 0.06 0.02 0.02 0.08 141 5.03 5.39 12.66 14.67 28.72 28.72 8.43 NONE *0.87 3.12 -3.12 + 0.06 0.11 0.11 0.17 142 4.31 5.33 21.16 14.67 28.72 28.72 8.43 NONE * 0'.86 5.22 -5.22 * 0.06 0.18 0.18 0.24 143 3.58 5.27 28.33 16.79 28.72 28.72 8.43 NONE * 0.85 6.99 -6.99 * 0.05 0.24 0.24 0.29 144 2.86 5.21 34.18 16.79 28.72 28.72 8.43 NONE * 0.84 8.43 -8.43 * 0.05 0.29 0.29 0.34. 145 2.13 5.15 38.71 16.79 28.72 28.72 8.43 NONE * 0.83 9.55 -9.55 * 0.05 0.33 0.33 0.38 146 1.40 5.09 41.92 16.79 28.72 28.72 8.43 NONE * 0.82 10.34 -10.34 * 0.05 0.36 0.36 0.41 147 0.68 5.03 43.81 16.79 28.72 28.72 8.43 NONE * 0.81 10.81 -10.81 * 0.05' 0.38 0.38 0.42 148 -0.05 4.97 44.38 26.61 28.72 28.72 8.43 NONE * 0.80 10.95 -10.95 * 0.03 0.38 0.38 0.41 -0.41 4.94 44.17 26.61 28.72 28.72 8.43 NONE * 0.79 10.89 -10.89 * 0.03 0.38 0.38 0.41 I 0 F O R C E S, M O M E N T S, A N D S T R E S S E S C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB#73197B CS6024 12/20/70 UBC88 FOR DL + WLL 4- 3 --------------------------------------------------------- SHEAR AXIAL * ALLOWABLE STRESSES ANALYSIS FORCE FORCE MOMENT * FA FBO . FBI POINT (RIPS) (KIPS) (RIP -FT) *(KSI) (KSI) (KSI) PAGE NO. - 10 DATE 6-27-91 CYCLE NUMBER 1 LOAD CONDITION 2 ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM SHEAR A/H * AXIAL FBO FBI * OUTER FL INNER FL* COMBINED (KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK 132* -4.27 -3.42 -16.84 40.00 35.21 35.21 20.30 NONE * -0.35 -2.15 2.15 * 0.01 0.06 0.06 0.07 133 -4.04 -3.41 -20.25 40.00 36.10 36.10 21.18 NONE * -0.36 -2.75 2.75 * 0.01 0.08 0.08 0.09 134 -3.56 -3.39 -26.50 40.00 37.70 37.70 23.20 NONE * -0.38 ' -4.09 4.09 * 0.01 0.11 0.11 0.12 135 -3.09 -3.36 -31.96 40.00 39.06 39.06 25.64 NONE * -0.40 -5.67 5.67 * 0.01 0.15 0.15 0.16 136 -2.61 -3.33 =36.64 40.00 39.50 39.50 28.66 NONE * -0.43 -7.56 7.56 * 0.01 0.19 0.19 0.20 137* -2.38 -3.32 -38.69 40.00 28.31 28.31 30.45 NONE * -0.44 -8.66 8.66 * 0.01 0.31 0.31 - 0.32 137* -2.62 -3.13 -38.69 40.00 29.54 29.54 11.24 NONE * -0.50 -9.54 9.54 * 0.01 0.32 0.32 0.34 138 -2.36 -3.14 -40.96 40.00 29.54 29.54 11.24 NONE * -0.50 -10.10 10.10 * 0.01 0.34 0.34 0.35 139 -1.83 -3.15 -44.76 40.00 29.54 29.54 11.24 NONE * -0.51 -11.04 11.04 * 0:01 0.37 0.37 0.39 140 -1.30 -3.16 -47.60 40.00 29.54 29.54 11.24 NONE * -0.51 -11.74 11.74 * 0.01 0.40 0.40 0.41 141 -0.77 -3.17 -49.47 40.00 29.54 29.54 11.24 NONE * -0.51 -12.20 12.20 * 0.01 0.41 0.41 0.43 142 -0.24 -3.18 -50.38 40.00 29.54 29.54 11.24 NONE * -0.51 -12.43 12.43 * 0.01 0.42 0.42 0.43 143 0.29 -3.20 -50.33 40.00 31.83 31.83 11.24 NONE * -0.51 -12.41 12.41 * 0.01 0.39 0.39 0.40 144 0.82 -3.21 -49.31 40.00 31.83 31.83 11.24 NONE * -0.51 -12.16 12.16 * 0.01 0.38 0.38 0.39 145 1.35 -3.22 -47.33 40.00 31.83 31.83 11.24 NONE * -0.52 -11.67 11.67 * 0.01 0.37 0.37 0.38 146 1.88 -3.23 -44.39 40.00 31.83 31.83 11.24 NONE * -0.52 -10.95 .10.95 * 0.01 0.34 0.34 0.36 147 2.41 -3.24 -40.49 40.00 31.83 31.83 11.24. NONE * -0.52 -9.99 9.99 * 0.01 0.31 0.31 0.33 148 2.94 -3.25 -35.62' 40.00 38.29 - 38.29 11.24 NONE * -0.52 -8.78 8.78 * 0.01 0.23 0.23 0.24 ----3 21 -3.26 -32.82 40.00 38.29 38.29 11.24 NONE * -0.52 -8.09 8.09 * 0.01 0.21 0.21 0.22 0 F O R C E S, M O M E N T S, A N D S T R E S S E S C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB$73197B CS6024 12/20/70 UBC88 FOR DL + SEISMIC LEFT :* 4- 3 SHEAR AXIAL ANALYSIS FORCE FORCE POINT (KIPS) (RIPS) 132* 4.40 133 4.33 134 4.21 135 4.09 136 3.96 137* 3.90 137* 4.01 138 3.94 139 3.80 140 3.66 141 3.52 142 3.38 143 3.24 144 3.10 145 2.95 146 2.81 147 2.67 148 2.53 2 -0---- 46 1.69 1.68 1.66. 1.64 1.62 1.61 1.31 1.31 1.29 1.28 1.27 1.26 1.25 1.24 1.22 1.21 1.20 1.19 1.18 140 PAGE NO. - 11 DATE 6-27-91 CYCLE NUMBER 1 LOAD CONDITION 3 ------------------------------------------------------------------------------------------------------- + ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES • UNITY CHECK VALUES * MAXIMUM MOMENT * FA FBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER FL INNER FL* COMBINED (KIP -FT) -------------------------------------------------------- +(RSI) (RSI) .(KSI) (KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK -83.45 35.45 35.21 35.21 20.30 NONE * 0.17 ---------------------------- -10.66 10.66 * 0.00 »-------------------- 0.30 0.30 0.31 -79.86 35.54 36.10 36.10 21.18 NONE_ * 0.18 -10.84 10.84 * 0.01 0.30 0.30 0.31 -72.84 30.33 37.70 37.70 23.20 NONE • 0.19 -11.24 11.24 * 0.01 0.30 0.30 0.30 -66.02 30.76 39.06 39.06 25.64 NONE • 0.20 -11.70 11.70 * 0.01 0.30 0.30 0.31 -59.41 31.20 39.50 39.50 28.66 NONE • 0.21 -12.25 12.25 • 0.01 0.31 0.31 0.32 -56.18 16.50 28.31 28.31 30.45 NONE + 0.22 -12.57 12.57 * 0.01 0.44 0.44 0.46 -56.18 19.56 29.54 29.54 11.24 NONE + 0.21 -13.86 13.86 * 0.01 0.47 0.47 0.48 -52.57 19.56 29.54 29.54 11.24 NONE + 0.21 -12.97 12.97 * 0.01 0.44 0.44 0.45 -45.53 19.56 29.54 29.54 11.24 NONE * 0.21 -11.23 11.23 * 0.01 0.38 0.38 0.39 -38.76 19.56 29.54 29.54 11.24 NONE * 0.21 -9.56 9.56 * 0.01 0.32 0.32 0.33 -32.24 19.56 29.54 29.54 11.24 NONE * 0.20 -7.95 7.95 * 0.01 0.27 0.27 0.28 -25.97 19.56 29.54 29.54 11.24 NONE + 0.20 -6.41 6.41 * 0.01 0.22 0.22 0.23 -19.96 22.38 31.83 31.83 11.24 NONE * 0.20 -4.92 4.92 * 0.01 0.15 0.15 0.16 -14.21 22.38 31.83 31.83 11.24 NONE * 0.20 -3.50 3.50'* 0.01 0.11 0.11 0.12 -8.71 22.38 31.83 31.83 11.24 NONE + 0.20 -2.15 2.15 + 0.01 0.07 0.07 0.08 -3.47 22.38 31.83 31.83 11.24 NONE * 0.19 -0.85 0.85 * 0.01 0.03 0.03 0.04 1.52 22.38 38.29 38.29 11.24 NONE * 0.19 0.38 -0.38 * 0.01 0.01 0.01 0.02 6.25 35.49 38.29 38.29 11.24 NONE • 0.19 1.54 -1.54 + 0.01 0.04 0.04 0.05 8.53 35.49 38.29 38.29 11.24 NONE * 0.19 2.10 -2.10 * 0.01 0.05 0.05 0.06 F O R C E S, M O M E N T S, A N D S T R E S S"E S 141 PAGE NO. - 12 C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27-91 JOB/73197B CS6024 12/20/70 UBC88 i CYCLE NUMBER 1 FOR DL + SEISMIC RIGHT LOAD CONDITION 4 4- 3 ----------------------------------------------------------------------------------------------------------------------------------- SHEAR AXIAL' * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER PL INNER FL* COMBINED POINT --------------------------------------------------------------------------------------------------------------------------------- (KIPS) (KIPS) (RIP -FT) *(RSI) (KSI) (RSI) (KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CR 132* -0.64 0.88 51.42 35.45 35.21 35.21 20.30 NONE * 0.09 6.57 -6.57 * 0.00 0.19 0.19 0.19 133. -0.71 0.87 50.86 34.19 36.10 36.10 21.18 NONE * 0.09 6.90 -6.90 * 0.00 0.19 0.19 0.19 134 -0.83 0.85 49.60 25.78 37.70 37.70 23.20 NONE * 0.10 7.65 -7.65 * 0.00 0.20 0.20 0.21 135 -0.96 0.83 48.13 20.77 39.06 39.06 25.64 NONE * 0.10 8.53 -8.53 * 0.00 0.22 0.22 0.22 136 -1.08 0.81 46.46 19.15 39.50 39.50 28.66 NONE * 0.10 9.58 -9.58 * 0.01 0.24 0.24 0.25 137* -1.14 .0.80 45.54 14.17 39.52 39.52 30.45 NONE * 0.11 10.19 -10.19 * 0.01 0.26 0.26 0.27 137* -1.08 0.89 45.54 19.56 38.29 38.29 11.24 NONE * 0.14 11.23 -11.23 * 0.01 0.29 0.29 0.30 138 -1.15 0.88 44.53 19.56 38.29 38.29 11.24 NONE * 0.14 10.98 -10.98 * 0.01 0.29 0.29 0.29 139 -1.29 0.87 42.32 19.56 38.29 38.29 11.24 NONE * 0.14 10.44 -10.44 * 0.01 0.27 0.27 0.28 140 -1.43 0.86 39.85 19.56 38.29 38.29 11.24 NONE * 0.14 9.83 -9.83 * 0.01 0.26 0.26 0.26 141 -1.57 0.85 37.12 19.56 38.29 38.29 11.24 NONE * 0.14 9.16 -9.16 * 0.01 0.24 .0.24 0.25 142 -1.71 0.84 34.14 19.56 38.29 38.29 11.24 NONE * 0.13 8.42 -8.42 * 0.01 0.22 0.22 0.23 143 -1.85 0.82 30.90 22.38 38.29 38.29 11.24 NONE * 0.13 7.62 -7.62 * 0.01, 0.20 0.20 0.20 144 -1.99 0.81 27.41 22.38 38.29 38.29 11.24 NONE * 0.13 6.76 -6.76 * 0.01 0.18 0.18 0.18 145. -2.13 0.80 23.66 22.38 38.29 38.29 11.24 NONE * 0.13 5.83 -5.83 * 0.01 0.15 0.15 0.16 146 -2.27 0.79 19.65 22.38 38.29 38.29 11.24 NONE * 0.13 4.85 . -4.85 * 0.01 0.13 0.13 0.13 147 -2.41 0.78 15.39 22.38 38.29 38.29 11.24 NONE * 0.12 3.80 -3.80 * 0.01 0.10 0.10 0.10 148 '-2.55 0.77 10.88 35.49 38.29 38.29 11.24 NONE * 0.12 2.68 - -2.68 * 0.00 0.07 0.07 0.07 ----------------------------------------------------------------------------------------------------------------------------- 2.62 0.76 8.52 35.49 38.29 38.29 11.24 NONE * 0.12 2.10-. -2.10 * 0.00 0.05 0.05 0.06 • P O R C E S, M O M E N'T S, A N D S T R E S S E S �4 PAGE NO. - 13 C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27-91 JOB$73197B CS6024 12/20/70 UBC88 CYCLE NUMBER 1 REPOR DEAD + LIVE LOAD LOAD CONDITION 1 CO 5- 4 ------------------------------------------------------------------------------------------------------------------------------ SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE , FORCE MOMENT * PA PBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER FL INNER FL* COMBINED POINT (KIPS) (KIPS) (RIP -FT) *(KSI) (KSI) (KSI) (KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING *.UNITY CR 5* -4.37 12.18 0.00 8.42 19.67 19.67 34.61 NONE * 1.48 0.00 0.00 * 0.18 0.00 0.00 0.18 149 -4.37 12.14 -4.10 8.22 19.52 19.52 34.61 NONE * 1.44 -1.13 1.13 * 0.18 0.06 0.05 0.23 150 -4.38 12.08 -12.29 7.84 19.24 19.24 34.61 NONE * 1.37 -2.85 2.85 * 0.17 0.15 0.13 0.30 151 -4.38 12.01 -20.50 7.49 18.95 18.95 31.86 NONE * 1.30 -4.07 4.07 * 0.17 0.21 0.19 0.36 152 •-4.38 11.94 -28.71 7.17 18.67 18.67 28.27 NONE * 1.24 -4.96 4.96 * 0.17 0.27 0.23 0.40 153 -4.39 11.87 -36.92 6.88 18.38 18.38 25.41 NONE * 1.18 -5.62 5.62 * 0.17 0.31 0.26 0.44 154 -4.39 11.81 -45.15 6.61 18.10 18.10 23.08 NONE * 1.13 -6.13 6.13 * 0.17 0.34 0.29 0.46 155 -4.39 11.74 -53.37 6.36 17.82 17.82 21.14 NONE * 1.08 -6.52 6.52 * 0.17 0.37 0.31 0.48 156 -4.40 11.67 -61.61 6.13 17.54 17.54 19.50 NONE * 1.04 -6.82 6.82 * 0.17 0.39 0.33 0.50 157 -4.40 11.60 -69:85 5.92 17.26 17.26 18.09 NONE * 0.99 -7.05 7.05 * 0.17 0.41 0.35 0.52 158 -4.40 _ 11.54 -78.09 5.72 16.97 16.97 16.88 NONE * 0.95 -7.23 7.23 * 0.17 0.43 0.36 0.53 159 -4.41 11.47 -86.35 5.53 16.69 16.69 15.81 NONE * 0.92 -7.36 7.36 * 0.17 0.44 0.38 .0.54 160* ------------------------------------------------------------------------------------------------------------------ -4.41 11.44 -90.48 5.44 16.55 16.55 15.33 NONE * 0.90 -7.42 7.42 * 0.17 0.45 0.38 0.55 • F O R C E S, M O M E N T S A N D'' S T R E S S E S 4 13 PAGE NO. - 14 C S S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27-91 JOB$73197B CS6024 12/20/70 UBC88 CYCLE NUMBER 1 RE FOR DL + WLL LOAD CONDITION 2 COL 5- 4 SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER FL INNER FL* COMBINED POINT (KIPS) (KIPS) (RIP -FT) *(RSI) (RSI) (KSI) (KIPS) RATIO * .(KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK ----------------------------------------------------------------------------------------------------------------------------- 5* -3.40 -4.20 0.00 40.00 26.22 26.22 46.15 NONE * -0.51 0.00 0.00 * 0.01 0.00 0.00 0.01 149 -3.15 -4.25 -3.07 40.00 26.03 26.03 46.15 NONE * -0.50 -0.85 0.85 * 0.01 0.03 0.03 0.05 150 -2.65 -4.34 -8.50 40.00 25.65 25.65 46.15 NONE * -0.49 -1.97 1.97 * 0.01 0.08 0.08 0.09 151 -2.16 -4.43 -13.00 40.00 25.27 25.27 42.48 NONE * -0.48 -2.58 2.58 * 0.01 0.10 0.10 0.11 152 -1.66 -4.52 -16.58 40.00 24.89 24.89 37.70 NONE * -0.47 -2.86 2.86 * 0.01 0.11 0.11 0.13 153 -1.16 -4.61 -19.22 40.00 24.51 24.51 33.88 NONE * -0.46 -2.93 2.93 * 0.01 0.12 0.12 0.13 154 -0.67 -4.70 -20.93 40.00 24.13 24.13 30.77 NONE * -0.45 -2.84 2.84 * 0.01 0.12 0.12 0.13 155 -0.17 -4.80 -21.72 40.00 23.76 23.76 28.18 NONE * -0.44 -2.65 2.65 * 0.01 0.11 0.11 0.12 156 0.33 -4.89 -21.57 40.00 23.38 23.38 25.99 NONE * -0.43 -2.39 2.39 * 0.01 0.10 0.10 0.11 157 0.82 -4.98 -20.49 40.00 23.01 23.01 24.12 NONE * -0.43 -2.07 2.07 * 0.01 0.09 0.09 0.10 158 1.,32 -5.07 -18.48 40.00 22.63 22.63 22.50 NONE * -0.42 -1.71 1.71 * 0.01 0.08 0.08 0.09 159 1.82 -5.16 -15.55 40.00 22.26 22.26 21.09 NONE * -0.41 -1.33 1.33 * 0.01 0.06 0.06 0.07 160* 2.06 -5.21 -13.73 40.00 22.07 22.07 20.44 NONE * -0.41 -1.13 1.13 * 0.01 0.05 0.05 0.06 ------------------------------------------------------------------------------------------------------------------------------- • • P 0 R C E S, M O M E N T S, A N D S T R E S S E S j Y PAGE NO. - 15 C b S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 DATE 6-27-91 JOB97B CS6024 12/20/70 UBC88 CYCLE NUMBER 1 RE FOR DL + SEISMIC LEFT LOAD CONDITION 3 COL 5- 4 SHEAR • AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * PA PBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER PL INNER FL* COMBINED POINT (KIPS) (KIPS) (RIP -FT) *(RSI) (KSI) (KSI) (KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL. BENDING' BENDING * UNITY CR ---------------------------------------------------------------------------------------------------------------------------------- 5* -4.06 5.71 0.00 11.23 26.22 26.22 46.15 NONE * 0.70• 0.00 0.00 * 0.06 0.00 0.00 0.06 149 -4.06 5.67 -3.81 10.96 26.03 26.03 46.15 NONE * 0.67 -1.05 1.05 * 0.06 0.04 0.04 0.10 150 -4.07 5.61 -11.42 10.45 25.65 25.65 46.15 NONE * 0.64 -2.65 2.65 * 0.06 0.10 0.10 0.16 151 -4.07 5.54 -19.05 9.99 25.27 25.27 42.48 NONE * 0.60 -3.78 3.78 * 0.06 0.15 0.15 0.21 152 -4.07 5.47 -26.68 9.56 24.89 24.89 37.70 NONE * 0.57 -4.61 4.61 * 0.06 0.19 0.19 0.24 153 -4.08 5.40 -34.32 9.18 24.51 24.51_ 33.88 NONE * 0.54 -5.23 5.23 * 0.06 0.21 0.21 0.27 154 -4.08 5.34 -41.96 8.82 24.13 24.13 30.77 NONE * 0.51 -5.70 5.70 * 0.06 0.24 0.24 0.29 155 -4.08 5.27 -49.61 8.49 23.76 23.76 28.18 NONE * 0.49 -6.06 6.06 * 0.06 0.26 0.26 0.31 -156 -4.09 5.20 -57.26 8.18 23.38 23.38 25.99 NONE * 0.46 -6.34 6.34 * 0.06 0.27 0.27 0.33 157 -4.09 "5.13 -64.92 7.89 23.01 23.01 24.12 NONE * 0.44 -6.55 6.55 * 0.06 0.28 0.28 0.34 158 -4.09 5.07 -72.59 7.62. 22.63 22.63 22.50 NONE * 0.42 -6.72 6.72 * 0.05 0.30 0.30 0.35 159 -4.10 5.00 -80.26 7.38 22.26 22.26 21.09 NONE * 0.40 -6.84 6.84 * 0.05 0.31 0.31 0.36 160* -4.10 4.97 -84.10 7.26 22.07 22.07 20.44 NONE * 0.39 -6.89 6.89 * 0.05 0.31 0.31 0.37 • F O R C E S, M O M E N T'S , A N D S T R E S S E S C S S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB#73197B CS6024 12/20/70 UBC88 FOR DL + SEISMIC RIGHT CO 5- 4 `0 14 PAGE NO. - 16 DATE 6-27-91 CYCLE NUMBER 1 LOAD CONDITION 4 ------------------------------------------------------------------------------------------------------------------------------ SHEAR AXIAL * ALLOWABLE STRESSES ALLOW. * COMPUTED STRESSES * UNITY CHECK VALUES * MAXIMUM ANALYSIS FORCE FORCE MOMENT * FA FBO FBI SHEAR A/H * AXIAL FBO FBI * OUTER PL INNER FL* COMBINED POINT --------------------------------------------------------------------------------------------------------------------------- (KIPS) (KIPS) (RIP -FT) *(RSI) (RSI)- (RSI) .(KIPS) RATIO * (KSI) (KSI) (KSI) * AXIAL BENDING BENDING * UNITY CK 5* 2.40 0.28 0.00 11.23 26.22 26.22 46.15 NONE * 0.03 0.00 0.00 * 0.00 0.00 0.00 0.00 149 2.40 0.25 2.25 10.96 26.03 26.03 46.15 NONE * 0.03 0.62 -0.62 * 0.00 0.02 0.02 0.03 150 2.40 0.18 6.74 10.45 25.65 25.65 46.15 NONE * 0.02. 1.56 -1.56 * 0.00 0.06 0.06 0.06 151 2.39 0.11 11.23 9.99 25.27 25.27 42.48 NONE * 0.01 2.23 -2.23 * 0.00 0.09 0.09 0.09 152 2.39 0.05 15.71 9.56 24.89 24.89 37.70 NONE * 0.00 2.71 -2.71 * 0.00 0.11 0.11 0.11 153 2.39 -0.02 20.19 40.00 24.51 24.51 33.88 NONE * '0.00 3.08 -3.08 + 0.00 0.13 0.13 0.13 154 2.38' -0.09 24.66 40.00 24.13 24.13 30.77 NONE * -0.01 3.35 -3.35 * 0.00 0.14 0.14 0.14 155 2.38 -0.16 29.12 40.00 23.76 23.76 28.18 NONE * -0.01 3.56 -3.56 * 0.00. 0.15 0.15 0.15 156 2.38 -0.22 33.58 40.00 23.38 23.38 25.99 NONE * -0.02 3.72' -3.72 * 0.00 0.16 0.16 0.16 157 2.37 -0.29 38.03 40.00 23.01 23.01 24.12 NONE * -0.02 3.84 -3.84 * 0.00 0.17 0.17 '0.17 158 2.37 -0.36 42.48 40.00 22.63 22.63 22.50 NONE *.-0.03 3.93 -3.93 * 0.00 0.17 0.17 0.17 159 2.37 -0.43 46.92 40.00 22.26 22.26 21.09 NONE * -0.03 4.00 -4.00 * 0.00 0.18 0.18 0.18 160* ------------------------------------------------------------------------------------------------------------------------------- 2.37 -0.46 49.13 40.00 22.07 22.07 20.44 NONE * -0.04 4.03 -4.03 * 0.00 0.18 0.18 0.18 0 • F L A N G E B R A C E R E P O R T C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO, - 1 JOB CS6024 12/20/70 UBC88 DATE 6-27-91 FLANGE BRACING e N COLUMN 1 - 2 UNBRACED RAFTER 2 - 3 PURLINS LOCATED AT 2.76FT 7.78PT 12.79FT 17.81PT 22.83FT 26.90FT 27.91FT BRACED AT X X X X X RAFTER 4 - 3 PURLINS LOCATED AT 2.76FT 7.78FT 12.79FT 17.81FT 22.83FT 26.90FT 27.91FT BRACED AT X X X X X COLUMN 5 - 4 UNBRACED I] 146 A N C H O R B O L T S'' A N D C O N N E C T I O N S R fi P O R T 4'7 C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 1 JOB$73197B CS6024 12/20/70 UBC88 DATE 6-27-91 -- --------------------------------------------------------------------------------------7---------------------- SUPPORT JOINT 1 -- EXTERIOR COLUMN COLUMN BASE SIZES ------------------------------------ DEPTH................. 12.5000 (IN) OUTSIDE FLANGE WIDTH .. 8.0000 (IN) INSIDE FLANGE WIDTH ... 8.0000 (IN) BASE PLATE AND ANCHOR BOLTS PLATE THICKNESS ....... 0- 8/16 IN PLATE LENGTH .......... 14- 8/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 4 NO. ROWS 2 CRITICAL REACTIONS LOAD COND NO. ALLOWABLE REACTIONS (ACTUAL VALUES) (INCREASE FOR WIND) HORIZONTAL .. -11.42 (RIPS) 2 12.00 (RIPS) DOWNWARD .... 