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Home My WebLink About1695 FARADAY AVE; STRUCT; CB970875; PermitSTRUCTURAL CALCS FOR CB970875 1695 FARADAY AVE I I I I I I I I I I I I I I I I I I I --~ International Structural Products Corp. - II LC,~--.. I ~~' ... -·-- Reference: Smac Open Web Steel Joist Calculations ISP# 97-0202 -Carlsbad, CA To whom it may concern: July 3, 1997 Please find attached the calculations for the above referenced job. This is to certify that International Structural Products Corp. Designs and fabricates according to the latest adoption of the Steel Joist Institute 's Specifications. If you have any questions, please call our office. Respectfully, Jim Moore, P.E. JUL 1 o 1997 EXPIRES 9-99 F-14 Bassett Ctr. #328 • 6001 Gateway West • El Paso, Texas 79925 fi, ~ S ... -'··.:-:~~ . • ESS ANALYSIS: ·-0202 52G7N11.1/4.6K SMAC G1 I.S.P. / MEXAM, INC RUN ON JAA 5-12-97 t E LENGTH 1-6 1/4 WORKING LENGTH 51-2 1/4 SACRAMENTO CA DEPTH 52 EFF DEPTH 50.18 I PANLS PANELS 111:ST HALF rsT DIAG LE= LE= LE= LE= 6-6 5/8 6-6 5/8 1-1 1/8 7-7 3/4 6 BC PANELS AT 8-0 SPECIAL 1ST COMP RE= RE= RE= RE= 2-9 3/8 2-9 3/8 1-1 1/8 3-10 1/2 PTHS LE~ 52.000 lTIPLE LOADING: CEN~ER~INE= 52.000 RE= 52.000 · lrsT GI.RDER DESIGN: 11100 LB CONC LOAD AT DIAGONAL TC PANEL PTS AD@ BOTH BRGS I LOAD OF 2,000 LBS AT PANEL PT LOAD OF 1,200 LBS AT PANEL PT 'TRA SHEAR ADDED TO EACH WEB= 1000 7 3 23.65'LE 7.65'LE 27.88'RE 43.88'RE lrFORM TC LOAD= 0 UNIFORM BC LOAD= 0 9AcTIONS R1= +38,504.17 R2= +42,395.83 MIN SHR= 10,598.96 -------------STRESS ANALYSIS------------- I MEM W2 W3 I W4 W5 W6 W7 I W8 l.J8 W7 I W6 W5 W4 I W3 l.J2 TC F BC F SHEAR WEB F CSC -50,321 0 32,954 61,976 1.825 -50,321 58,940 32,954 -35,096 -1.033 -78,697 58,940 20,654 29,965 1.383 -78,697 98,454 20,654 -29,965 -1.383 -107,593 98,454 9,554 14,667 1.383 -107,593 116,732 9,554 -14,667 -1.383 -113,340 116,732 -3,545 -14,667 1.383 -113,340 109,948 -3,545 14,667 · -1.383 -95,939 109,948 -14,645 -21,651 1.383 -95,939 81,929 -14,645 21,651 -1.383 -57,302 81,929 -25,745 -37,011 ·1.383 -57,302 32,675 -25,745 37,011 -1.383 -23,037 32,675 -36,845 -39,118 1.033. -23,037 0 -36,845 44,634 -1.179 -----STD VERTICALS WEB L 91.59 51.86 69.44 69.44 69.44 69.44 69.44 69.44 69.44 69.44 69.44 69.44 51.86 59 .18 , SE SQ END I. Vl END PNL 42,395 -42,395 1.000 50.18 0 1.000 50 .18 0 1.000 50.18 BC TENSION= 116,732.52 INT BC PANEL LENGTH= V2 INTERIOR 1X TC COMPRESSION=-113,340.73 r INT TC PANEL LENGTH= 48.00 I I I I 0 0 MAX MAX TL= 80,900.00 PP DISTANCE 0-2 6-6. 5/8 •7-7 3/4 11-7 3/4 15-7 3/4 19-7 3/4 23..:. 7 3/4 27-7 3/4 31-7 3/4 35-7 3/4 39-7 3/4 43-7 3/4 47-7 3/4 48-8 7/8 96.00 IRESS ANALYSIS: 52G7Nll.1/4.6K Gl I.S.P. / MEXAM, INC RUN ON 5-12-97 1-0202 SMAC lsE LENGTH ~1-6 1/4 WORKING LENGTH 51-2 1/4 SACRAMENTO CA JAA DEPTH 52 EFF DEPTH 50.18 I PANLS : PANELS l"RST HALF RST DIAG LE= LE= LE= LE= 6-6 5/8 6-6 5/8 1-1 1/8 7-7 3/4 6 BC PANELS AT 8-0 SPECIAL 1ST COMP RE= RE= RE= RE= 2-9 3/8 2-9 3/8 1-1 1/8 ;3-10 1/2 :PTHS LE= 52.000 ILTIPLE LOADING: CENTER~INE= 52.000 RE= 52.000 IIST GIRDER DESIGN: 11100 LB CONC LOAD AT DIAGONAL TC PANEL PTS JAD @ BOTH BRGS I LOAD OF 2,000 LBS AT PANEL PT LOAD OF 1,200 LBS AT PANEL PT 7 23.65'LE 27.88'RE ~DITIONAL CHORD LOADS ARE ADDED AS BOTH IDITIONAL CHORD LOADS ARE ONLY ADDED TO 3 7.65'LE 43.88'RE COMPRESSION AND TENSION SUMMARY -NOT STRESS ANALYSIS DITIONAL TOP CHORD LOAD 39300 <TRA SHEAR ADDED TO EACH WEB= 1000 IIFORM TC LOAD= 0 UNIFORM BC LOAD= L LOADS SHOWN REDUCED BY 25% 0 :ACTIONS Rl= +28,878.13 R2= +31,796.87 MIN SHR= 7,949.22 I ~ ) I ) I -3 t ., I 1· 7 I I I MEM 1.,,J2 W3 W4 W5 W6 W7 W8 we 1.,,J7 W6 W5 l.J4 W3 W2 -------------STRESS ANALYSIS TC F BC F SHEAR -37,740 0 24,715 -37,740 44,205 24,715 -5~,023 44,205 15,490 -59,023 73,840 15,490 -80,695 73,840 7,165 -80,695 87,549 7,165 -85,005 87,549 -2,659 -85,005 82,461 -2,659 -71,954 82,461 -10,984 -71,954 61,447 -10,984 -42,976 61,447 -19,309 -42,976 24,506 -19,309 -17,278 24,506 -27,634 -17,278 0 -27,634 -----STD VERTICALS SE SQ END Vl END PNL V2 INTERIOR 31,796 0 0 TC COMPRESSION=-114,480.55 MAX INT TC PANEL LENGTH= 48.00 MAX WEB F 46,938 -26,580 22,820 -22,820 11,299 -11,299 -11,000 11,000 -16,584 16,584 -28,104 28,104 -29,597 33,770 csc 1.825 -1.033 1.383 -1.383 1.383 -1.383 1.383 -1.383 1 .383. -1.383 1.383 -1.383 1.033 -1.179 WEB L 91.59 51.86 69.44 69.44 69.44 69.44 69.44 69.44 69.44 69.44 69.44 69.44 51.86 59 .18 -31,796 1.000 50.18 0 1.000 50.18 0 1 . 000 50 . 18 BC TENSION= 87,549.39 INT BC PANEL LENGTH= TL= 60,675.00 PP DISTANCE 0-2 6-6 5/8 7-7 3/4 11-7 3/4 15-7 3/4 19-7 3/4 23-7 3/4 27-7 31-7 35.:.. 7 39-7 43-7 47-7 48-8 96.00 3/4 3/4 3/4 3/4 3/4 3/4 7/8 IRESS ANALYSIS: 7-0202 52G7N11.1/4.6K SMAC Gl I.S.P. I MEXAM, INC RUN ON JAA lsE LENGTH -,1-6 1/4 I PANLS : PANELS I RST HALF RST DIAG LE= LE= LE= LE= WORKING LENGTH 51-2 1/4 SACRAMENTO CA DEPTH 52 6-6 5/8 6-6 5/8 1-1 1/8 7-7 3/4 6 BC PANELS AT 8-0 SPECIAL 1ST COMP =PTHS LE= 52.000 lLTIPLE LOADING: CENTER~INE= 52.000 EFF DEPTH 50 .18 RE= 2-9 RE= 2-9 RE= 1-1 RE= '3-10 RE= 52.000 3/8 3/8 1/8 1/2 IIST GIRDER DESIGN: -10000 LB CONC LOAD AT DIAGONAL TC PANEL PTS )AO@ BOTH BRGS IIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 _L LOADS SHOWN REDUCED BY 25% 5-12-97 ( =ACTIONS J MEM Rl= -24,592.49 R2= -27,907.51 MIN SHR= 6,976.88 -------------STRESS ANALYSIS------------- TL= -52,500.00 l W2 I W3 W4 -+ ws I W6 W7 . 