11.95 (RIPS)," 1 17.00,(RIPS) ORD... ... -10.21 (RIPS) '2 12.00 (RIPS) A N C H O R B 0 L T S A N D C O N N E C T I,0 N S R E P O RT C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOBS73197B CS6024 12/20/70 UBC88 -*--------------------------------------------- SUPPORT JOINT 5 -- EXTERIOR COLUMN COLUMN BASE SIZES --------------------------------- DEPTH 12.5000 (IN) OUTSIDE FLANGE WIDTH .. 8.0000 (IN) INSIDE FLANGE WIDTH ... 8.0000 (IN) BASE PLATE AND ANCHOR BOLTS PLATE THICKNESS ....... 0- 8/16 IN PLATE LENGTH .......... 14- 8/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 4 NO. ROWS 2 CRITICAL REACTIONS LOAD COND NO. ALLOWABLE REACTIONS .(ACTUAL VALUES) (INCREASE FOR WIND) HORIZONTAL .. -4.96 (KIPS) 1 12.00 (KIPS) DOWNWARD .... .11.95 (KIPS) 1 .17.00 (KIPS) *lARD ...... -4.36 (KIPS) 2 12.00 (KIPS) • PAGE NO. - 2 DATE 6-27-91 148 A N C H O'R B O L T S A N D C O N N E C T I O N S R E P 0 R T C b S TRADING CO., P.O. BOX 4252:7, HOUSTON, TX 77242 .JOB/73197B CS6024 12/20/70 UBC88 - ------------------------ ---------------------------------------------------------- CONNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 1: DIAGONAL KNEE SPLICE (2) SPLICE DEPTH: 49.6003 (IN) CONTROLLING ACTIONS (ACTUAL VALUES) FRAME DATA AT SPLICE LEFT SIDE ------------------------------------------ SECTION DEPTH ............ 36.5000 (IN) OUTER FLANGE WIDTH ....... 8.0000 (IN) OUTER FLANGE THICKNESS ... 0.3750 (IN) WEB THICKNESS ............ 0.1875 (IN) INNER FLANGE WIDTH .... 8.0000 (IN) INNER FLANGE THICKNESS ... 0.3750 (IN) SPLICE PLATE AND BOLTS --------------------------------------- PLATE THICKNESS ....... 0-10/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 8 NO. ROWS 4 ALLOW POS MOMENT 175.00 (RIP -FT)* ALLOW NEG MOMENT ...... 175.00 (RIP -FT)* •INCREASE FOR WIND LOADS • --------------------------------------------- PAGE NO. - 3 DATE 6-27-91 ------------------------------------ MAXIMUM POSITIVE MOMENT ... '151.65 (RIP -PT) RIGHT SIDE ASSOCIATED AXIAL FORCE .... -11.12 (KIPS) ------------ ASSOCIATED SHEAR FORCE .... 2.12 (KIPS) 36.5000 (IN) CONTROLLING LOAD COND ..... 2 6.0000 (IN) 0.2500 (IN) MAXIMUM NEGATIVE MOMENT ... -96.22 (RIP -PT) 0.1875 (IN) ASSOCIATED AXIAL FORCE .... 11.39 (KIPS) '6.0000 (IN) ASSOCIATED SHEAR FORCE .... -4.41 (KIPS) 0.2500 (IN) CONTROLLING LOAD COND ..... 1 149 A N C H O R B 0 L T S A N D C O N N E C T I O N S R E P O R T C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB$73197B CS6024 12/20/70 UBC88 -,-------------------------------------------------------------- CONNECTION DESIGN DATA FOR MEMBER 2-'3 AT DEPTH 5: RIDGE SPLICE (5) SPLICE DEPTH: 24.5000 (IN) FRAME DATA AT SPLICE LEFT SIDE SECTION DEPTH ............ 24.5000 (IN) OUTER FLANGE WIDTH ....... 6.0000 (IN) OUTER FLANGE THICKNESS ... 0.2500 (IN) WEB THICKNESS ............ 0.1345 (IN) INNER FLANGE WIDTH ....... 6.0000 (IN) INNER FLANGE THICKNESS ... 0.2500 (IN) SPLICE PLATE AND BOLTS ----------------------------------------- PLATE THICKNESS ....... 0- 8/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 8 NO. ROWS 4 ALLOW POS MOMENT ...... 55.00 (KIP -PT)* ALLOW NEG MOMENT ...... " 62.00 (RIP -FT)* *INCREASE FOR WIND LOADS -A ------------------------------------- I CONTROLLING ACTIONS (ACTUAL VALUES) Jo r UJ PAGE NO. - 4 DATE 6-27-91 MAXIMUM POSITIVE MOMENT ... 44.17 (RIP -PT) RIGHT SIDE ASSOCIATED AXIAL FORCE .... 4.94 (RIPS) ------------ ASSOCIATED SHEAR FORCE .... -0.41 (RIPS) 24.5000 (IN) CONTROLLING LOAD COND ..... 1 6.0000 (IN) 0.2500 (IN) MAXIMUM NEGATIVE MOMENT ... -32.82 (RIP -PT) 0.1345 (IN) ASSOCIATED AXIAL FORCE .... -3.75 (RIPS) " 6.0000 (IN) ASSOCIATED SHEAR FORCE .... -2.63 (RIPS) 0.2500 (IN) CONTROLLING LOAD COND ..... 2 . oriaa.a uarrn: ay.ouu� (1h) CONTROLLING ACTIONS (ACTUAL VALUES) MAXIMUM POSITIVE MOMENT ... 52.22 (RIP—PT) FRAME DATA AT SPLICE LEFT SIDE RIGHT SIDE ASSOCIATED AXIAL FORCE .... —0.34 (RIPS) -------------------------------------------------------- ASSOCIATED SHEAR FORCE .... —0.99 (KIPS). SECTION DEPTH ............. 36.5000 (IN) 36.5000 (IN) CONTROLLING LOAD COND ..... 4 OUTER FLANGE WIDTH .... 6.0000 (IN) 8.0000 (IN) OUTER FLANGE THICKNESS :.. 0.2500 (IN) 0.3750 (IN) MAXIMUM NEGATIVE MOMENT ... —96.22 (RIP—PT) WEB THICKNESS ............. 0.1875 (IN) 0.1875 (IN) ASSOCIATED AXIAL FORCE .... 11.39 (KIPS) INNER FLANGE WIDTH ....... 6.0000 (IN) 8.0000 (IN) ASSOCIATED SHEAR FORCE .... —4.41 (RIPS) INNER FLANGE THICKNESS ... 0.2500 (IN) 0.3750 (IN) CONTROLLING LOAD COND ..... 1 SPLICE PLATE AND BOLTS ------------------------------------------ PLATE THICKNESS ....... 0— 8/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 8 NO. ROWS 4 ALLOW POS MOMENT .. 110.00 (RIP—FT)+ ALLOW NEG MOMENT ...... 110.00 (KIP—FT)• +INCREASE FOR WIND LOADS --0----------------------------------------------------------------- • A N C H O R B 0 L T S A N D C O N N E C T I O N S R E P O R T C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 6 JOB073197B CS6024 12/20/70 UBC88 DATE 6-27-91 -----------r------------------------------------------------------------------------------------------------------ CONNECTION DESIGN DATA FOR MEMBER 4- 3 AT DEPTH 5: RIDGE SPLICE (5) SPLICE DEPTH: 24.5000 (IN) CONTROLLING ACTIONS (ACTUAL VALUES) ------------------------------------------- MAXIMUM POSITIVE MOMENT ... , 44.17 (SIP -FT) FRAME DATA AT SPLICE LEFT SIDE RIGHT SIDE ASSOCIATED AXIAL FORCE .... '4.94 (RIPS) -------------------------------------------------------- ASSOCIATED SHEAR FORCE .... -0.41 (RIPS) SECTION DEPTH ............ 24.5000 (IN) 24.5000 (IN) CONTROLLING LOAD COND ..... 1 OUTER FLANGE WIDTH ....... 6.0000 (IN) 6.0000 (IN) OUTER FLANGE THICKNESS ... 0.2500 (IN) 0.2500 (IN) MAXIMUM NEGATIVE MOMENT ... -32.82 (RIP -PT) WEB THICKNESS ............ 0.1345 (IN) 0.1345 (IN) ASSOCIATED AXIAL FORCE .... -3.26 (KIPS) INNER FLANGE WIDTH ....... 6.0000 (IN) 6.0000 (IN) ASSOCIATED SHEAR FORCE .... 3.21 (KIPS) INNER FLANGE THICKNESS ... 0.2500 (IN) 0.2500 (IN) CONTROLLING LOAD COND ..... 2 SPLICE PLATE AND BOLTS ------------------------------------------ PLATE THICKNESS ....... 0- 8/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 8 NO. ROWS 4 ALLOW POS MOMENT ...... 55.00 (RIP -PT) - ALLOW NEG MOMENT ...... 62.00 (RIP -FT)* *INCREASE FOR WIND LOADS --I* -------------------------------------- —---- --------------------------------------------------- -- -------- ------- Job End Date 6-27-91 Time 14:37:43 s ? rrrrrrrrrrrrrr•rr++rrraarrrr+aarrrrrararrrr � 5 + tr IIJJ CJ • AUTO/STEEL DESIGN + * A SYNERCOM TECHNOLOGY, INC. DEVELOPMENT + + RELEASE 6 MOD 10 + + JUNE 1988 • arr*rrrrr+•a+aarrrrrrrrar:rrrrar rraaararrrr Job Start Date 6-27-91 Time 14:42:48 TITLE - JOB$73197BC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY BY - REP IDENTIFICATION DATE - 6/27/91 UNITS OPTIONS INPUT .... ENGLISH OUTPUT .... ENGLISH TYPE - RIGID FRAME REPORT OPTIONS ....ANCHOR BOLTS AND CONNECTIONS ....DESIGN SUMMARY REPORT ....FREE FORMAT ....SHORT OUTPUT EXECUTION OPTIONS EXECUTION MODE -.ANALYSIS ONLY MAXIMUM NUMBER OF ITERATIONS 1 UNITY CHECK RANGE ='0.950 TO 1.050 MAXIMUM SEGMENT SIZE 2.000 FT COEF. OF LINEAR .EXPANSION 0.0000065000/DEG.F MOD. OF ELASTICITY,E = 29000000. PSI LOCATE FLANGE BRACING = NO • C D E S I G N I N P U T E C H O G1RADING CO., P.O. BOX 42527,.HOUSTON, TX 77242 PAGE I JO 97BC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY 6-27-91 MEMBERS LOADED SPLICES LOADED JOB$73197BC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY REP,6/27/91rrrr.ACrrrDSrrrrSE 3rlrrrrrrrN SPANS 60., 24.,,8.,12.5,,,36.5 8DrrrWArrr8Drrr50•rrrrrrrrrrr42. 36.5,24.5,,, 24.5,1.,8.,30.,,20005,P,S 6Br„WA,,,6B,,,,50.,42. 6B,,,W1,,,6B „ ,20.,50.,42. 5.,5.,1.,,,X,,X LOAD FACTORS,25.,75. DEAD LOAD,.05 LIVE LOAD,.300 WIND LOAD,75.,MPH,UB85,1.,0.0,1.0 LOAD CONDITIONS 1,2 LOADCOND LDCN,3,100.rDL,l00.,WL2..... DL + SEISMIC LEFT LDCN•A,100.,DL,100.,WR2..... DL + SEISMIC RIGHT I,1,WL2,GLOB,X,CONC,0.0,7.55 LOAD,4,5,WL2,GLOB,X,CONC,0.0,7.55 LOAD,2,1,WR2,GLOB,X,CONC,0.0,-7.55 LOAD,4,5,WR2,GLOB,X,CONC,0.0,-7.55 END Ll 155 M A C R O I N P U T E C H O CING CO., P.O. BOX 42527, HOUSTON, TX 77242 CYCLE 1 ,700319 7BC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY SPAN LENGTHS 60.000 0.000 0.000 0.000 0.000 0.000 0.000 0.000 0 LEFT EXTERIOR COLUMN HAVE WALL GIRT BASE MID MID KNEE BASE TEMP BASE F G HEIGHT SLOPE SIZE DEPTH DEPTH DIST. DEPTH SETTLE DIFF DISPL X R Kx 24.000 0.000 8.000 12.500 0.000 0.000 36.500 0.00 0.00 0.00 0.00 8D WA 8D 50.00 0.00 42.00 0 RAFTER AT LEFT KNEE 36.500 24.500 0.000 0.000 24.500 1.000 8.000 30.000 0.0 20005 P S 0 SECTION 1 FOR RAFTER SECT FLANGE WEB /OUTER FLANGE-/------WEB-----/-INNER FLANGE-/ LENGTH FY FY Kx 6B WA 6B 0.00 50.00 42.00 0.00 0 SECTION 2 FOR RAFTER SECT FLANGE WEB /OUTER FLANGE-/------WEB-----/-INNER FLANGE-/ LENGTH FY FY Kx 6B W1 6B 20.00 50.00 42.00 0.00 0 PURLIN AND BRACE LOCATIONS 5.000 1.000 X X 0 �. SYMMETRIC FRAME GENERATED WITH CENTERLINE AT X = 28.81 PT • 15G M A C R 0 I N P U T E C H O CING CO., P.O. BOX 42527, HOUSTON, TX 77242 JO '197BC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY LOAD FACTORS 25.000 75.000 DEAD LOAD 0.050 0.000 0.000 0.000 0.000 LIVE LOAD 0.300 0.000 0.000 0.000 0:000 WIND LOAD 75.000 MPH UB85 1.000 0.000 1.000 0.000 0 0 0 0 LOAD CONDITIONS 0 1 2 0 0 0 0 0 0 0 0 0 0 0 0 0 0.00 0.00 0.00 0.00 LOADCOND 0 LDCN 3100.00 DL 100.00 WL2 0.00 0.00 DL + SEISMIC LEFT LDCN 4100.00 DL 100.00 WR2 0.00 0.00 DL + SEISMIC RIGHT LOADS 0 LOAD 2 1 WL2 GLOB X CONC 0.000 7.550 0.000 0.000 LOAD 4 5 WL2 GLOB X CONC 0.000 7.550 0.000 0.000 LOAD 2 1 WR2 GLOB X CONC 0.000 -7.550 0.000 0.000 LOAD 4 5 WR2 GLOB X CONC 0.000 -7.550 0.000 0.000 LOAD 1 2DL GLOB Y UNIF 0.00000 -0.03602 0.00000 -0.03602 DLWT LOAD 1 2 WLL GLOB X UNIF 0.00000 0.35958 20.02358 0.35958 WLLX LOAD 1 2 WLL GLOB X, UNIF 20.02358 0.82462 1.89179 0.82462 WLLX LOAD 2 3 LL GLOB Y UNIF 0.00000 -0.32256 0.00000 -0.32256 LIVE LOAD' 2 3 DL GLOB Y UNIF 0.00000 -0.05376 0.00000 -0.05376 DEAD LOAD 2 3 DL GLOB Y UNIF 0.00000 -0.02369 0.00000 -0.02369 DLWT LOAD 2 3 WLL GLOB X UNIF 0.00000 -0.03058 27.90218 -0.03058 WLLX 2 3 WLL GLOB Y UNIF 0.00000 0.36691 27.90218 0.36691 WILY LO 4 3 LL GLOB Y UNIF 0.00000 -0.32256 0.00000 -0.32256 LIVE LOAD 4 3 DL GLOB Y 'UNIF 0.00000 -0.05376 0.00000 -0.05376 DEAD LOAD 4 3 DL GLOB Y UNIF 0.00000 -0.02369 0.00000 -0.02369 DLWT LOAD 4 3 WLL GLOB X UNIF 0.00000 0.03058 27.90218 0.03058 WLLX LOAD 4 3 WLL GLOB Y UNIF 0.00000 0.36691 27.90218 0.36691 WLLY LOAD 5 4 DL GLOB Y UNIF 0.00000 -0.03602 0.00000 -0.03602 DLWT LOAD 5 4 WLL GLOB X UNIF 0.00000 0.26694 21.91537 0.26694 WLLX ENND LOAD CONDITION ARRAY I DL 100. LL 100. 0. 0. 2 DL 100. WLL 100. 0. 0. 3 DL 100. WL2 100. 0. 0. 4 DL 100. WR2 100. 0. 0. LOAD CONDITION DESCRIPTIONS 1 DEAD + LIVE LOAD 2 DL + WLL 3 DL + SEISMIC LEFT 4 DL + SEISMIC RIGHT �le 157 FRAME DESIGN DATA CING CO., P.O. BOX 42527, HOUSTON, TX 77242 JO 197BC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY .CONFIGURATION (SYMMETRIC FRAME) ... BUILDING WIDTH = 60.00 FT NUMBER OF SPANS 1 SPAN WIDTHS (FT) = 60.00 DESIGN BAY SIZE = 25.00 FT LEFT EAVE HEIGHT = 24.00 FT RIGHT EAVE HEIGHT = 24.00 FT LEFT COLUMN SLOPE = 0.00 /12 LEFT RAFTER SLOPE = 1.00 /12 RIGHT RAFTER SLOPE = 1.00 /12 RIGHT COLUMN SLOPE = 0.00 /12 GIRT DEPTH = 8.00 IN PURLIN DEPTH = 8.00 -IN LOADINGS ... DEAD LOAD = .. 2.000 PSF LIVE LOAD = 12.000 PSP WIND LOAD - 19.500 PSF WIND LOAD PARAMETERS ... WAD METHOD = UB85 WI INTENSITY = 75.00 MPH MEAN ROOF HEIGHT = 25.25 FT EXPOSURE TYPE = C - FLAT, OPEN TERRAIN BUILDING TYPE = ENCLOSED BUILDING IMPORTANCE FACTOR = 1.00 FORCE METHOD = 1 - NORMAL FORCE METHOD WIND LEFT COEFFICIENTS = 0.80 -0.70 -0.70 -0.50 FOR WLL WIND RIGHT COEFFICIENTS = 0.80 -0.70 -0.70 -0.50 FOR WLR EFFECTIVE PRESSURE VERSUS HEIGHT TABLE HEIGHT ZONE PRESSURE FT PSP 0.00 - 20.00 18.000 20.00 - ' 40.00 19.500 40.00 - 60.00 22.500 60.00 - 100.00 24.000 100.00 - 150.00 27.000 150.00 - 200.00 28.500 200.00 - 300.00 31.500 LOAD CONDITIONS ... LOAD CONDITION 1 = DEAD + LIVE LOAD LOAD CONDITION 2 = DL + WLL ,• . 158 F R A M E D E S I G N D A T A C ING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB 197BC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY LOAD CONDITION 3 = DL + SEISMIC LEFT LOAD CONDITION 4 - DL + SEISMIC RIGHT • D E S I G N S U M M A R Y R E P O R T C & S'TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOBB73197BC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY ------------------------------------------------------------------------------- FRIREACTIONS - WAD CONDITION 1 - DEAD + LIVE LOAD VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER (RIPS) _ (RIPS) (RIP -FT) 1 11.950 4.957 0.000 5 11.950 -4.957 0.000 FRAME REACTIONS - LOAD CONDITION 2 - DL + WLL VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER' (KIPS) (RIPS) (RIP -PT) -------------- -------- -------- 1 -10:214 -11.421 0.000 5 -4.360 -3.188 0.000 FRAME REACTIONS - LOAD CONDITION 3 - DL + SEISMIC LEFT VERTICAL HORIZONTAL MOMENT JOINT REACTION REACTION REACTION NUMBER ' (RIPS) (KIPS) (RIP -FT) ------ -------- -------- -----� 1 -2.785 -6.575 0.000 5 8.686 -8.524 0.000 FRAME REACTIONS - LOAD CONDITION 4 - DL + SEISMIC RIGHT VERTICAL HORIZONTAL MOMENT JOINT • REACTION REACTION REACTION NUMBER (RIPS) (KIPS) (RIP -PT) 1 8.686 8.524 0.000 5 -2.785 6.575 0.000 PAGE NO. - 1 DATE 6-27-91 ------------------- D E S I G N S U M M A R Y R E P O R T C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 2'V JOB$73197BC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY DATE 6-27-91 ------------------------------------------------------------------------------------------------------------------ E*UMN 1- 2 LENGTH 21.92 FT MEMBER ANGLE 87.22 DEG TEMP DIFF 0. DEG.F RELEASES 0- WEIGHT 790. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CX DIST COND 1 20.61 50. 42. 11 1.87 FT 12.50 IN 36.50 IN 8.000 X0.3750 0.1875 8.000 X0.3750 0.711 20.6 FT 4 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO PBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - NO. (KIPS) (RIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 8.35 -167.18 7.26 22.07 22.07 0.66 -13.70 13.70 0.09 0.62 0.62 4 -8.13 20.44 -------------------------------------------------------------------------------------------------------------------- RAFTER 2- 3 LENGTH 27.90 PT MEMBER ANGLE 6.00 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 661. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (PT) FLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CK DIST GOND 1 6.56 50. 42. 4 1.64 FT 36.50 IN 24.50 IN 6.000 X0.2500 0.1875 6.000 X0.2500 0.962 7.9 FT 4 2 20.00 50. 42. 11 1.82 PT 24.50 IN 24.50 IN 6.000 X0.2500 0.1345 6.000 X0.2500 1.012 7.9 PT 4 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR---- D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. NO. (RIPS) (KIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 2.12 -119.60 16.50 28.31 28.31 0.28 -26.76 26.76 0.02 0.95 0.95 1 9.70 15.22 2 1.58 -119.60 19.56 29.54 29.54 .0.25 -29.50 29.50 0.01 1.00 1.00 1 77.58 8.43 ---- -----------------------------------------------------------------------------------------�-- 4- 3 LENGTH 27.90 FT MEMBER ANGLE 174.00 DEG TEMP DIFF 0. DEG.P RELEASES : 0 WEIGHT 661. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD NO. (FT) FLG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE .UNITY CK DIST COND 1 6.56 50. 42. 4 1.64 FT 36.50 IN 24.50 IN 6.000 X0.2500 0.1875 6.000 X0.2500 0.962 7.9 PT 3 2 20.00 50. 42. 11 1.82 FT 24.50 IN 24.50 IN' 6.000 X0.2500 0.1345 6.000 X0.2500 1.012 7.9 PT 3 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR----- D SECTION FORCE MOMENT FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - NO. (KIPS) (KIP -FT) (KSI) (KSI) (KSI) (KSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (KIPS) T 1 2.12 -119.60 16.50 28.31 28.31 0.28 -26.76 26.76 0.02 0.95 0.95 1 9.70 15.22 2 1.58 -119.60 19.56 29.54 29.54 0.25 -29.50 29.50 0.01 1.00 1.00 1 7.58 8.43 ------------------------------------------------------------------------------------------------------------ 1] D E S I G N S U M M A R Y R E P O R T C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 3 JOB$73197BC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY DATE 6-27-91 -----------------------------------------------------------I------------------------------------------------------- - EXJUMN 5- 4 LENGTH 21.92 FT MEMBER ANGLE 92.78 DEG TEMP DIFF 0. DEG.F RELEASES 0 WEIGHT 790. LB SECTION LENGTH YIELD NO. SEGMENT DEPTH AT DEPTH AT OUTER FLANGE WEB MAX COMB AT LOAD ' NO. (FT) FIG WEB SEG SIZE START END OR PIPE SECTION THICKNESS INNER FLANGE UNITY CK DIST COND 1 20.61 50. 42. 