7 W8 i W8 W7 W6 l I 4 W5 l,J4 W3 W2 TC F BC F SHEAR WEB F CSC 31,826 0 -20,842 -38,043 1.825 31,826 -37,278 -20,842 21,543 -1.033 50,040 -37,278 -13,342 -18,463 1.383 50,040 -62,803 -13,342 18,463 -1.383 68,392 -62,803 -5,842 -9,654 1.383 68,392 -73,981 -5,842 9,654 -1.383 72,395 -73,981 1,657 9,654 1.383 72,395 -70,810 1,657 -9,654 -1.383 62,050 -70,810 9,157 12,672 1.383 WEB L 91.59 51.86 69.44 69.44 69.44 69.44 69.44 69.44 69.44 62,050 -53,290 9,157 -12,672 -1.383 69.44 37,356 -53,290 16,657 23,051 1.383 69.44 37,356 -21,423 16,657 -23,051 -1.383 69.44 15,104 -21,423 24,157 24,970 1.033 51.86 15,104 -o 24,157 -28,490 -1.179 59.18 -----STD VERTICALS • .I SE SQ END 27,907 0 0 -27,907 1.000 50 .18 50 .18 50 .18 'S .7 -~ I I I I I Vl END PNL V2 INTERIOR TC COMPRESSION= INT TC PANEL LENGTH= 0.00 MAX 48.00 MAX 0 1.000 0 1.000 SC TENSION= 0.00 INT BC PANEL LENGTH= PP DISTANCE 0-2 6-6 5/8 7-7 3/4 11-7 3/4 15-7 3/4 19-7 3/4 23-7 3/4 27-7 3/4 31-7 3/4 35-7 3/4 39-7 3/4 43-7 3/4 47-7 3/4 48-8 7/8 96.00 I l~G7N11.1/4.6K G1 -0202 SMAC SACRAMENTO CA IM TC TEN 31,826 -------MULTIPLE ANALYSIS SUMMARY TC COM BC TEN BC COM -67,215 0 0 ) 31,826 . -67,215 58,940 -37,278 I 50,040 50,040 -88,498 58,940 -37,278 -88,498 98,454 -62,803 :, 68,392 -110,170 98,454 -62,803 -68,392 72,395 72,395 -110,170 116~732 -73,981 -114,480 116,732 -73,981 -114,480 109,94$ -70,810 ~ 62,050 I 62,050 37,356 -101,429 109,948 -70,810 -101,429 . 81,929 -53,290 -72,451 81,929 -53,290 2 37,356 -72,451 . 32,675 -21,423 I 29,475 29,475 ::, 0 -46,753 32,675 -21,423 -46,753 . 0 -o 0 0 0 f 0 0 0 0 0 0 0 0 ~XIMUM UNIFORM LOAD: TOP CHORD= 0 I I I I I I ,. I I I I WEB TEN 61,976 21,543 29,965 18,463 14,667 9,654 9,654 14,667 12,672 21,651 23,051 37,011 24,970 44,634 0 0 0 JAA WEB COM -38,043 -35,096 -18,463 -2':1,965 -9,654 -14,667 -14,667 -9,654 -21,651 -12,672 -37,011 -23,051 -39,118 -28,490 -42,395 0 0 RUN ON 5-12-97 I lternatioal Structural P~oducts MBER SIZES: 52G7N11.1/4.6K G1 -0202 SMAC El Paso , Texas SACRAMENTO CA JAA lDING LOAD JTSIDE DEPTH = = = 50,000.000 0.000 52.000 I = 3F EA= 2.2900 y(x) = 1.0020 = 3H [ A= 2.4840 Rx = 1.0740 = 1.0130 Sl = 2.8282 .TUAL EFF DEPTH= 49.985 iRRECTED LOAD TC= 114,927.160 t x = 44.692 USING L = 48.00 z = 34.934 USING L = 24.00 l = 24,077.0 USING L/R= 51.74 Ix LOAD (FILLERS)= 120,e11:.07 LLER PANELS REQD = 6 Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1.8487 Rz 30,000.000 114,480.552 50 .180 = 0 .'6880 ~RZ = 0.6870 Ryy = 1.8554 Ss = 1.1519 Os = 1.0000 . GAP BETWEEN CHORD= 1.000 BC = 117,187.914 L/Ryy= 51.740 USING L = 96.00 WITH FILLERS K= 1.00 F'e= 74,761.36 Cm= 0.00000 MAX LOAD NO FILLER= 105,180.75 MIN WELD LEN 2X = 0.825 I, (fa/Fa) STRESS = = 0.96080 USING TC= 3H = 3 1/2 X 3 1/2 X .375 25,586.88083 USING BC= 3F = 3 1/2 X 3 1/2 X .344 -!ORD WT I lD PANEL CHECK IIAL LOAD ) PANEL PT = = = = = = tEL PT= 13,582.5 !D PANEL CHECK IIAL LOAD ) PANEL PT = = = = = JEL PT= 9,447.6 t TOM CHORD L/Rz= BRIDGING CHECK ENT OF INERTIA= . 1,697.838 CHORD WT/FT END PANEL CHECK W= 0 LEFT END LENGTH 67,478.05 AXIAL STRESS fa 20,687.23 F'e 0.00 fb MID-PANEL 0.861 fa/Fa MID PANEL= 0.6565 FILLERS RIGHT ENO 46,935.75 25,011.22 LENGTH AXIAL STRESS fa F'e fb MID-PANEL = = = = = = 32.950 76.63 13,582.53 29,337.20 0.00 0.656 L/R= 71.34 = 31 .37 = 9,447.61 = 174,981.54 = 0.00 0.00 0.983 MID PANEL= fa/Fa = 0.3777 NO FILLERS • 0 • 377 L/R= 45.66 13~.534 TC OAL/Ryy TC= 26.28' BC= 36.97' 5,965.1 LL 360=1,661.5 = 331.058 LL 240=2,492.3 I TENSION STRESS= 14,629.23 COMPRESSION CENTER ~ COMPRESSION ACTUAL= 74,269.71 I COMPR~SSION ACTUAL= 74,269.71 ****************BC FILLERS ALLOW= 35,479.0 NO FILLER ALLOW= 79~286.8 FILLER REOD**************** ILOW BC COMP LOAD= 138,773.99 @ l/ryy BROG SPACE= 0-O I I RUN ON 5-12-97 I 18 DESIGN: 52G7N11.1/4.6K -0202 SMAC Gl SACRAMENTO CA RUN ON 5-12-97 JAA I MBER sz I W2 35 WEB W2 W3 2A I W4 28 ws 2C W6 20 W7 23 I W8 23 W8 20 J W7 2A I W6 21 W5 2E W4 2A : W3 2C I W2 29 WEB W2 I SE 2C Vl 1J V2 1J I I I I I I I I I I TC= 3H = 3 1/2 X 3 1/2 X .375 BC= 3F = 3 1/2 X 3 1/2 X .344 ------WEB DESIGN------ QTY ACTUAL t ALLOW TACTUAL C ALLOW C WELD 2 8 61,976 97,384 38,043 48,551 19.2 -FULL THICKNESS WELD REO'D 14.95 2 B 21,543 54,661 35,096 36,889 12.7 Z 8 '29,965 52,%4. 18,463 20,411 10.8 2 8 18,463 61,509 29,965 34,386 10.8 2 B 14,667 29,330. 9,654 11,744 8.0 2 8 9,654 37,875 14,667 15,077 6.1 2 B 9,654 37,875 14,667 15,077 6.1 2 8 14,667 29,330 9,654 11,744 8.0 2 B 12,672 54,661 21,651 29,926 7.8 2 8 21,651 33,451 12,672 13,435 10.2 2 B 23,051 66;478 37,011 37,499 13.3 2 8 37,011 54,661 23,051 29,926 13.3 2 8 24,970 61,509 39,118 43,033 14.1 2 8 44,634 56,842 28,490 29,089 16.1 -FULL THICKNESS WELD REQ'D 12.12 ----STANDARD VERTICALS THK .218 3 . .281 .187 2 .187 2 .187 2 .125 2 .163 2 .163 2 .125 2 .187 2 .143 2 .187 2 .187 2 .187 2 .187 2 .25 ANGLE NAME X 3 X .281 1/2 X 2 1/2 X X 2 X .232 1/2 X 2 1/2 X X 2 X .125 X 2 X .163 X 2 X .163 X 2 X .125 1/2 X 2 1/2 X X 2 X .143 1/2 X 2 1/2 X 1/2 X 2 1/2 X 1/2 X 2 1/2 X X 2 X .250 .187 .212 .187 .230 .187 .212 2 8 1 1 ·0 0 0 61,509 42,395 43,787 13,453 2,298 2,314 13,453 2,298 2,314 15.3 .187 2 1/2 X 2 1/2 X .212 2.0 .077 1 1/2 X 1 1/2 X .156 2.0 .077 1 1/2 X 1 1/2 X .156 .___J I I I I I I I I I I I I I 1.fafF'e)*Q*Fb)) /.09= I I I I I JOB NUMBER: 97-202 JOB NAME: SMAC LOCATION: CARLSBAD.CA "AXIAL LOAD AND BENDING". END PANEL Leg= Thickness= l_"y= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = Panel point <= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= 3.500 in. 0.375 in. 50.000 ksi 1.000 in 1.000 76.630 in 67,479.00 lbs. 39,300.00 lbs. 0.00 lbs.I ft. 6.00 in. 1.00 No filler 30,000.00 psi 17,067.03 OK 1.00 1.04 NG BENDING JOIST NAME: 52G7N11.1K MARK: G1 A= Ix= rx = lz= rz = y= a= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e= Cm= ONE ANGLE 2.484 in•2 2.865 in•4 1.074 in 1.172 in•4 0.687 in 1.013 in 1.000 3.35 in 131,772.90 lbs-in. 131,772.90 lbs-in. ·S,151.79 psi 9,208.53 psi 7,269.60 psi 30,000.00 psi 111.56 107.00 11,998.79 psi 11,998. 