11 1.87 FT 12.50 IN 36.50.IN 8.000 X0.3750 0.1875 8.000 X0.3750 0.711 20.6 FT 3 (CONTROLLING ACTIONS) AXIAL --ALLOWABLE STRESSES-- --MAXIMUM STRESSES--- --UNITY CHECK COMPONENTS-- ----WEB SHEAR------ D SECTION FORCE MOMENT • FA FBO FBI AXIAL FBO FBI OUTER FL. INNER FL. LOAD FORCE ALLOW. - NO. (KIPS) (RIP -FT) (KSI) (KSI) (RSI) (RSI) (KSI) (KSI) AXIAL BENDING BENDING COND (KIPS) (RIPS) T 1 8.35 -167.18 7.26 , 22.07 '22.07 0.66 -13.70 13.70 0.09 0.62 0.62 3 -8.13 20.44 + ------------------------------------------------------------------------------------------------=--------------=------- TOTAL FRAME WEIGHT IS 2901. LB • A N C H O R B 0 L T S A 14 D C O N N E C T I O N S R E P O R T C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 1 JOB$73197BC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY DATE 6-27-91 -•------------------------------------------------------------------------------------------------------------------ SUPPORT JOINT 1'-- EXTERIOR COLUMN COLUMN BASE SIZES ------------------------------------ DEPTH 12.5000 (IN) OUTSIDE FLANGE WIDTH .. 8.0000 (IN) J INSIDE FLANGE WIDTH ... 8.0000 (IN) BASE PLATE AND ANCHOR BOLTS -------------------------------------- PLATE THICKNESS ....... 0- 8/16 IN PLATE LENGTH .......... 14- 8/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 4 NO. ROWS 2 CRITICAL REACTIONS LOAD COND NO. ALLOWABLE REACTIONS (ACTUAL VALUES) ------------------ (INCREASE FOR WIND) HORIZONTAL .. -11.42 (KIPS) ------------- 2 ------------------- 12.00 (KIPS) DOWNWARD .... 11.95 (KIPS) 1 17.00 (KIPS) WARD ...... -10.21 (KIPS) -------------------------------------------------------------------------------------------»�---------------. 2 12.00 (KIPS) A N C H O R B O L T S A N D C O N N E C T I O N S R E P O R T 16.3 C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 ' PAGE NO. - 2 JOB$73197BC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY DATE 6-27-91 - ------------------------------------------------------------------------------------I---------------------------- SUPPORT JOINT 5 -- EXTERIOR COLUMN COLUMN BASE SIZES DEPTH................. 12.5000 (IN) OUTSIDE FLANGE WIDTH .. 8.0000 (IN) INSIDE FLANGE WIDTH ... 8.0000 (IN) BASE PLATE AND ANCHOR BOLTS PLATE THICKNESS ....... 0- 8/16 IN PLATE LENGTH .......... 14- 8/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 4 NO. ROWS 2 CRITICAL REACTIONS LOAD COND NO. ALLOWABLE REACTIONS (ACTUAL VALUES) (INCREASE FOR WIND) HORIZONTAL .. -8.52 (RIPS) 3 12.00 (RIPS) DOWNWARD .... 11.95 (RIPS) 1 17.00 (RIPS) *wm•••••• -4.36 (RIPS) 2 12.00 (RIPS) E-1 A N C H O R'' B O L T S A N D C O N N E C T I O N S R E P O R T C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 - JOB#731978C INCREASED SEISMIC FOR CONNECTION DESIGN ONLY ----------------------------------------------------------------------------------------- 'CONNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 1: DIAGONAL KNEE SPLICE (2) SPLICE DEPTH: 49.6003 (IN) FRAME DATA AT SPLICE LEFT SIDE RIGHT SIDE -------------------------------------------------------- SECTION DEPTH ............ 36.5000 (IN) 36.5000 (IN) OUTER FLANGE WIDTH ....... 8.0000 (IN) 6.0000 (IN) OUTER FLANGE THICKNESS ... 0.3750 (IN) 0.2500 (IN) WEB THICKNESS ............ 0.1875 (IN) 0.1875 (IN) INNER FLANGE WIDTH ....... 8.0000 (IN) 6.0000 (IN) INNER FLANGE THICKNESS ... 0.3750 (IN) 0.2500 (IN) SPLICE PLATE AND BOLTS ----------------------------------------- PLATE THICKNESS ....... 0-10/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 8 NO. ROWS 4 ALLOW POS MOMENT ...... 175.00 (KIP -PT) - ALLOW NEG MOMENT ...... 175.00 (RIP -PT)+ +INCREASE FOR WIND LOADS -- --------------------------------------- PAGE NO. - 3 DATE 6-27-91 CONTROLLING ACTIONS (ACTUAL VALUES) --------------------------------------- MAXIMUM POSITIVE MOMENT ... 151.65 (RIP -PT) ASSOCIATED AXIAL FORCE .... -11.12 (KIPS) ASSOCIATED SHEAR FORCE .... 2.12 (KIPS) CONTROLLING LOAD COND ..... 2 MAXIMUM NEGATIVE MOMENT ... -177.77 (KIP -PT) ASSOCIATED AXIAL FORCE .... 7.93 (KIPS) ASSOCIATED SHEAR FORCE .... -0.59 (KIPS) CONTROLLING LOAD COND ..... 4 164 A N C H O R B 0 L T S A N D C O N N E C T I O N S R E P O R T C A S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 4 JOB$73197RC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY DATE, 6-27-91 ---e-----------------------------------------------------------------------------------------7----------------------- CONNECTION DESIGN DATA FOR MEMBER 2- 3 AT DEPTH 5: RIDGE SPLICE (5) SPLICE DEPTH: 24.5000 (IN) CONTROLLING ACTIONS (ACTUAL VALUES) -------------- ------------------------ MAXIMUM POSITIVE MOMENT ... 44.17 (RIP -PT) FRAME DATA AT SPLICE LEFT SIDE RIGHT SIDE ASSOCIATED AXIAL FORCE .... 4.94 (RIPS) -------------------------------------------------------- ASSOCIATED SHEAR FORCE .... -0.41 (RIPS) SECTION DEPTH ............ 24:5000 (IN) 24.5000 (IN) CONTROLLING LOAD COND ..... 1 OUTER FLANGE WIDTH ....... 6.0000 (IN) 6.0000 (IN) OUTER FLANGE THICKNESS ... 0.2500 (IN) 0.2500 (IN) MAXIMUM NEGATIVE MOMENT ... -32.82 (RIP -PT) WEB THICKNESS ............ 0.1345 (IN) 0.1345 (IN) ASSOCIATED AXIAL FORCE .... -3.75 (KIPS) INNER FLANGE WIDTH ....... 6.0000 (IN) 6.0000 (IN) ASSOCIATED SHEAR FORCE .... -2.63 (KIPS) INNER FLANGE THICKNESS ... 0.2500 (IN) 0.2500 (IN) CONTROLLING LOAD COND ..... 2 SPLICE PLATE AND BOLTS ------------------------------------------ PLATE THICKNESS ....... 0- 8/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 8 NO. ROWS 4 ALLOW POS MOMENT .......55.00 (RIP -FT)* ALLOW NEG MOMENT ...... 62.00 (RIP -PT)• •INCREASE FOR WIND LOADS ----------- ----------------------------- --- ----- -------------- --------------------------- --- -------- --_p-- 0 160 A N C H O R B 0 L T S A N D C O N N E C T I O N S R E P O R T C 6 S TRADING CO., , P.O. BOX 42527, HOUSTON, TX 77242 PAGE NO. - 5 JOB$73197BC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY DATE 6-27-91 ------------------------------------------------------ -------------------w----- CONNECTION DESIGN DATA FOR MEMBER 4- 3 AT DEPTH 1: DIAGONAL KNEE SPLICE (2) SPLICE DEPTH: 49.6003 (IN) FRAME DATA AT SPLICE -------------------------------------------------------- LEFT SIDE RIGHT SIDE SECTION DEPTH ............. 36.5000 (IN) 36.5000 (IN) OUTER FLANGE WIDTH ....... 6.0000 (IN) 8.0000 (IN) OUTER FLANGE THICKNESS ... 0.2500 (IN) 0.3750 (IN) WEB THICKNESS ............ 0.1875 (IN) 0.1875 (IN) INNER FLANGE WIDTH ....... 6.0000 (IN) 8.0000 (IN) INNER FLANGE THICKNESS ... 0.2500 (IN) 0.3750 (IN) CONTROLLING ACTIONS (ACTUAL VALUES) -------------------------------------- MAXIMUM POSITIVE MOMENT ... 140.54 (RIP -FT) ASSOCIATED AXIAL FORCE .... -3.52 (RIPS) ASSOCIATED SHEAR FORCE .... -1.15 (KIPS) CONTROLLING LOAD COND ..... 4 MAXIMUM NEGATIVE MOMENT ... -177.77 (RIP -PT) ASSOCIATED AXIAL FORCE .... 7.93 (KIPS) ASSOCIATED SHEAR FORCE .... -0.59 (KIPS) CONTROLLING LOAD COND ..... 3 SPLICE PLATE AND BOLTS PLATE THICKNESS ....... 0-10/16 IN _BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 8 NO. ROWS 4 ALLOW POS MOMENT .. 175.00 (KIP -FT) - ALLOW NEG MOMENT ...... 175.00 (KIP -FT) - *INCREASE FOR WIND LOADS Aw--------------------------------------------------------------------------------»------------------- • A N C H O R B O L T S A N D C O N N E C T I O N S R E P O R T C 6 S TRADING CO., P.O. BOX 42527, HOUSTON, TX 77242 JOB$73197BC INCREASED SEISMIC FOR CONNECTION DESIGN ONLY -- ---------------------------------------------------------------------------------------- CONNECTION DESIGN DATA FOR MEMBER 4- 3 AT DEPTH 5: RIDGE SPLICE (5) i 6 PAGE NO. - 6 DATE 6-27-91 SPLICE DEPTH: 24.5000 (IN) CONTROLLING ACTIONS (ACTUAL VALUES) ------------------------------- MAXIMUM POSITIVE MOMENT ... -------- 44.17 (RIP -FT) FRAME DATA AT SPLICE .LEFT SIDE RIGHT SIDE ASSOCIATED AXIAL FORCE .... 4.94 (RIPS) -------------------------------------------------------- ASSOCIATED SHEAR FORCE .... -0.41 (RIPS) SECTION DEPTH ............ 24.5000 (IN) 24.5000 (IN) CONTROLLING LOAD COND ..... 1 OUTER FLANGE WIDTH ....... 6.0000 (IN) 6.0000 (IN) OUTER FLANGE THICKNESS ... 0.2500 (IN) 0.2500 (IN) MAXIMUM NEGATIVE MOMENT-... -32.82 (RIP -FT) WEB THICKNESS ............ 0.1345 (IN) 0.1345 (IN) ASSOCIATED AXIAL FORCE .... -3.26 (RIPS) INNER FLANGE WIDTH ....... 6.0000 (IN) 6.0000 (IN) ASSOCIATED SHEAR FORCE .... 3.21 (KIPS) INNER FLANGE THICKNESS ... 0.2500 (IN) 0.2500 (IN) CONTROLLING LOAD COND .. 2 SPLICE PLATE -AND BOLTS PLATE THICKNESS ....... 0- 8/16 IN BOLT DIAMETER ......... 0-12/16 IN BOLT QUANTITY ..... 8 NO. ROWS 4 ALLOW POS MOMENT ...... 55.00 (KIP -PT) - ALLOW NEG MOMENT ...... 62.00 (KIP -FT) - *INCREASE FOR WIND LOADS --------- --------------- --------------- --------- ---- —---------------------- — ------------------- ------_��� Job End Date 6-27-91 Time 14:42:58 i JOB NO. JOB TITLE Mo. �L �' QUOTE NO. DESCRIPTION DESIGNED BY REP CHK'D BY �` L�)�5 DATE 2_ 2 "9 "I SHEET NO. — .. —..... _....._.