79 psi 0.85 At= ltx = rtx = Panel P. Stx = Mid Panel Stx = With filler Kl/rx = Cc= Fa= F'e = Cm= Panel point<= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= + Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= Page 1 3-Jul-97 PROPERTIES: 10.969 in•2 47.981 in•4 2.091 in 14.310 in•3 18.127 in•3 SEE NEXT PAGE: 36.64 107.00 26,294.44 psi 111,238.66 psi 0.98 30,000.00 psi 17,067.03 OK 1.00 0.54 OK I I I I I I I I I I I I I I I I I I I ISP INC Shape: L u 3.500 H 3.500 T 0.315 X ·o.ooo y 6.000 cc 1.80.00 A 2.484 Ybar -1.. 01.3 Xbar -1.. OJ.3 Ix 2.865 Iy 2.865 Rx 1..014 Ry 1..074 Rz 0.681 8 225.00 Shape: L u 3.500 H 3.500 T 0.315 X J..000 y 6.000 cc 210.00 A 2.484 \'bar -1.. 01.3 Xbar Ix Iy Rx Ry Rz 8 0 1.. 01.3 2.865 2.865 J.. 014 · 1.. 074 0.687 31.5.00 I I I ~ - I I -.1-1 July 3, 1997 Shape: PL w 6.000 T J..000 X J..000 y .. -.1.000 cc 90.000 A 6.000 \'bar 3,000 Xbar -0.500 Ix J.8.000 Iy 0.500 Rx 1..732 Ry 0.289 I 0---------+---,..-i----------------------------un I I~- A l.0,969 Wgt 37,294 \'bar 3. 353 Xbar 0.500 Ix 41,981. Iy J.7.604 Iw 47. 98J. Iz J.7.604 Ixy 0.000 Rx 2. 091. Ry 1.. 267 Rz J.,267 8 90.000 IRESS ANALYSIS: 52G7N11.1/4.6K '-0202 SMAC G2 I.S.P. / MEXAM, INC SACRAMENTO CA RUN ON JAA lsE LENGTH WORKING LENGTH ;1-9 51-5 I .. PANLS LE= 2-8 PANELS LE= 2-8 DEPTH 52 EFF DEPTH 49.985 6-8 6-8 IRST HALF LE= 1-2 1/2 6 BC PANELS AT 8-0 SPECIAL 1ST COMP RE= RE= RE= RE= 1-2 1/2 RST DIAG LE= 3-10 1/2 • 7-10 1/2 IPTHS LE= 52. 000 JL TIPLE LOADING: CENTERLINE= 52.000 RE= 52.000 lrsT GIRDER DESIGN: 11100 LB CONC LOAD AT DIAGONAL TC PANEL PTS lAD @ BOTH BRGS I LOAD OF 2,000 LBS AT PANEL PT 9 27.88'LE 23.88'RE -LOAD OF 200 LBS AT PANEL PT 1 0.17'LE 51.58'RE i LOAD OF 200 LBS AT PANEL PT 3 3.88'LE 47.88'RE LOAD OF 200 LBS AT PANEL PT 5 11.88'LE 39.88'RE LOAD OF 200 LBS AT PANEL PT 7 19.88'LE 31.88'RE . LOAD OF 200 LBS AT PANEL PT 9 27.88'LE 23.88'RE I LOAD OF 200 LBS AT PANEL PT 11 35.88'LE 15.88'RE LOAD OF 200 LBS AT PANEL PT 13 43.88'LE 7.88'RE -LOAD OF 200 LBS AT PANEL PT 15 51.58'LE O .17 'RE ITRA SHEAR ADDED TO EACH WEB= 1000 IFORM TC LOAD= 0 UNIFORM BC LOAD= 0 .L LOADS SHOWN REDUCED BY 25% Rl= +32,407.11 R2= +28,567.89 MIN SHR= 8,101.78 TL= -------------STRESS ANALYSIS------------- 5-12-97 60,975.00 .ACTIONS . MEM TC F BC F SHEAR WEB F csc l.JEB L PP· DISTANCE I :\. I 7 -I I Ix AX I I W2 -16,861 0 28,094 W3 -16,861 25,011 28,094 W4 -43,852 25,011 19,619 W5 -43,852 62,692 19,619 W6 -73,394 62,692 11,144 W7 -73,394 84,096 11,144 W8 -86,660 84,096 2,669 W8 -86,660 89,223 2,669 W7 -82,208 89,223 -7,305 l.J6 -82,208 75,193 -7 ,_305 ws -60,039 75,193 -15,780 W4 -60,039 44,885 -15,780 W3 -37,849 44,885 -24,255 W2 -37,849 -0 -24,255 -----STD VERTICALS SE SQ END 32,407 Vl -END PNL 0 V2 INTERIOR 0 TC COMPRESSION= -86,660.33 MAX INT TC PANEL LENGTH= 48.00 MAX 33,932 1.166 58.29 0-2 -30,294 -1.041 52.04 2-8 28,587 1.386 69.30 3-10 1/2 -28,587 -1.386 69.30 7-10 1/2 16,837 1.386. 69.30 11-10 1/2 -16,837 -1.386 69.30 15-10 1/2 11,232 1.386 69.30 19-10 1/2 -11,232 -1.386 69.30 23-10 1/2 -11,514 1.386 69.30 27-10 1/2 11,514 -1.386 69.30 31-10 1/2 -23,264 1.386 69.30 35-10 1/2 23,264 -1.386 69.30 39-10 1/2 -26,296 1.041 52.04 43-10 1/2 46,808 -1.853 92.64 45-1 -32,407 1.000 49.98 0 1.000 49.98 0 1.000 49.98 BC TENSION= 89,223.93 INT BC PANEL LENGTH = 96.00 IRESS ANALYSIS: 52G7N11.1/4.6K G2 I.S.P. / MEXAM, INC RUN ON JAA '-0202 SMAC SACRAMENTO CA lsE LENGTH WORKING LENGTH DEPTH 52 )1-9 51-5 I PANLS : PANELS IRST HALF RST DIAG LE= LE= LE= LE= 2-8 2-8 1-2 1/2 3-10 1/2 IPTHs Le= 52.000 JL TIPLE LOADING: 6 BC PANELS AT 8-0 SPECIAL 1ST COMP CENTERLINE= 52.000 EFF DEPTH 49.985 RE= RE= RE= RE= 6-8 6-8 1-2 1/2 >7-10 1/2 RE= 52.000 IIST GIRDER DESIGN: 11100 LB CONC LOAD AT DIAGONAL TC PANEL PTS JAD @ BOTH BRGS I l I LOAD OF 2,000 LBS AT PANEL PT 9 27.88'LE 23.88'RE LOAD OF 200 LBS AT PANEL PT 1 0.17'LE 51.58'RE LOAD OF 200 LBS AT PANEL PT 3 3.88'LE 47.88'RE LOAD OF 200 LBS AT PANEL PT 5 11.88'LE 39.88'RE LOAD OF 200 LBS AT PANEL PT 7 19.88'LE 31.88'RE LOAD OF 200 LBS AT PANEL PT 9 27.88'LE 23.88'RE LOAD OF 200 LBS AT PANEL PT 11 35.88'LE 15.88'RE LOAD OF 200 LBS AT PANEL PT 13 43.88'LE 7.88'RE ~ LOAD OF 200 LBS AT PANEL PT 15 51.58'LE 0.17'RE IDITIONAL CHORD LOADS ARE ADDEO AS BOTH COMPRESSION ANO TENSION DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS )DITIONAL TOP CHORD LOAD 37000 1fTRA SHEAR ADDED TO EACH WEB= 1000 IIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 _L LOADS SHOWN REDUCED BY 25% 5-12-97 1 7 ACTIONS Rl= +32,407.11 R2= +28,567.89 MIN SHR= 8,101.78 TL= 60,975.00 -------------STRESS ANALYSIS------------- . MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE L W2 -16,861 0 28,094 33,932 1,166 58.29 0-2 I W3 -16,861 25,011 28,094 -30,294 -1.04L 52.04 2-8 W4 -43,852 25,011 19,619 28,587 1.386 69.30 3-10 1/2 + W5 -43,852 62,692 19,619 -28,587 -1.386 69.30 7-10 1/2 l-W6 -73,394 62,692 11,144 16,837 1.386 69.30 11-10 1/2 W7 -73,394 84,096 11,144 -16,837 -1.386 69.30 15-10 1/2 W8 -86,660 84,096 2,669 11,232 1.386 69.30 19-10 1/2 I~ we -86,660 89,223 2,669 -11,232 -1.386 69.30 23-10 112 W7 -82,208 89,223 -7,305 -11,514 1.386 69.30 27-10 1/2 W6 -82,208 75,193 -7,305 11,514 -1.386 69.30 31-10 1/2 W5 -60,039 75,193 -15,780 -23,264 1.386 69.30 35-10 1/2 I. l.J4 -60,039 44,885 -15,780 · 23,264 -1.386 69.30 39-10 1/2 W3 -37,849 44,885 -24,255 -26,296 1.041 52.04 43-10 1/2 4 W2 -37,849 -0 -24,255 46,808 -1.853 92.64 45-1 I -----STD VERTICALS SE SO END Vl END PNL V2 INTERIOR 32,407 TC COMPRESSION=-114,410.33 INT TC PANEL LENGTH= 48.00 0 0 MAX MAX -32,407 1.000 49.98 0 1.000 49.98 0 1.000 49.98 BC TENSION= 89,223.93 INT BC PANEL LENGTH= 96.00 'ESS ANALYSIS: 52G7N11.1/4.6K G2 I.S.P. / MEXAM, INC RUN ON 5-12-97 -0202 SMAC &_E LENGTH Iii'-9 I PANLS WORKING LENGTH 51-5 2-8 2-8 SACRAMENTO CA JAA DEPTH 52 EFF DEPTH 49.985 6-8 6-8 PANELS lfST HALF ~ST DIAG LE= LE= LE= LE= 1-2 1/2 3-10 1/2 6 BC PANELS AT 8-0 SPECIAL 1ST COMP RE= RE= RE= RE= 1-2 1/2 7'-10 1/2 ( THS LE= 52.000 TIPLE LOADING: CENTERLINE= 52.000 RE= 52.000 lsT GIRDER DESIGN: -10000 LB CONC LOAD AT DIAGONAL TC PANEL PTS AD@ BOTH BRGS IFORM TC LOAD= 0 UNIFORM BC LOAD= 0 L LOADS SHOWN REDUCED BY 25% ' CTIONS Rl= -28,000.41 R2= -24,499.59 MIN SHR= 7,000.10 -------------STRESS ANALYSIS------------- MEM TC F BC F SHEAR WEB F CSC WEB L W2 14,554 0 -24,250 -28,282 1.166 58.29 I W3 14,554 -21,589 -24,250 25,250 -1.041 52.04 W4 37,674 -21,589 -16,750 -23,223 1.386 69.30 W5 37,674 -53,759 -16,750 23,223 -1.386 69.30 I W6 62,642 -53,759 -9,250 -12,824 1.386 69.30 W7 62,642 -71,525 -9,250 12,824 -1.386 69.30 W8 73,206 -71,525 -1,750 -9,705 1.386 69.30 I W8 73,206 -74,887 -1,750 9,705 -1.386 69.30 W7 69,366 -74,887 5,749 9,705 1.386 69.30 W6 69,366 -63,845 5,749 -9,705 -1.386 69.30 W5 51,121 -63,845 13,249 18,369 1.386 69.30 I W4 51,121 -38,398 13,249 -18,369 -1.386 69.30 W3 32,379 -38,398 20,749 21,605 1.041 52.04 W2 32,379 0 20,749 -38,457 -1.853 92.64 I -----STD VERTICALS SE SQ END 28,000 , Vl END PNL O V2 INTERIOR 0 Ix, TC COMPRESSION= 0.00 MAX ~ INT TC PANEL LENGTH= 48.00 MAX I I I I I -28,000 1.000 49.98 0 1.000 49.98 0 1.000 49.98 BC TENSION= 0.00 INT BC PANEL LENGTH= TL= -52,500.00 PP DISTANCE 0-2 2-8 3-10 1/2 7-10 1/2 fl-10 1/2 15-10 1/2 19-10 1/2 23-10 1/2 27-10 1/2 31-10 1/2 35-10 1/2 39-10 1/2 43-10 1/2 45-1 96.00 I IG7N11.1/4.6K G2 -0202 SMAC SACRAMENTO CA -------MULTIPLE ANALYSIS SUMMARY -------IM TC TEN TC COM BC TEN 27,750 -44,611 0 27,750 -44,611 25,011 I 37,674 -71,602 25,011 37,674 -71,602 62,692 62,642 -101,144 62,692 I 62,64'2 -101,144 84;096 73,206 -114,410 84,096 73,206 -114,410 89,223 I 69,366 -109,958 89,223 69,366 -109,958 75,193 51,121 -87,789 75,193 51,121 -87,789 -44,885 I 32,379 -65,599 44,885 32,379 -65,599 0 0 0 0 I 0 0 0 0 0 0 ·XIMUM UNIFORM LOAD: TOP CHORD= 0 I I I I I I I ·1 I I I BC COM WEB TEN 0 33,932 -21,589 25,250 -21,589 28,587 -53,759 23,223 -53,759 16,837 -71,525 12,824 -71,525 11,232 -74,887 9,705 -74,887 9,705 -63,845 11,514 -63,845 18,369 -38,398 23,264 -38,398 21,605 -0 46,808 0 0 0 0 0 0 RUN ON 5-12-97 JAA WEB COM -28,282 -30,294 -23,,223 -28,587 -12,824 -16,837 -9,705 -11,232 -11,514 -9,705 -23,264 -18,369 -26,296 -38,457 -32,407 0 0 I l ternatioal Structural Products MBER SIZES: 52G7N11.1/4.6K G2 -0202 SMAC El Paso , Texas SACRAMENTO CA JAA INDING LOAD TSIDE DEPTH = = = 50,000.000 0.000 52.000 I = 3F EA= 2.2900 y(x) = 1.0020 = 3H EA= 2.4840 Rx = 1.0740 I = 1.0130 Sl = 2.8282 TUAL EFF DEPTH= 49.985 RRECTED LOAD TC= 114,410.334 Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1.8487 Rz ~Rz = 0.6870 Ryy Ss = 1.1519 Os .GAP BETWEEN CHORD= BC = L/Ryy= 51.740 USING WITH FILLERS K= 30,000.000 114,410.334 49.985 = o.~aeo = 1.85S4 = 1 .0000 1.000 89,223.930 L = 96.00 1.00 IRx = 44.692 USING L = 48.00 Rz = 34.934 USING L = 24.00 = 24,077.0 USING L/R= 51.74 IX LOAD (FILLERS)= 120,811.07 LLER PANELS REQD = 6 F'e= 74,761.36 Cm= 0.00000 MAX LOAD NO FILLER= 105,180.75 MIN WELD LEN 2X = 0.821 1 (fa/Fa) = 0.95648 USING TC= 3H = 3 1/2 X 3 1/2 X .375 STRESS = 19,481.20752 USING BC= 3F = 3 1/2 X 3 1/2 X .344 ·ORD WT = 1,705.389 CHORD WT/FT = 32.950 I END PANEL CHECK W= 0 ,D PANEL CHECK = LEFT END LENGTH = 30.00 IIAL LOAD = 44,611.82 AXIAL STRESS fa = 8,979.83 = 25,306.78 F'e = 191,389.10 , PANEL PT = 0.00 fb MID-PANEL = 0.00 INEL PT= = 0.985 fa/Fa = 0.354 8,979.8 MID PANEL= 0.3548 NO FILLERS L/R= 43.66 !D PANEL CHECK = RIGHT END LENGTH = 78.00 IIAL LOAD = 65,599.76 AXIAL STRESS fa = 13,204.46 = 20,446.39 F?e = 28,311.99 , PANEL PT = 0.00 fb MID-PANEL = 0.00 INEL ~T= = 0.860 fa/Fa = 0.64.S l 13,204.4 MID PANEL= 0.6458 FILLERS L/R= 72.62 - TTOM CHORD L/Rz= X BRIDGING CHECK MENT OF INERTIA= 139.534 TC OAL/Ryy = 332.540 TC= 26.28' BC= 36.97' 5,965.1 LL. 360=1,639.4 LL 240=2,459.2 I TENSION STRESS= 14,735.66 COMPRESSION CENTER 'COMPRESSION ACTUAL= 74,887.66 I COMPRESSION ACTUAL= 74,887.66 ALLOl.J= 35,479.0 ALLOW= 79,286.8 NO FILLER FILLER ****************BC FILLERS REOD**************** ILOW BC COMP LOAD= 138,773.99 @ 1/ryy BRDG SPACE= o-o I I RUN ON 5-12-97 I ·18 DESIGN: 52G7N11.1/4.6K -0202 SMAC G2 SACRAMENTO CA RUN ON 5-12-97 JAA I MBER I W2 W3 ~ W4 I W5 W6 , W7 . W8 I W8 W7 > W6 I W5 W4 3 W3 I W2 WEB -SE -Vl V2 I I I I I I I I I I TC= 3H = 3 1/2 X 3 1/2 X .375 BC= 3F = 3 1/2 X 3 1/2 X .344 ---~--WEB DESIGN------ SZ QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD 2A 2 8 33,932 54,661 28,282 34,475 12.2 28 2 B 25,250 52,964 30,294 31,702 10.9 2A 2 8 28,587 54,661 23,223 29,987 10.3 2A 2 B 23,223 54,661, 28,587 29,987 10.3 21 2 B 16,837 33,451 12,824 13,486 8.0 25 2 B 12,824 43,329 16,837 17,096 6.1 20 2 8 11,232 29,330 9,705 11,783 6.1 20 2 B 9 , 705 ·29 , 330 11 , 232 11 , 783 6. 