__._._.._.._......... �� MDMT ARM �ALGUI.ATE...TEN510N IN 6oL-rs' 6% P INI� AGTIOK �AC,'Tb2 Co �oI-Ts x 4-1, (o PR`(INCi AGP0NN FAgloR +.. - _ k _ .._._ ..... n +. W T - = 10.34. /PDL r3oc.T� x 41,(0 T At.I.oW/ao�-1- . :... SS.uMr=_....'Tl4Q ALL CONNE(,TIoi l SNSAR.6 Io CMZI.ICO gY I✓Ob IN TH 1�-_ dO, M PP,e5EI) 10 N) 20FbOLT 4-o VALL Ni p GON c"T IoN R-Arr C�sI(� T T N JOB NO. JOB TITLE MOI%�12N Psi. �2J• QUOTE NO. DESCRIPTION DESIGNED BY 2�p CHK'D BY DATE SHEET NO. . ... _...... .. G©NN�GT'!ON PLATE OSIbibK 'fD p - 2T ,b H 23. �- 5.0_- 1,(a(,*7s)= l,� FL�Te �iFiIG{N�s = • 025 MALLOW = 56 Sx . -74)050 �`I lw53 N-ooll / ��1�1�17 � ! JOB TITLE DoreRm &LD6 ' CO • JOB NO. 10 QUOTE NO. DESCRIPTION DESIGNED BYREP �/ CHK'D BY � 2 �d DATE 2-Z I- l SHEET NO. Mow �rtM CALCULATE ..TENSfON I 6OLTS N PR'il NAGT'I 0 N FAC,-f OR 4 aours X ZQ-, Z 5 _ FRf N 14 Acp o N FAGTo R In, x12 x1,33 10.3 "/ goy, ...U5E..--8.—_3/¢'�.�_R�25.. �Ol'j'� .._ ;TAl-t_oW/coi :_ ►�,4 --CON NECT. 10N SNShR 15 CAlZP lE g � F4L�b IN TH COMPPe�loN) 2o�NE p GONNrl-Ca ION __ R_ATr__ T T .... JOB TITLE MOMP-H P-"- C"Cp I CO - •DESCRIPTION GomNeg,110N. PI -PTE QrM,216K COMT 0 G 7RT -rRj5LrrAFZ--;' WIpTO- 3.0 in MALLOW r- 6 Sx 0 JOB No. -7 QUOTE NO. DESIGNED BY-Rf-:f CHWD BY DATESHEET NO. 5 '7 J 1 � ! JOB TITLE M �I) r�Ell P✓2,1 U- • r -f: JOB NO. 172 QUOTE NO. ......DESCRIPTION DESIGNED BY ,REP CHWD BY DATE -� I SHEET NO. i ® ADo cAr4op- �Y�_,.��ol,� CAN()P--r _���• O. PRo 1EC'jloN n l(c�• I�ONC� ..._. _. � .... �' r � -' - - &Z- I (o C>A �aES14CA 2�9 Cou WA L, -Y or,4r =-.._ cn ; �•��=F- co 1A X.1 - Zr r- C�OtJNCC>� I Ori •t'o �i'I'rT- �? ^�Lt 7 4 �` 'J I �- LAIL, FANY't. 1G � f---. N� 0 0 MIDWEST METALLIC � *** PURLIN DESIGN *** JOB NUMBER : 73197C ( FULL OPTIMIZATION ) *** GEOMETRIC DATA *** BAY SPACING (FEET) :16.0 INSET LEFT (FEET) : 1.250 PURLIN EXTN LEFT (FT,): .00000 ROOF SLOPE :1.000/12 PURLIN DEPTH (INCH) : 8.00 TOP FLANGE BRACED AT. 1.00 FEET *** DESIGN CRITERIA *** PAGE 1 �� � 7-3 � � �� ' INSET RIGHT (FEET) : 1.250 PURLIN EXTN RIGHT (FT.) : .00000 HORIZONTAL SPACING (FT.): 2.75000 DEAD LOAD (PSF) : 2.00 . LIVE LOAD (PSF): 20.00 WIND VELOCITY PRESSURE (q): 19.500 PSF SPECIAL WIND COEFF.: -2.80 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.050 MAX. SHEAR OR BENDING UNITY CHECK :1�050 MAX. DEFLECTDON LIMIT PER SPAN : L/150. *** LOADING COMBINATION *** 1. DL+LL ' . 2. DL+WL *** CRITICAL ROW SUMMARY *** SPAN ANALYSIS LAP SIZE OF LAP WIND # ____ LENGTH LEFT SECTION RIGHT COEF 1 ________ 1.2500 ______ .0000 _______ 8Z16 _______ .0000 ------- -2.8000 2 13.5000 .0000 8Z16 10000 -2.8000 3 1.2500 .0000 8Z16 .0000 -2.8000 DL + WL (KLF) -.1452 -.1452 -.1452 DL * LL (KLF) .0603 ,n603 .0603 *** PURLIN DESIGN *** 17 JOB NAME: 73197C PAGE 2 LOADING COMBINATION -- DL+LL SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ALLOW STRESSES ! STRESS RATIOS i DEFL #! ! -------------------------- K -FT! KIP ! fb _=---------------------------------------------------- fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- � !LS! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00t !LL! 100! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 1!FM! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 27� !RL! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! RS! _______________________________________________________________________________ -.05! -.08! .30! .28! .1033.0008.42! 4.76! .03! .01! .00! SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ______________________________________________________________________________ K -FT! KIP ! fb fbw f ! Fb Fbw Fv !SHEAR BEND COMB! -L/- - !LS! -.05! .41! .30! .20 .8033.0008.42! 4.76! .18} .01! .03! _ !LL! .00! .00! -.00! .00! .00! .00! .00! .00! .00! .00! .00! 2!FM! 1;33! .00! 8.33! 7.82! .00!33.00!28.42! 4.76! .00! .28! .00! -89� �RL! ' .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! RS! -.05! -.41! .30! .28! .8033.0008.42! 4.76! .18! .01! .03! ____________________________________________________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ALLOW STRESSES ! STRESS RATIOS DEFL #! ! _______________________________________________________________________________ K -FT! � KIP � fb fbw fv � Fb � Fbw Fv !SHEAR BEND COMB! -L/- !LS! -.05! .08! .30! .28! .1033'0008.42! 4.76! .03! .01! .00 !LL! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 3/FM/ � � .00' ' .00, � � .00/ .00/ � .00/ � �0/ ^` � ^ � 00, 00/ ^ � ^ � 00/ ^` � �0' ^ 00 27c - ~- !RL! .00! .00! 100! .00! .00! .00! .00! .00! .00! .00! .00! RS! .00! .00! 100! .00! .00! .00! .00! .00! .00! .00! .00� *** PURLIN DESIGN *** JOB NAME: 731971'-: LOADING COMBINATION -- DL+WL PACE 3 SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT! KIP'! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- __-___-____________________________-_____________________-_____________________ !LS! .00!_ .001 .00! �00! 600! .00! .00! .00! .00! .00! .00! !LL! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 1!FM! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! -116 / �RL! .00! .00! .001 .00! .00! .00! .00! .00! .00! .00! .00! RS! .11! .18! .71! .67! .38!44.0007.80.6.35! .06! .02! .00! ________________________-______-_____________-____________________________--__- SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL & ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR AEND COMB! -L/- _______________ ----------------------------- _----- _----------- 2_____________-__ !LS! .11! -.98! .71! .67! 2.07!44.00!37.89! 6.35! .33! .02! .11� !LL! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 2!FM! -3.19! ^00!20.07!18.83! .00!28.79!37.89! 6.35! .00! .70! .00! 373 !RL! .00! .00! .00! .00! .00! .00! 1.00! .00! .00! .00! .00! RS! .11! .98! .71! .67} 2.07!44.00!37.89! 6.35! .33! .02! .11! ----------------------------------------------- ------------------------- _-____ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- _________________________________________________________--- __________ --------- !LS! .11! -.18! .71! .67! .3044.0007.89! 6135! .00 .02! .00! !LL! .00! .00! .00! .00! .00! .00! .00! .00! .00! ..00! .00! 3!FM! .00! .00! .00! .00/ .00! .00! .00! .00! .00! .00! .00! -116 !RL! .00! .00! .00! .00! .00! :00! .00! .00!, .00! .00! .00! RS! .00! .00! .00! .00! .00! ^00! .60! .0()1 .00! .00! .00! 0 MIDWEST METALLIC *** EAVE STRUT DESIGN *** JOB NUMBER : 73197C ( FULL OPTIMIZATION ) *** GEOMETRIC DATA *** BAY SPACING (FEET) :16'0 BAY SPACING (FEET) : INSET LEFT (FEET) :1.2500 EAVE EXTN LEFT (FT.) : .0000 ROOF SLOPE :1.000/12 EAVE STRUT DEPTH (INCH) : 8.00 TOP FLANGE BRACED AT 1.00 FEET -*** DESIGN CRITERIA *** INSET RIGHT (FEET ) EAVE EXTN RIGHT (FT.) HORIZONTAL SPACING (FT.) PAGE 1 �� � � � � �� 1.2500 : .0000 : 1.3750 DEAD LOAD (PSF) : 2.000 LIVE LOAD (PSF):20.000 WIND VELOCITY PRESSURE (q): 19.500 PSF SPECIAL WIND COEFF.:-2.800 MAX. COMBINED SHEAR AND BENDING UNITY CHECK :1.050 MAX. SHEAR OR BENDING UNITY CHECK :1.050 MAX. DEFLECTION LIMIT PER SPAN : L/150. 0 SPAN 1 2 3 0 LENGTH SECTION AREA MOMENT WIND DL + WL DL +'LL _FT- _______ NAME _______ IN.SQ. � INERTIA COEF (KLF) (KLF) 1.25 8ES14 _______ 1.110 _______ 19.48 _______ -2.8000 _______ -.0726 ------- .0301 1�3.50 8ES14 ` ~ 1.116 19.48 -2'8000, -.0726 .0301 1.25 8ES14 1.110 19.48 -2.8000 -.0726 .0301 *** EAVE STRUT DESIGN *** JOB NAME: 731971--: . PAGE 2 41**** DEAD + LIVE LOAD **** ---- __---- ___---- _---- __---- SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! K -FT! KIP ! f fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- _______________-________________________________-______________________________ !LS! .00! .00! .00!' .00! .00! .00! .00! .00! .00! .00! .00! 1!FM! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! ..00!-134(.,.-- .00!-1340RS! RS! -.02! .04! .07! .07! .0033.0001.22! 7.60! .01! .00| .00! ___________________________________________________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! FT! KIP ! f fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/- _______________________________________________________________________________ !LS! _.02! .20! .07! .07! .3503.0001.22! 7.60! .05! .00! .00! 2!FM! .66! .00! 2.03! 1.89! .0003.0001.22! 7.60! .00! .00 .00-430--': RS! -.02! -.20! .07! .07! .3503.0001.22! 7.60! .05/ .00! .00! _______________________________________________________________________________ SP!LO!MOMENT! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS -RATIOS ! DEFL #! ! K -FT! KIp ! fb fbw fv ! ---------------------------- Fb Fbw Fv !SHEAR BEND -------------- COMB! -L/.- ----------------------------------- !LS! -.02! -.04! .07! .07! 7 .0033.0001.22! 7.60! .01! .00! .00! 