1 20 2 8 9,705 29,330 11,514 11,783 6.3 20 2 B 11,514 29,330 9,705 11,783 6.3 2A 2 B 18,369 54,661 23,264 29,987 8.4 26 2 B 23,264 47~146 18,369 18,482 8.4 26 2 B 21,605 47,146 26,296 28,400 9.5 31 2 B 46,808 79,386 38,457 38,524 16.9 W2 -FULL THICKNESS WELD REQ'O 13.99 ----STANDARD VERTICALS THK .187 2 .187 2 .187 2 .187 2 .142 2 .187 2 .125 2 .125 2 .125 2 .125 2 .187 2 .187 2 .187 2 .187 3 .227 ANGLE NAME 1/2 X 2 1/2 X .187 X 2 X .232 1/2 X 2 1/2 X .187 1/2 X 2 1/2 X .187 X 2 X .143 X 2 X .187 X 2 X .125 X 2 X .125 X 2 X .125 X 2 X .125 1/2 X 2 1/2 X .187 X 2 X .205 X 2 X .205 X 3 X .227 28 2 8 0 0 0 52,964 32,407 32,923 11.7 .187 2 X 2 X .232 1J 1 13,453 2,288 2,332 2.0 .077 1 1/2 X 1 1/2 X .156 1J 1 13,453 2,288 2,332 2.0 .077 1 1/2 X 1 1/2 X .156 lEss ANALYSIS: -0202 40G5Nll.l/4.6K SMAC G3 I.S.P. / MEXAM, INC SACRAMENTO CA RUN ON JAA 5-12-97 IE LENGTH 8-9 I PANLS PANELS WORKING LENGTH 38-5 4-2 4-2 DEPTH 40 EFF DEPTH 38.6 3-2 3-2 l ~ST HALF ~ST DIAG LE= LE= LE= LE= 3-8 1/2 7-10 1/2 4 BC PANELS AT 8-0 SPECIAL 1ST COMP RE= RE= RE= RE= 3-8 1/2 6-10 1/2 ~THS LE= 40.000 'lTIPLE LOADING: CENTERLINE= 40.000 RE= 40.000 lsT GIRDER DESIGN: 11100 LB CONC LOAD AT DIAGONAL TC PANEL PTS AD@ BOTH BRGS I LOAD OF 2,000 LBS AT PANEL PT 6 LOAD OF 2,880 LBS AT PANEL PT 5 JRA SHEAR ADDED TO EACH WEB= 1000 19.88'LE 15.88'LE 18.88'RE 22.88'RE IFORM TC LOAD= 0 UNIFORM BC LOAD= 0 ACTIONS R1= +29,848.48 R2= +30,531.52 MIN SHR= 7,632.88 I MEM W2 W3 I W4 ws W6 I W6 ws W4 W3 I W2 ---------~---STRESS ANALYSIS------------- TC F BC F SHEAR WEB F CSC -30,215 0 24,298 40,369 1.595 -30,215 58,228 24,298 -38,608 -1.526 -74,640 58,228 13,198 22,656 1.595 -74,640 91,053 13,198 -22,656 -1.595 -90,081 91,053 -781 -12,180 1.595 -90,081 86,622 -2,781 12,180 -1.595 -69,360 86,622 -13,881 -23,746 1.595 -69,360 52,098 -13,881 23,746 -1.595 -23,298 52,098 -24,981 -39,651 1.526 -23,298 -0 -24,981 35,527 -1.367 -----STD VERTICALS WEB L 61.59 58.90 61.59 61.59 61.59 61.59 61.59 61.59 58.90 52.78 I SE SQ END Vl END PNL V2 INTERIOR 30,531 0 2,000 MAX MAX -30,531 1.000 38.60 0 1.000. 38.60 -2,000 1.000 38.60 BC TENSION= 91,053.46 INT BC PANEL LENGTH= :X r I I I I I TC COMPRESSION= -90,081.62 INT TC PANEL LENGTH= 48.00 TL= 60,380.00 PP DISTANCE 0-2 4-2 7-10 1/2 11-10 1/2 15-10 1/2 19-10 1/2 23-10 1/2 27-10 1/2 31-10 1/2 35-7 96.00 IRESS ANALYSIS: 40G5N11.1/4.6K G3 I.S.P. / MEXAM, INC -0202 SMAC SACRAMENTO CA RUN ON JAA 5-12-97 lsE LENGTH WORKING LENGTH ·8-9 38-s DEPTH 40 I PANLS LE= 4-2 PANELS LE= 4-2 4 BC PANELS AT 8-0 EFF DEPTH 38.6 3-2 3-2 IRST HALF LE= 3-8 1/2 RST DIAG LE= 7-10 1/2 SPECIAL 1ST COMP RE= RE= RE= RE= 3-8 1/2 6-10 1/2 IPTHS LE~ 40.000 LTIPLE LOADING: CENrERLINE= 40.000 RE= 40.000 IIST GIRDER DESIGN: :AD ij BOTH BRGS 11100 LB CONC LOAD AT DIAGONAL TC PANEL PTS I LOAD OF 2,000 LBS AT PANEL PT 6 19.88'LE 18.88'RE . LOAD OF 2,880 LBS AT PANEL PT 11D!TIONAL CHORD LOADS ARE ADDED AS BOTH 'DITIONAL CHORD LOADS ARE ONLY ADDED TO 5 15.88'LE 22.88'RE COMPRESSION AND TENSION SUMMARY -NOT STRESS ANALYSIS DITIONAL TOP CHORD LOAD 37000 'TRA SHEAR ADDED TO EACH WEB= 1000 IIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 .L LOADS SHOWN REDUCED BY 25% :ACTIONS Rl= +22,386.36 R2= +22,898.64 MIN SHR= 5,724.66 I MEM -~~-;------;~ ~TRESS :~~~~SIS-~~;-;----~;~ WEB L . W2 -22,661 O 18,223 30,676 1.595 61.59 I W3 -22,661 43,671 18,223 -29,338 -1.526 58.90 W4 -55,980 43,671 9,898 17,391 1.595 61.59 , W5 -55,980 68,290 9,898 -17,391 -1.595 61.59 W6 -67,561 68,290 -586 -9,135 1.595 61.59 W6 -67,561 64,967 -2,086 9,135 -1.595 61.59 W5 -52,020 64,967 -10,411 -18,209 1.595 61.59 I ~ W4 -52,020 39,074 -10,411 18,209 -1.595 61.59 I I I I W3 -17,474 39,074 -18,736 -30,119 1.526. 58.90 W2 -17,474 -0 -18,736 26,987 -1.367 52.78 -----STD VERTICALS SE SQ END Vl END PNL ·v2 INTERIOR TC COMPRESSION= -95,311.22 22,898 0 1 ,.500 MAX MAX INT TC PANEL LENGTH= 48.00 -22,898 1.000 38.60 0 1.000 38.60 -1,500 1.000 38.60 BC TENSION= 68,290.09 INT BC PANEL LENGTH= TL= 45,285.00 4 PP DISTANCE o-2 4-2 7-10 1/2 11-10 1/2 15-10 1/2 19-10 1/2 23-10 1/2 27-10 1/2 31-10 1/2 35-7 96.00 IRESS ANALYSIS: 40G5N11.1/4.6K G3 I.S.P. / MEXAM, INC RUN ON 5-12-97 '-0202 SMAC lsE LENGTH WORKING LENGTH 18-9 38-5 I PANLS LE= 4-2 4 BC PANELS LE= 4-2 SACRAMENTO CA JAA DEPTH 40 PANELS AT 8-0 EFF DEPTH 38.6 RE= 3-2 RE= 3-2 IRST HALF LE= 3-8 RST DIAG LE= 7-10 1/2 SPECIAL 1/2 1ST COMP RE= 3-8 1/2 RE= '6-10 1/2 iPTHS LE= 40.000 "L TIPLE LOADING: CENTERLINE= 40.000 RE= 40.000 IIST GIRDER DESIGN: -10000 LB CONC LOAD AT DIAGONAL TC PANEL PTS JAD @' BOTH BRGS lrFORM TC LOAD= 0 UNIFORM BC LOAD= 0 · _L LOADS SHOWN REDUCED BY 25% - ~ACTIONS Rl= -18,359.54 R2= -19,140.46 MIN SHR= 4,785.11 -------------STRESS ANALYSIS------------- . MEM TC F BC F SHEAR WEB·F CSC WEB L I .j. I 7 ' I 3 ,~ I I I I I I W2 18,167 O -14,609 -23,312 1.595 61.59 W3 18,167 -35,009 -14,609 22,296 -1.526. 58.90 W4 43,850 -35,009 -7,109 -11,~44 1.595 61.59 ws 43,850 -52,691 -7,109 11,344 -1.595 61.59 W_6 52,206 -52 ,691 390 7,635 1.595 61 .59 W6 52,206 -51,720 390 -7,635 -1.595 61.59 W5 41,908 -51,720 7,890 12,591 1.595 61.59 W4 41,908 -32,096 7,890 -12,591 -1.595 61.59 W3 14,353 -32,096 15,390 23,487 1.526 58.90 W2 14,353 0 15,390 -21,045 -1.367 52.78 SE SQ END Vl END PNL V2 INTERIOR TC COMPRESSION= -----STD VERTICALS 19,140 0 0 0.00 MAX INT TC PANEL LENGTH = 48.00 MAX 38.60 38.60 38.60 -19,140 1.000 0 1.000 O 1.000 BC TENSION= 0.00 LENGTH= INT BC PANEL TL= -37,500.00 PP DISTANCE 0-2 4-2 7-10 1/2 11-10 1/2 15-10 1/2 19-10 1/2 23-10 1/2 27-10 1/2 31-10 1/2 35-7 96.00 I f-5N11.1/4.6K G3 0202 SMAC SACRAMENTO CA -------MULTIPLE ANALYSIS SUMMARY -------t TC TEN 27,750 27,750 I 43,850 43,850 52,206 I 52,206 41,908 41,908 27,750 I 27,750 0 0 I 0 XIMUM UNIFORM I I I I I .I I I I I I I TC COM -50,411 -50,411 -83,730 -83,730 -95,311 -95,311 -79,770 -79,770 -45,224 -45,224 0 0 0 LOAD: BC TEN BC COM WEB TEN 0 0 40,369 58,228 -35,009 22,296 58,228 -35,009 22,656 91,053 -52,691 11,344 91,053 -52,691 7,635 86,-622 -51,720 12,180 86,622 -51,720 12,591 52,098 -32,096 23,746 52,098 -32,096 23,487 0 -o 35,527 0 0 0 0 0 0 0 0 0 TOP CHORD= 0 RUN ON 5-12-97 JAA WEB COM -23,312 -38,608 -11,344 -22~656 -12,180 -7,635 -23,746 -12,591 -39,651 -21,045 -30,531 0 -2,000 I I. ternatioal Structural Products MBER SIZES: 40G5N11.1/4.6K G3 El Paso , Texas '-0202 SMAC I = 50,000.000 NDING LOAD = 0.000 TSIDE DEPTH = 40.000 I = 3E EA= 2.0900 y(x) = 0.9900 = 3E IEA = 2.0900 Rx = 1.0820 = 0.9900 Sl = 2.4737 ;TUAL EFF DEPTH= 38.020 liRRECTED LOAD TC= 96,765.206 Rx= 44.362 USING L = -48.00 Rz = 34.782 USING L = 24.00 1 = 23,736.9 USING L/R= 52.12 IX LOAD (FILLERS)= 100,212.53 LLER PANELS REQD = 2 SACRAMENTO CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1.8417 Rz _Rz = 0.6900 Ryy Ss = 0.9756 Qs .GAP BETWEEN CHORD= BC = L/Ryy= 52.125 USING WITH FILLERS K= F'e= 75,879.27 MAX LOAD NO FILLER= MIN WELD LEN 2X = 1 (fa/Fa) = 0.97525 USING TC= 3E = 3 1/2 X STRESS = 22,115.43014 USING BC= 3E = 3 1/2 X ,ORD WT = 1,118.143 CHORD WT/FT = I END PANEL CHECK W= 0 m PANEL CHECK = LEFT END LENGTH = IIAL LOAD = 51,180.83 AXIAL STRESS fa = = 20,812.60 F'e = ) PANEL PT = 0.00 fb MID-PANEL = INEL PT= = 0.951 fa/Fa = 12,244.2 MID PANEL= 0.5883 NO FILLERS m PANEL CHECK = RIGHT END LENGTH = IIAL LOAD = 45,914.01 AXIAL STRESS fa = = 23,729.43 F'e = :, PANEL PT = 0.00 fb MID-PANEL = INEL PT= = 0.975 fa/Fa = 10,984.2 MID PANEL= 0.4628 NO FILLERS 139.130 TC OAL/Ryy = X BRIDGING CHECK TC= 26.09' BC= 36.83' JAA 30,000.000 95,311.221 38.600 = 0.6900 = 1.8417 = 0.9859 1.000 92,442.498 L = 96.00 1.00 Cm= 0.00000 87,866.67 0.695 3 1/2 X .312 3 1/2·x .312 28.850 48.00 12,244.21 75,879.27 0.00 0.588 L/R= 69.56 36.00 10,984.21 134,896.49 0.00 ' 0.462 L/R= 52 .17 250.311 'TTOM CHORD L/Rz= MENT OF INERTIA= 3,030.9 LL_ 360=1 ,997 .1 LL 240=2,995.7 I TENSION STRESS= 12,680.03 -COMPRESSION CENTER -COMPRESSION ACTUAL= 53,495.50 I COMPRESSION ACTUAL= 53,495.50 ALLOW= 32,569.0 ALLOW= 72,230.4 NO FILLER FILLER **~*************BC FILLERS REOD**************** ILOW BC COMP LOAD= 57,781.98 @ l/ryy BROG SPACE= 16-O I I RUN ON 5-12-97 I l·s DESIGN: 40G5N11.1/4.6K -0202 SMAC G3 SACRAMENTO CA RUN ON JAA I TC= 3E = 3 1/2 X 3 1/2 X .312 BC= 3E = 3 1/2 X 3 1/2 X .312 JMBER I W2 W3 3 W4 I. W5 W6 > W6 ' W5 I W4 W3 ) W2 I SE ' Vl I V2 I I I I I I I I I I I sz QTY 28 2 8 2C 2 B 20 2 8 26 2 B 20 2 B 20 2 B 28 2 8 20 2 B 2C 2 B 23 2 B 25 2 B lC 1 lC 1 ACTUAL T 40,369 22,296 22,656 11,344 7,635 12,180 12,591 23,746 23,487 35,527 0 0 0 ------WEB DESIGN ------ ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 52,964 23,312 25,631 14.5 .187 2 X 2 X .232 61,509 38,608 39,743 13.9 .187 2 1/2 X 2 1/2 29,330 11,344 13,837 12.3 .125 2 X 2 X .125 47,146. 22,656 23,055 8.2 .187 2 X 2 X .205 29,330 12,180 13,837 6.6 .125 2 X 2 X .125 29,330. 7,635 13,837 6.6 .125 2 X 2 X .125 52,964 23,746 25,631 8.6 .187 2 X 2 X .232 29,330 12,591 13,837 12.8 .125 2 X 2 X .125 61,509 39,651 39,743 14.3 .187 2 1/2 X 2 1/2 37,875 21,045 22,141 14.7 .163 2 X 2 X .163 -~--STANDARD VERTICALS 43-,329 30,531 32,172 11.0 .187 2 X 2 X .187 9,877 1,935 2,910 2.0 .065 1 1/2 X 1 1/2 9,877 2,000 2,910 2.0 .067 1 1/2 X 1 1/2 5-12-97 X .212 X .212 X .113 X .113 IRESS ANALYSIS: 48G6N9.8/4.0K G4 I.S.P. / MEXAM, INC RUN ON 5-12-97 '-0202 SMAC lsE LENGTH WORKING LENGTH t7-2 1/2 46-10 1/2 SACRAMENTO CA JAA DEPTH 48 EFF DEPTH 46.32 I PANLS LE= 4-0 PANELS LE= 4-0 IRST HALF LE= 3-3 RST OIAG LE= 7-4 3/4 3/4 1/4 5 BC PANELS AT 8-0 SPECIAL 1ST COMP RE= 4-7 1/4 RE= 4-7 1/4 RE= 3-3 1/4 RE= 7-10 1/2 "PTHS LE·= 48. 000 'LTIPLE LOADING: CENT-ERLINE= 48.000 RE= 48.000 lrsT GIRDER DESIGN: 1AD @ BOTH BRGS 9800 LB CONC LOAD AT DIAGONAL TC PANEL PTS .I LOAD OF 2,000 LBS AT PANEL PT 7 -LOAD OF 1,900 LBS AT PANEL PT 7 'TRA SHEAR ADDED TO EACH WEB= 1000 23.33'LE 23.33'LE 23.88'RE 23.88'RE IIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 .ACTIONS Rl= +31,655.64 R2= +31,044.36 MIN SHR= 7,913.91 I MEM W2 ' W3 I W4 '. ws , W6 ' W7 l,J7 W6 ~ W5 I W4 W3 W2 -------------STRESS ANALYSIS------------- TC F BC F SHEAR WEB F CSC -27,004 0 26,755 39,435 1.420 -27,004 49,675 26,755 -36,380 -1.310 -67,246 49,675 16,955 25,857 1.440 -67,246 84,817 16,955 -25,857 -1.440 -92,232 84,817 7,155 11,744 1.440 -92,232 99,647 7,155 -11,744 -1.440 -92,865 99,647 -6,544 -11,396 1.440 -92,865 86,084 -6,544 11,396 -1.440 -69,146 86,084 -16,344 -24,977 1.440 -69,146 52,209 -16,344 24,977 -1.440 -30,055 52,209 -26,144 -35,579 1.310 -30,055 -o -26,144 41,359 -1.523 -----STD VERTICALS WEB L 65.81 60.71 66.70 66.70 66.70 66.70 66.70 66.70 66.70 66.70 60.71 70.57 SE SQ END Vl END PNL V2 INTERIOR 31,655 0 0 -31,655 1.000 46.32 0 1.000 46.32 0 1.000 46.32 BC TENSION= 99,647.43 INT BC PANEL LENGTH= I I I I I TC COMPRESSION= -92,865.71 INT TC PANEL LENGTH= 48.00 MAX MAX TL= 62,700.00 PP DISTANCE 0-2 4-0 3/4 4 7-4 11-4 15-4 19-4 23-4 27-4 31-4 35-4 39-4 42-7 1/4 96.00 'RESS ANALYSIS: 48G6N9.8/4.0K G4 '-0202 SMAC I.S.P. / MEXAM, INC SACRAMENTO CA RUN ON JAA lsE LENGTH WORKING LENGTH i7-2 1/2 46-10 1/2 DEPTH 48 I PANLS : PANELS IRST HALF RST DIAG LE= LE= LE= LE= 4-0 3/4 4-0 3/4 3-3 1/4 7-4 IPTHS Le= 48.ooo JL TIPLE LOADING: 5 BC PANELS AT 8-0 SPECIAL 1ST COMP CENTERLINE= 48.000 EFF DEPTH 46.32 RE= RE= RE= RE= 4-7 1/4 4-7 1/4 3-3 1/4 '7-10 1/2 RE= 48.000 IIST GIRDER DESIGN: 9800 LB