3!FM! .00! .00! .00! .00! .00! .00! ,00! .00! .00! .00! .00!-134C RS! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! -- 0 *#* EAVE STRUT DESIGN *** 178 JOE; NAME: 731970 PALE 3 • 't DEAD + WIND LOAD ------------------------------------------------------------------------------- SP ! LO ! MOMENT ! SHEAR! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL. #! ! K -FT! KIP ! fb fbw fv ! Fb Fbw Fv !SHEAF BEND COMB! -L/- !LS! .Uig! .00! .00! .00! .00! .00! .00! .00! .00! ,iiia! .00! I YM ! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! .00! 55G: RS! .06! -.09! .17! .16! . .15l44.0041.6010.13! .02! .00! .00! ----------------------------------------------------------------------- SP!LO!MOMENT! SHEAF! ACTUAL STRESSES ! ALLOW STRESSES ! STRESS RATIOS ! DEFL #! ! ---------------------------------------------------------------------------------- K -FT ! KIP ! f b fbw fv ! Fb Fbw Fv !SHEAR BEND COMB! -L/ -- !LS! .00 .49! .1/! .16! .8V44.00!41.G3!10.13! .08! .00! .01! !FM! -1.60! .00! 4.35! 4.56! .0005.35!41.6340.13! .00! .14! .00! 1789 P'S! --------------------------- .06! .49! .17! .10 .83!44.00!41.63! 10. 13! ..03! .00! .01! SP!LO!MOMENT! SHEAF! ACTUAL 7--------------------------------------------------- STRESSES ! ALLOW STRESSES.! STRESS RATIOS ! DEFL. it! ! k:: -FT! ------------------------------------- KIP ! f fbw fv ! Fb Fbw Fv !SHEA' BEND COMB! -L/- !LS! .06! .09! . 17! - .10 .15!44.0041.6340.13! -------------------------- .fir ! .00! .00! VFM! .00! .00! .00! .00! .00! .00! ,001 ,00! .00! .00! .00! 556- RS! .00! .00! ,00! ,00! .00! .00! ,ow .00! .00! .00P .00! • 0 1 79 } AUTO/STEEL DESIGN } } 'A SYNERCOM TECHNOLOGY, INC. DEVELOPMENT $ • $ RELEASE 5 MOD 10 } $ JUNE 1988 f $ f Job Start Date 6-28-91 Ti®e 7: 1:50 TITLE - JOB# 73197C 61X16' EYEBROW CANOPY BY - REP IDENTIFICATION DATE - 6/27/91 UNITS OPTIONS INPUT .... ENGLISH OUTPUT .... ENGLISH TYPE - RIGID FRAME REPORT OPTIONS ....FLANGE BRACE REPORT ....DESIGN SUMMARY REPORT WITH DEFLECTIONS ....FREE FORMAT ....80 COLUMN REPORTS • ....SHORT OUTPUT EXECUTION OPTIONS EXECUTION MODE = ANALYSIS ONLY MAXIMUM NUMBER OF ITERATIONS = 1 UNITY CHECK RANGE = 0.950 TO 1.050 MAXIMUM SEGMENT SIZE = 2.000 FT COEF. OF LINEAR EXPANSION = 0.0000065000/DEG.F MOD. OF ELASTICITY,E = 29000000. PSI LOCATE FLANGE BRACING = NO DESI6N INPUT ECHO C & S TRADING CO., P.D. BOX 42517, HOUSTON, TX 77242 PAGE 1 •B# 73197C 61X161 EYEBROW CANOPY 6-28-91 MEMBERS LOADED SPLICES LOADED JOB# 73197C 6'X16' EYEBROW CANOPY REP,6/27/91,,,,,, FB„ DF,,,C80,SH 0 �rlrrrrrrr JOINTS JOINT,1,0.0,0.0,000 JOINT,2,6.0,.25,111 MEMBERS MEMBER,1,2 „ 6.315,,,,12.375,1 SECTION,I,6A,,,W1,,,6A LOADCOND LDCN,1,100.,DL,,,,,,.DL LDCN,2,100.,LL,;,,,,.LIVE LOAD LDCN,3,100.,WLL,,,,,,,WIND UPLIFT LDCN,4,100.,DL,100.,LL,,,,,DL+LL LDCN,5,100.,DL,100.,WLL,,,,,DL+WL UPLIFT LOADS LOAD,I,2,DL,GLOB,Y,UNIF „ -.024 LOAD,I,2,LL,6LDB,Y,UNIF „ -.16 LOAD,I,2,WLL,MEMB,Y,UNIF,,.4368 END • 0 18( €+i DETAIL INPUT ECHO JOINT 1 0.00 : 0.00 0 0.000 0.000 0.000 JOINT 2 6.00 0.25 111 0.000 0.000 0.000 HERS MBER 1 2 0. 6.375 0.000 0.000 0.000 12.375 1 0.000 SECTION 1 6A W1 6A 0.000 0.000 0.000 0.000 LDCN 1 100. DL 0. ' 0. 0. DL LDCN 2 100. LL 0. 0. 0. LIVE LOAD LDCN 3 100.1 WLL 0. 0. 0. WIND UPLIFT LDCN 4 100. DL 100, LL 0. 0. DL+LL LDCN 5 100. DL 100. WLL 0. 0. DL+WL UPLIFT LOAD 1 2 DL GLOB Y UNIF 0.000 -0.024 .0.000 0.000 LOAD 1 2 LL GLOB Y UNIF 0.000 -0.160 0.000 0.000 LOAD 1 2 WLL MEMB 'Y UNIF 0.000 0.437 0.000 0.000 END • DESIGN SUMMARY REPORT C & S TRADING CO., P.D. BOX 42527, HOUSTON, TX 77242 PAGE 1 � 8 2j JOB# 731970 6'X16' EYEBROW CANOPY 6-28-91 �� 0 M REACTIONS AND DEFLECTIONS - LOAD CONDITION 1 - DL SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER ------ NUMBER ------ (KIPS) -------- (KIPS) (KIP -FT) (IN) (IN) 1 1 -------- -------- -------- -0.003 -------- 0.000 2 2 0.143 0.000 -0.432 0.000 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 2 - LIVE LOAD SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER ------ NUMBER ------ (KIPS) -------- (KIPS) -------- (KIP -FT) -------- (IN) -------- (IN) 1 1 -0.020 -------- 0.001 2 2 0.961 0.000 -2.882 0.000 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 3 - WIND UPLIFT ..SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER ------ NUMBER ------ (KIPS) -------- (KIPS) -------- (KIP -FT) -------- (IN) (IN) 1 -------- 0.054 -------- -0.002 2 -2.621 0.109 7.876 0.000 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 4 - DL+LL .SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL. JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER. ------ NUMBER ------ (KIPS) -------- (KIPS) -------- (KIP -FT) -------- (IN) -------- (IN) 1 1 -0.023 -------- 0.011 2 2 1.105 0.000 -3.315 0.000 0.000 FRAME REACTIONS AND DEFLECTIONS - LOAD CONDITION 5 - DL+WL UPLIFT SECTION MEMBER VERTICAL HORIZONTAL MOMENT VERTICAL HORIZONTAL JOINT JOINT REACTION REACTION REACTION DEFLECTION DEFLECTION NUMBER ------ NUMBER ------ (KIPS) -------- (KIPS) -------- (KIP -FT) -------- (IN) (IN) 1 1 -------- 0.051 -------- -0.002 2 -------------------------------------------------------------------------------- 2 -2.477 0.109 7.444 0.000 0.000 DESIGN SUMMARY REPORT C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 11242 PAGE ' 2 JOB# 731370 61X16' EYEBROW CANOPY 6-28-31 MEMBER 1- 2 ------------------BUILT-UP--------=--------- WEIGHT 71. LB • LENGTH 6.01 FT ANGLE 2.39 DEG TEMP DIF O.DEG.F RELEA5cS 0 SC NO. SEG. LENGTH DEPTH AT DEPTH AT OUTER FLANGE WEB INNER FLANGE SC NO SEG (FT) (FT) START END OR PIPE THICK NO 1 4 1.50. 6.01 6.37 IN 12.37 IN 6.00 X 0.187 0.134 6.00 X 0.181 1 SC AXIAL MOMENT YIELD LOAD MAX COMB AT --WEB SHEAR(KIPS) -- D/T SC NO (KIPS) (KIP -FT) FLG WEB COND UNITY CK (FT) COND FORCE ALLOW NO 1 0.00 -7.88 50.0 3 0.154 6.0 3 2.62 22.48 1 SC --ALLOWABLE STRESS -(KSI) ----MAX. STRESS -(KSI) ----UNITY CHECK COMPONENTS-- SC NO FA FBO FBI AXIAL FBO FBI AXIAL BEND(OF) BEND(IF) NO 1 40.00 36.82 40.00 0.00 5.66 -5.68 0.00 0.15 0.14 1 ffff#fff#ff#ffff#ff€#fff€f$}}}ffffff#ffffffffffffffffffffff$#$ffff€€#f$fff$f#ff€ TOTAL FRAME WEIGHT IS 71.LB • 184 FLANGE BRACE REPORT C & S TRADING CO., P.O. BOX 42527, HOUSTON, TX 71242 PACE 1 JOBB 73197C 6'X16' EYEBROW CANOPY 6-28-91 LOCATE FLANGE BRACING = N -------------------------------------------------------------------------------- MEMBER 1 - 2 UNBRACED ---------------------7---------------------------------------------------------- Job End Date 6-28-91 Time 7: 1:54 • • Q c s L.. �� .� l,yr::3uHAT0RY C3TA1l11M C7 1ii1 44 INE AVENUE NCRiia, JACKSC.N ILLS, F1_OP.I'OA At A MUTUAL if OTL_TTCH T7 �;:Cu7f. TMC 7V1t.IC AND CtjLLbC7. ALL 1?7wT1 a\t ;TTLO AS : C C=.My =CMT11\. 7AJ'_a TT Of •_L:tMT7. AMO A:J_.OwI TIO rt raw 7:/711ZAT:CM Cr =TA -_r Z -LTi. COMCC: 'OMI .w CZ TAACTI 7]C1i JA 1�CA34_1MO OUIt •Cl9w:1 :i �,w�;YL� 7L4_1Ma �l'A WAIT—Z)1 A)lw:vAl_ �.EA CODE (fid) 7c�r�300 rL0-LCCTH Cat. No. : _C 250 1 F dC 1 �2• � i FkC 375 3A • 437 Q c s L.. �� .� l,yr::3uHAT0RY C3TA1l11M C7 1ii1 44 INE AVENUE NCRiia, JACKSC.N ILLS, F1_OP.I'OA At A MUTUAL if OTL_TTCH T7 �;:Cu7f. TMC 7V1t.IC AND CtjLLbC7. ALL 1?7wT1 a\t ;TTLO AS : C C=.My =CMT11\. 7AJ'_a TT Of •_L:tMT7. AMO A:J_.OwI TIO rt raw 7:/711ZAT:CM Cr =TA -_r Z -LTi. COMCC: 'OMI .w CZ TAACTI 7]C1i JA 1�CA34_1MO OUIt •Cl9w:1 :i �,w�;YL� 7L4_1Ma �l'A WAIT—Z)1 A)lw:vAl_ �.EA CODE (fid) 7c�r�300 rL0-LCCTH Cat. No. : _C 250 3A F dC 312 5A FkC 375 3A F'. -;C 437 EA F,;C 500 2A iescs L a -e •conducted us' the F1 *- .a5 c -Led SZ -.-and Grids, _rC ES s-,--.a:-.d and rhC z, abults as set forth in the above table with all ces.eC' _es F.•c.._c_ s of =east Icio", aE the strand r._:ed b7azk`ng gad Per AST :-A475. 185 Certi«ed PTTT.ciM(J'z 77tZ7!NIG L.n:C�a-L C--) H�. i 6773 ;TATE Of i %i e *r"C 6uara:itces t.`:at a_ll cress brace assemblies fabricated •i; accordance, -ith uhe a:--.: v e table will meet or excised the specified pini;:um a�serbl� \rcakinS strength. c S STRAND -.=2r A'S :-A475- £:L30LT Size ?_-> 1 t r n'T � t' /4 5/=511 3/8" 7/l5tt 1 1/ � 1/2" 5/9" 5/8" 31411 11 7/8 6,550 11,200 15,400 20,C00 25,800 •. iescs L a -e •conducted us' the F1 *- .a5 c -Led SZ -.-and Grids, _rC ES s-,--.a:-.d and rhC z, abults as set forth in the above table with all ces.eC' _es F.•c.._c_ s of =east Icio", aE the strand r._:ed b7azk`ng gad Per AST :-A475. 185 Certi«ed PTTT.ciM(J'z 77tZ7!NIG L.n:C�a-L C--) H�. i 6773 ;TATE Of i %i e *r"C 6uara:itces t.`:at a_ll cress brace assemblies fabricated •i; accordance, -ith uhe a:--.: v e table will meet or excised the specified pini;:um a�serbl� \rcakinS strength. NATIONAL. -4... P RODUCT COMPONENTS, INC. INFORMATION 0 )466 -5549 - aUWtCl W CHANGE WITHOUT NOTICE EFFECTIVE MAY 1. 