CONC LOAD AT DIAGONAL TC PANEL PTS JAD@ BOTH BRGS I LOAD OF 2,000 LBS AT PANEL PT r LOAD OF 1,900 LBS AT PANEL PT - DITIONAL CHORD LOADS ARE ADDED AS BOTH DITIONAL CHORD LOADS ARE ONLY ADDED TO DITIONAL TOP CHORD LOAD 37000 ~TRA SHEAR ADDED TO EACH WEB= 1000 7 23.33'LE 23.88'RE 7 23.33'LE 23.88'RE COMPRESSION AND TENSION SUMMARY -NOT STRESS ANALYSIS ' !FORM TC LOAD= 0 UNIFORM BC LOAD= 0 _L LOADS SHOWN REDUCED BY 25% 5-12-97 ~ACTIONS Rl= +23,741.73 R2= +23,283.27 MIN SHR= 5,935.43 TL= 47,025.00 I MEM -~~-;------;~ ~TRESS :~~~~SIS-~;;-;----~;~ WEB L 1 W2 -20,253 O 20,066 29,931 1.420 65.81 - W3 -20,253 37,256 20,066 -27,612 -1.310 60.71 W4 -50,434 37,256 12,716 19,753 1.440 66.70 ws -50,434 63,612 12,716 -19,753 -1.440 66.70 5 W6 -69,174 63,612 5,366 9,168 1.440 66.70 I W7 -69,174 74,735 5,366 -9,168 -1.440 66.70 W7 -69,649 74,735 -4,908 -8,547 1.440 66.70 8 W6 -69,649 64,563 -4,908 8,547 -1.440 66.70 I W5 -51,860 64,563 -12,258 -19,093 1.44Q 66.70 W4 -51,860 39,157 -12,258 19,093 -1.440 66.70 1 W3 -22,541 39,157 -19,608 -27,012 1.310 60.71 If W2 -22,541 -0 -19,608 31,400 -1.523 70.57 •. -----STD VERTICALS 3 SE SQ END 23,741 -23,741 1.000 46.32 4 Vl END PNL O O 1 .000 46 .32 I V2 INTERIOR O O 1.000 46.32 . X TC COMPRESSION= -97,399.28 MAX BC TENSION= 74,735.57 AX INT TC PANEL LENGTH= 48.00 MAX INT BC PANEL LENGTH= I I I I PP DISTANCE o-2 4-0 3/4 7-4 11-4 15-4 19-4 23-4 27-4 31-4 35-4 39-4 42-7 96.00 1/4 IRESS ANALYSIS: -0202 48G6N9.8/4.0K G4 I.S.P. / MEXAM, INC RUN ON SMAC SACRAMENTO CA JAA lsE LENGTH 7-2 1/2 I PANLS LE= PANELS LE= IRST HALF LE= RST DIAG LE= WORKING LENGTH 46-10 1/2 DEPTH 48 4-0 3/4 4-0 3/4 3-3 1/4 7-4 5 BC PANELS AT 8-0 SPECIAL 1ST COMP IPTHS LE= 48.000 LTIPLE LOADING: CENTERLINE= 48.000 EFF DEPTH 46.32 RE= 4-7 1/4 RE= 4-7 1/4 RE= 3-3 1/4 RE= 7-10 1/2 RE= 48.000 IIST GIRDER DESIGN: -10000 AD@ BOTH BRGS LB CONC LOAD AT DIAGONAL TC PANEL PTS IIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 L LOADS SHOWN REDUCED BY 25% 5-12-97 IACTIONS Rl= -22,716.67 R2= -22,283.33 MIN SHR= 5,679.17 -------------STRESS ANALYSIS------------- ' MEM TC F BC F SHEAR WEB F CSC WEB L TL= -45,000.00 PP DISTANCE W2 19,142 O -18,966 -26,947 1.420 65.81 I W3 19,142 -35,214 -18,966 24,860 -1.310 60.71 W4 47,097 -35,214 -11,466 -16,513 1.440 66.70 W5 47,097 -58,979 -11,466 16,513 -1.440 66.70 I W6 63,090 -58,979 -3,966 -8,178 1.440 66.70 W7 63,090 -67,200 -3,966 8,178 -1.440 66.70 ' W7 63,539 -67,200 3,533 8,178 1.440 66.70 I W6 63,539 -59,877 3,533 -8,178 -1.440 66.70 ws 48,444 -59,877 . 11,033 15,888 1.440 66.70 J W4 48,444 -37,010 11,033 -15,888 -1.440 66.70 I W3 21,306 -37,010 18,533 24,292 1.310 60.71 W2 21,306 -0 18,533 -28,238 -1.523 70.57 -----STD VERTICALS I I I I I SE SQ END Vl · END PNL V2 INTERIOR TC COMPRESSION= INT TC PANEL LENGTH= 22,716 0 0.00 48.00 0 MAX MAX -22,716 1.000 0 1 .ooo. 46.32 46.32 46.32 0 1.000 BC TENSION= 0.00 LENGTH= INT BC PANEL 0-2 4-0 3/4 7-4 11-4 15-4 19-4 23-4 27-4 31-4 35-4 39-4 42-7 1/4 96.00 I 16N9.8/4.0K G4 0202 SMAC SACRAMENTO CA 11 -------MULTIPLE ANALYSIS SUMMARY ------- TC TEN TC COM BC TEN 27,750 -48,003 0 27,750 -48,003 49,675 I 47,097 -78, 184 49,675 47,097 -78,184 84,817 63,090 -96,924 84,817 I 63,090 -96,924 99,647 63,539 -97,399 99,647 63,539 -97,399 86,084 I 48,444 -79,610 86,084 48,444 -79,610 · 52,209 27,750 -50,291 52,209 27,750 -50,291 0 I 0 0 0 0 0 0 0 0 0 'IMUM UNIFORM LOAD: TOP CHORD= 0 I I I I I I I I I I I BC COM WEB TEN 0 39,435 -35,214 24,860 -35,214 25,857 -58,979 16,513 -58,979 11,744 -67,200 8,178 -67,200 8,178 -59,877 11,396 -59,877 15,888 -37,010 24,977 -37,010 24,292 -0 41,359 0 0 0 0 0 0 RUN ON 5-12-97 JAA WEB COM -26,947 -36,380 -16r513 -25,857 -8, 178 -11,744 -11,396 -8,178 -24,977 -15,888 -35,579 -28,238 -31,655 0 0 I l ternatioal Structural Products MBER SIZES: 48G6N9.8/4.0K G4 ·-0202 SMAC lDING LOAD TSIDE DEPTH = = = 50,000.000 0.000 48.000 El Paso Texas SACRAMENTO CA JAA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= 30,000.000 97,399.289 46.320 l = 3F A= 2.2900 y(x) = 1.0020 Ryy = 1.8487 Rz = 3E = ; 0.6880 r A = 2.0900 Rx = 1.0820 ,Rz = 0.6900 Ryy = 1.8417 = 0.9900 Sl = 2.4737 ss = 0.9756 as = 0.9859 TUAL EFF DEPTH= 46.008 .GAP BETWEEN CHORD= 1.000 tRRECTED LOAD TC= 98,059.795 BC = 100,323.186 Rx= 44.362 USING L = 48.00 L/Ryy= 52.125 USING L = 96.00 z = 34.782 USING L = 24.00 WITH FILLERS, K= 1.00 i = 23,736.9 USING L/R= 52.12 F'e= 75,879.27 Cm= 0.00000 IX LOAD (FILLERS)= 100,212~53 MAX LOAD NO FILLER= 87,866.67 ... LER PANELS REQD = 4 MIN WELD LEN 2X = 0.704 I (fa/Fa) = 0.98830 USING TC= 3E = 3 1/2 X STRESS = 21,904.62583 USING BC= 3F = 3 1/2 X .ORD WT = ·1,427.345 CHORD WT/FT = END PANEL CHECK W= 0 :D PANEL CHECK = LEFT ENO LENGTH IIAL LOAD = 48,328.54 AXIAL STRESS fa = 21,136.45 F'e ) PANEL PT = 0.00 fb MID-PANEL = 0.956 fa/Fa = JEL PT= 11,561.8 MID PANEL= 0.5470 NO FILLERS f PANEL CHECK = RIGHT END AL LOAD = 50,632.93 = 19,401.73 ) PANEL PT = 0.00 'EL PT= = 0.941 12,113.1 MID PANEL= -TTOM CHORD L/Rz= 139.534 X BRIDGING CHECK TC= 26.09' MENT OF INERTIA= 4,636.2 I TENSION STRESS= 15,303.83 COMPRESSION CENTER LENGTH AXIAL STRESS fa F'e fb MID-PANEL fa/Fa = 0.6243 NO FILLERS TC OAL/Ryy = BC= 36.97' LL. 360=1 ,681 .6 LL 3 1/2 X .312 3 1/2 X .344 30.230 = 46.75 = 11,561.85 = 79,991.24 = 0.00 0.547 L/R= 67.75 = 53.25 = 12,113.14 = 61,654.73 = 0.00 0.624 L/R= 77 .17 305.423 240=2,522.4 COMPRESSION ACTUAL= 67,656.34 I COMPR~SSION ACTUAL= 67,656.34 ALLOW= 35,479.0 NO FILLER ALLOW= 79~286.8 FILLER ****************BC FILLERS REOD**************** 'LOW BC COMP LOAD= 111,239.73 @ l/ryy BROG SPACE= 8-0 I I RUN ON 5-12-97 I ll3 DESIGN: 48G6N9.8/4.0K ... 