1985 T-6 c r z: z c; y B N ZEE SHAPES T R Fy 55. OOksi Fb 33. OOksi a X - 0 Fu 67. 50ksi LIP .625 (USED) Y DIMENSIONS SECTION PROPERTIES SIZE GA T WT AREA RAD LIP AXIS x -x AXIX y -y O V RM D x B lbs R L IX SX rx ly ry x VM in in /ft in2 in in in4 in3 in in kips ft.k 4x2'/, 16 .060 2.05 .60 .09 .55 1.66 .77 1.66 1.15 1.38 - .79 4.05 2.11 4x21/2 .14 .075 2.55 .75 .09 .63 2.05 1.02 -1.66. '1.43 1 . .38 - .89 6.33 2.81. 5x21/2 16- .060 2.25 .66 .09 .55 2.75 1.02 2.04 1.15 1.32 - '.73 3.60 2.81 5x'21ii 14 .075 2.81 .82 .09. .63 3.41 1.36 2.03 1.43 1.32 .83 6.33 S. 7 6x21/2 16 .060 2.46 .72 .09 .55 4.17 1.30 2.41 1.15 1.26 .67 3.00 3.5-r 6 x 21/2 14 .075 .3'.06 .90 .09 .63 5.17 .1.72 2.40 1.43 1.26 .76 5.86 4.72 7x2'/2 16 .060 2.66 .78 .09 .55 5.96 1.59 2.76 1.15 1.21 .62 2.57 4.38 7 x 21/2 14 .075 3.32 .97 09 .63 7.39 2.10 2.75 1.43 1.21 .71 5.02 5.78 8 x 21/2 16 .060 2.86 .84 ..09 .55 8.13 1.91 3.11 1.15* 1.17 - .58 2.25. 5.26 8 x 21/2 14 .075 3.57 1.05 .09 .63 10.09 2.51 3.10 1.43 1.17 - .66 4.39 6.9: 8 x 21/2 12 .105 4.95 1.45 .19 .74 13.80 3.45 -3.08 1.98 1.17 .80 12.05 9.49 8x3 16 060 3.07 .90 .09 .59 9.08 2.00 3.17 1.82 1.42 - 56 2.25 5.49 8x3 14 .075 3.83 1.12 .09 .68 11.27 2.66 3.17 2.26 1.42 - .64 4.39 .7.3' 8x3 12 .105 5.30- 1.56 .19 .82 15.44 3.86 3.15 3.13 1.42 - .80 12.05 10.62 8x31/2 14 .075 4.08 1.20 .09 .73 12.45 2.77 3.22 3.36 1.67 - .62 4.39 . 7.6-. 8.x31/2 12 105 5.66 1.66 .19 .88 17.08 4.*27 3.20 4.66 1.67 - .79 12.05,' 11.74 NOTES: 1.- Section properties are computed in accordance with the A-I.S.I. specifications. 2.'. Ix is for deflection computation. 3. Sx is for load computation. aUWtCl W CHANGE WITHOUT NOTICE EFFECTIVE MAY 1. 1985 T-6 c r z: z c; =_-- NATIONAL PRODUCT COMPONENTS, INC. INFORMATION P.O. BOX 41121 6800 NORTHWINDS DR. HOUSTON, TX 77241 (7 t 3) 4F6 -;;4a 18 Y B NCI ZEE -SHAPES T R Fy 55.00ksi Fb 33.00ksi � X - - X Fu 67. 50ksi 0 LIP :625 (USED) I Y DIMENSIONS SECTION PROPERTIES SIZE GA T WT AREA RAD LIPI AXIS x -x I AXIX y -y 10 I V Fit D x B lbs R L. IX SX rx ly ry x V b1 in in /ft int in in in4 in3 in4 in3 in kips f�k. 9X2'/2 16 .060 3.07 .90 .09 .55 10.73 2.25 3.45 1.15 1.13 6.1800 9x21/2 14 .075 3.83 1.12 .09 .63 13.32 2.95 3.44 1.43 1.13 - ,62 3. .54 2.00 8.11 9x21/2 12 .105 5.30 1.56 .19 .74 18.25 4.06 3.42 1.98 1.13 - 9x3 16 .060 3.27 .96 .09 .59 11.92 2.35 3.52 1.82 1,38 •75 10.71 11.15 .52 2.00 6.46 9x3 14 .075 4.08 1.20 '.09 .68 14.82 3.11 3.51 2.26 1.37 - .61 3.90 8:5,6 9x3 12 .105 5.66 1.66 .19 .82 20.33 4.52 3.50. 3.13 1.37 - .75 10.71 12.42 10x2'/2 14 .075 4.08 1.20 .09 .63 17.11 3.41 3.78 1.43 1.d9 .58 3.51S-37 10x2'/2 12 .105 5.66 1.66 .19 .74 23.47 4.69 3.76 1.98 1.09 - .70 .9.64 12? 1 10x3 14 .075 4.34 1.27 .09 .68 18.96 3.59 3.86 2.26 1.33 - .57 3.51 938 10x3 12 .105 6.02 1.77 .19 .82 26.04' 5.21 3.84 3.13 1.33 - .71 9.64 14.32 10x3'/2 14 .075 4.59 1.35 .09 .73 20.81 3.74 3.93 3.36 1.58 55 10x3'/2 12 .105 6.38 1.87 .19 .88 28.61 5.72 3.91 4.66 1.58 3.51 10.28 .70 9.64 1.5.74 12x3 12 .105 6.73 1.98 .19 .82 40.18 6.73 4.51 3.13 1.26 .64 8.04 18:41 12x3'/2 12 .105 7.09 2.08 .19 .88 , 43.89 7.09 4.59 4.66 1.50 - .64 8.04 20.52 NOTES: 1. Section properties are computed in accordance with the A.I.S.I. specifications.;. �„Q, ` 2. 'Ix is for deflection computation. 3. Sx is for load computation. SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE MAY , . ,1985 T-7 NATIONAL PRODUCT COMPONENTS, INC.. INFORMATION P.O. BOX 41121 6800 NORTHWINDS DR. HOUSTON. TX 77241 (713) 466-5549 � _Y NCI CEE SHAPES ' _ X t Fy 55.00ksi Fb 33.00ksi X X Fu 67. 50ksi T R LIP.780 (USED) Y B DIMENSIONS SECTION PROPERTIES SIZE GA T WT AREA RAD LIP AXIS x -x I AXIX y -y O I V I RM. D x B lbs P. L IX I SX rx . ly I ry I x I I V I Ni, in in /ft in2 in in in4 in3 in4 in3 in in kips ft.�: 4x2'/2 16 .060 2.01 .59 .09 .55 1.62 .75 1.66 .51 .93 .89 .79 4.05 2.06 4x2'/2 14 .075 2.54 .75 .09 .63 2.03 1.01 1.65 .66 .94 .92 .89 6.33 2.18 5x21/2 16 .060 2.21 .65 O9 .55 2.68 1.00 2.03 .55 .92 .81 .72 3.60 2.74 5x21/2 14 .075 2.80 .82 G9 .63 3.37 1.34 2.02 .71 .93 .84 .83 6.33 3.59 6x2112 16 .060 2.42 .71 .09 .55 4.07 1.27 2.40 .58 .91 .75 .67. 3.00 3.49 6x2'/2 14 .075 3.05 .90 .109 63 5.13 1.70 2.39 .75 .92 .77 .76 5.86 4.68 7x21/2 16 .060 2.62 .77 .09 .55 5.82 1.56 2.75 .61 .89 .6-C .62 2.57 4.29 7x21/2 14 .075 3.31 .97 .09 .63 7.33 2.09 2.75 .79 a0 .71 .71 5.02 5.74 8x21/2 16. .060 2.82 .83 .09 .55 7.95 1.87 3.09 .63 .87 .64 .58 2.25 5.:4 8x2'/2 14 .075 3.57 1.05 .09 .63 10.02 2.50 3.09 .82 .89 .67 .66 4.39 6.87 8x21/2 12 .105 4.99 1.47 .19 .74 13.84 3.46 3.07 1.14 .88 .69 .80 12.05 9.52 8x3 16 .060 3.05 .89 .09 .59 8.95 1.97 3.16 1.02 1.07 .83 .56 2.25 5.42 8x3 14 .075 .3.85 1.13 .09 .68 11.28 2.66 3.16 1.32 1.08 .86 .65 4.39 7.32 8x3 12 .105 5.40 1.59 .19 .82 15.64 3.91 3.14 1.86 1.08 .89 .80 12.05 10.%5 8x3'/2 14 .075 4.12 1.21 .09 .73 12.53 2.79 3.22 1.96 1.27 1.06 .62 4.39 7.38 8x3'/2 12 .105 15.801 1.70 .19 .88 17.40 4.35 3.19 2.78 1.28 1.10 .79 12.05 11..96 NOTES: 1. Section properties are computed in accordance with the A.I.S.I. specifications. 2. Ix is for deflection computation. i 3. Sx is for load computation. SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE MAY 1, 1985 T-8 '. NATIONAL-.- PRODUCT COMPONENTS, INC. INFORMATION P.O. BOX 41121 6800 NORTHWINDS DR. HOUSTON, TX 77241 (713) 466-5549 SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE MAY 1 1985 T-9 NCI CEE SHAPES _y X t -- Fy 55. OOksi Fb 33.00ksi o X X Fu 67.50ksi • T R LIP .780 (USED) - - I y B DIMENSIONS SECTION PROPERTIES SIZE GA T WT AREA RAD LIP AXIS x -x AXIX y -y I 0 V I RM D x B lbs R L IX SX rx ly ry x V M in in /ft int in in in4 in3 in4 in3 in in kips ft.k 9x21/2 16 .060 3.03 .89 .09 .55 10.49 2.20 3.43 .66 .86 .60 .54 2.00 6.05 9x21/2 14 .075 3.82 1.12 .09 .63 13.24 2.93 3.43 .85 .87 .62 .62 3.90 8.03 9x2'/2 12 .105 5.35 1.57 .19 .74 18.32 4.07 3.41 1:18 .87 .65 .75 10.71 11.19 9x3 16 .060 3.25 .95 .09 .59 11.77 2.32 3.51 1.05 1.05 .78 .52 2.00 6.33 9x3 14 .075 4.10 1.20 .09 .68 14.84 3.12 3.51 1.36 1.06 .81 .61 3.90 8.53 9x3 12 .105 5.76 1.69 .19 .82 20.61 4.58 3.49 1.93 1.07 .84 .76 10.71 12.5? 10x2'/2 14 .075 4.08 1.20 .09 .63 17.01 3.39 3.77 .87 .85 .59 .58 3.51 9.33 10x2'/2 12 .105 5.71 1.68 .19 .74 23.58 4.72 3.75 1.22 .85. .61 .71 9.64 12.97 10x3 14* .075 4.36 1.28 .09 .68 19.00 3.60 3.85 1.41. 1.05 .76 .57 3.51 9.91 10x3 12 .105 6.12 1.80 .19 .82 26.42 5.28 3.83 1.99 1.05 .79 .72 9.64 14.53 10x31/2 14 .075 4.63 1.36 .09 .73 20.97 3.77 3.92 2.10 1.24 .94 .56. 3.51 10.33 10x3'/2 12 .105 6.52 .1.91 .19 .88 29.21 5.84 3.91 2.99 1.25 .98 .71 9.64 16. 07 12x3 12 .105 6.83 2.01 .19 .82 40.80 6.80 4.51 2.09 1.02 .71 .65 8.04 18.710 12x31/2 12 .105 7.23 2.12 .19 .88 44.85 7.47 4.59 3.15 1.22 .89 .65 8.04 20.566 NOTES: 1. Section properties are computed in accordance with the A.I.S.I. specifications. 2. Ix is for deflection computation. ., axles 3. Sx is for load computation. I'111� SUBJECT TO CHANGE WITHOUT NOTICE EFFECTIVE MAY 1 1985 T-9 ..N.A TION,AL PRODUCT I COMPONENTS, ' INC. INFORMATION P.O. BOX 41121 6800 NORTHWINDS DR. HOUSTON, TX 77241 (713) 466-5549 NCI R PANEL (PBR)', 1190 3611 NET COVERAGE f r— r i'w• 'a.. 1 I O .. '�•� �^ 1 I 1 35��e• 3�a 1 a"I • a a" ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT PANEL WIND LOAD I SECTION PROPERTIES I LIVE LOAD (DEFLECTION) GAUGE PANEL GAUGE FY (PSI) FB (PSI) MATERIAL THICKNESS (1 N) WEIGHT • (PSF) GIRTH (IN) TOP FLAT IN COMPRESSION BOTTOM FLAT IN I COMPRESSION 1x Sx 1x Sx (in 4/ft) (in 3/ft) I (in 4/ft) (in 3/ft) 26 80,000 30,000 .0198 0.96 41.56 .0423 .0408 .0383 .0434 24 80,000 30,000 .0258 1.25 41.56 .0575 .0571 .0521 .0575 ALLOWABLE UNIFORM LOADS IN POUNDS PER SQUARE FOOT PANEL WIND LOAD I LIVE LOAD (STRESS) - I LIVE LOAD (DEFLECTION) GAUGE 4 5 6 7 8 2 3 4 5 6 7 2 3 4 5 6 26 24 90 58 40 29 23 119 76 53 39 30 272 121. 68 43 30 22 360 160 90 58 40 29 1272 121 68 43 30 22 360 160 90 58 40 29 1. All calculations for properties of panels are calculated in accordance with the 1968 edition of specifications for the design of light gauge cold formed steel structural members published by the American Iron and Steel Institute 2. Allowable loads for wind have been increased by 33 1/396. s 3. Values shown as allowable loads are based on panel covering 3 equal continuous spans. Multiply values shown by.8 fort span conditions. 4. Values shown for live loads (deflection) are based on 1/180 of span. SUBJECT TO CHANGE WITHOUT NOTICE IcrFeCTIVE MAY 1, 1985 T2 rJ V