0202 SMAC G4 RUN ON 5-12-97 SACRAMENTO CA JAA I TC= 3E = 3 1/2 X 3 1/2 X .312 BC= 3F = 3 1/2 X 3 1/2 X .344 MBER I W2 W3 W4 I W5 W6 . W7 I W7 W6 W5 l W4 I W3 W2 I SE Vl , V2 I I I I I I I I I I I sz 2A 2C 24 2A 20 20 20 20 2A 23 2C 2A 28 lC lC QTY ACTUAL T 2 8 39,435 2 B 24,860 2 8 25,857 2· B 16,513 2 8 11,744 2 B 8,178 2 8 8,178 2 B 11,396 2 B 15,888 2 B 24,977 2 B 24,292 2 8 41,359 2 B 0 1 0 1 0 ------WEB DESIGN ------ ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 54,661 26,947 31,459 14.2 .18~ 2 1/2 X 2 1/2 X .187 61,509 36,380 38,863 13.1 .18 2 1/2 X 2 1/2 X .212 40,783 16,513 17,481 9.9 .176 2 X 2 X .176 54,661 -. 25,857 31,087 9.3 .187 2 1/2 X 2 1/2 X .187 29,330 8,178 12,494 6.4 .125 2 X 2 X .125 29,330. 11,744 12,494 6.4 .125 2 X 2 X .125 29,330 11,396 12,494 6.2 .125 2 X 2 X .125 29,330 8,178 12,494 6.2 .125 2 X 2 X .125 54,661 24,977 31,087 9.0 .187 2 1/2 X 2 1/2 X .187 37,875 15,888 16,314 10.4 .163 2 X 2 X .163 61~509 35,579 38,863 12.8 .187 2 1/2 X 2 1/2 X .212 54,661 28,238 29,.436 14.9 .187 2 1/2 X 2 1/2 X .187 ----STANDARD VERTICALS 52,964 31,655 35,021 11.4 .187 2 X 2 X .232 9,877 1,961 2,021 2.0 .066 1 1/2 X 1 1/2 X .113 9,877 1,961 2,021 2.0 .066 1 1/2 X 1 1/2 X .113 I I I I I I I I I I I I I I -fa/F'e)*Q*Fb)) /.09= I I I I I JOB NUMBER: 97-202 JOB NAME: SMAC LOCATION: CARLSBAD.CA "AXIAL LOAD AND BENDING". END PANEL- Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc.= Panel point <= 0.6 Fy = ( fa + lb ) / 0.9= Mid panel<= 3.500 in. 0.312 in. 50.000 ksi 1.000 in 1.000 46.750 in 48,329.00 lbs. 37,000.00 lbs. 0.00 lbs./ft. 6.00 in. 1.00 No filler 30,000.00 psi 14,799.62 OK 1.00 0.56 OK BENDING JOIST NAME: 48G6N9.8K MARK: G4 A= Ix= rx = lz= rz= y= a= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= KVrz= Cc= Fa= F'e= Cm= ONE ANGLE 2.087 in•2 2.445 in•4 1.083 in 0.993 in•4 0.690 in 0.990 in 0.985 3.24 in 119,695.00 lbs-in. 119,695.00 lbs-in. 4,750.71 psi 8,568.94 psi 7,323.99 psi 30,000.00 psi 67.76 107.79 21,127.30 psi 32,527.70 psi 0.96 At= ltx = rtx = Panel P. Stx = Mid Panel Stx = With filler KVrx = Cc= Fa= F'e = Cm= Panel point<= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= + Cm*fb/((1-fa/F'e)*Q*Fb) ) /.09= Page 1 3-Jul-97 PROPERTIES: 10.173 in•2 45.188 inA4 2.108 in 13.968 in•3 16.343 1n•3 SEE NEXT PAGE: 22.18 107.79 27,673.52 psi 303,502.31 psi 1.00 30,000.00 psi 14,799.62 OK 1.00 0.47 OK I I I I I I I I I I I I I I I I I I I ISP INC Shape: L u 3.500 H 3.500 T 0.3J.2 X o.·ooo V 6.000 cc J.80,00 A 2,08? Vbar -0.990 Xbar -0,990 Ix 2.445 Iy 2,445 Rx J.,083 Ry J..083 Rz 0,690 e 225,00 Shape: L u 3.500 H 3.500 T 0.3J.2 X J.,000 V 6,000 cc 2?0.00 A 2.08? Vbar-0,990 Xbar Ix Iy Rx Ry Rz e 0 0.990 2.445 2.445 J..083 J..083 0.690 3J.5.00 I I I ~ I I I I I -------------i.---r- ... .... 0 I I I I I i,-- July 3, 1997 Shape: PL w 6.000 T J..000 X J..000 V ·-J.. ooo cc 90.000 A 6.000 Vbar 3,000 Xbar -0.500 Ix l.8,000 Iy 0.500 Rx J..?32 Ry 0.289 I ) n A J.0, J. ?3 Wgt 34.589 Vbar 3,235 Xbar 0.500 Ix 45 . .188 Iy J.4. 658 Iw 45 • .188 Iz .14,658 Ixy 0,000 Rx 2.J.08 Ry J..200 Rz .1, 200 e 90.000 IRESS ANALYSIS: 40G5N11.1/4.6K GS I.S.P. / MEXAM, INC RUN ON 5-12-97 '-0202 SMAC lsE LENGTH WORKING LENGTH ~9-2 1/2 38-10 1/2 SACRAMENTO CA JAA DEPTH 40 EFF DEPTH 38.02 I , PANLS LE= 3-11 : PANELS LE= 3-11 IRST HALF LE= 3-11 RST DIAG LE= 7-10 1/4 4 1/4 1/4 1/2 BC PANELS AT 8-0 SPECIAL 1ST COMP RE= 3-4 3/4 RE= 3-4 3/4 RE= 3-11 1/4 RE= 7-· 4 IPTHS LE= 40.000 JL TIPLE LOADING: CENTERLINE= 40.000 RE= 40.000 lrsT GIRDER DESIGN: 11100 LB CONC LOAD AT DIAGONAL TC PANEL PTS JAD @ BOTH BRGS I LOAD OF 2,000 LBS AT PANEL PT 6 5 9 19.88'LE 15.88'LE 31.88'LE 19.33'RE 23.33'RE 7.33'RE ~ LOAD OF 2,880 LBS AT PANEL PT - ~ LOAD OF · 1,900 LBS AT PANEL PT TRA SHEAR ADDED TO EACH WEB= 1000 IFORM TC LOAD= 0 UNIFORM BC LOAD= 0 :ACTIONS Rl= +30,493.28 R2= +31,786.72 MIN SHR= 7,946.68 I MEM -~~-;------;~ ;TRESS :~~~~SIS-~;;-;----~;~ WEB L L W2 -29,686 0 24,943 40,328 1.554 59.10 I W3 -29,686 60,685 24,943 -41,383 -1.595 60.64 W4 -78,162 60,685 13,843 23,905 1.610 61.23 + W5 -78,162 95,639 13,843 -23,905 -1.610 61.23 I-W6 -95,466 95,639 -136 -12,798 1.610 61.23 W6 -95,466 92,769 -2,136 12,798 -1.610 61.23 ws -76,057 92,769 -13,236 -22,929 1.610 61.23 3 W4 -76,057 59,346 -13,236 22,929 -1.610 61.23 I W3 -26,740 59,346 -26,236 -43,446 1.595 60.64 I 3 -~ I I I I I W2 -26,740 0 -26,236 38,890 -1.427 54.28 -----STD VERTICALS SE SQ END Vl END PNL V2-INTERIOR TC COMPRESSION= -95,466.74 31,786 0 2,000 MAX INT TC PANEL LENGTH= 48.00 MAX -31,786 1.00~ 38.02 0 1.000 38.02 -2,000 1.000 38.02 BC TENSION= 95,639.35 INT BC PANEL LENGTH= TL= 62,280.00 PP DISTANCE 0-2 3-11 1/4 7-10 1/2 11-10 1/2 15-10 1/2 19-10 1/2 23-10 1/2 27-10 1/2 31-10 1/2 35-9 3/4 96.00 'ESS ANALYSIS: 40G5N11.1/4.6K GS I.S.P. I MEXAM, INC RUN ON 5-12-97 ·-0202 SMAC IE LENGTH !9-2 1/2 WORKING LENGTH 38-10 1/2 SACRAMENTO CA JAA DEPTH 40 EFF DEPTH 38.02 I PANLS PANELS l~ST HALF ~ST DIAG LE= LE= LE= LE= 3-11 1/4 3-11 1/4 3-11 1/4 7-10 1/2 4 BC PANELS AT 8-0 SPECIAL 1ST COMP RE= RE= RE= RE= 3-4 3/4 3-4 3/4 3-11 1/4 7-4 ( THS LE·= 40. 000 TIPLE LOADING: CENT-ERLINE= 40.000 RE= 40.000 lrsT GIRDER DESIGN: >AD @ BOTH BRGS 11100 LB CONC LOAD AT DIAGONAL TC PANEL PTS l'LOAD OF 2,000 LBS AT PANEL PT . LOAD OF 2,880 LBS AT PANEL PT 6 19.88'LE 19.33'RE 5 15.88'LE 23.33'RE -LOAD OF 1,900 LBS AT PANEL PT l)ITIONAL CHORD LOADS ARE ADDED AS BOTH litITIONAL CHORD LOADS ARE ONLY ADDED TO 9 31.88'LE 7.33'RE COMPRESSION AND TENSION SUMMARY -NOT STRESS ANALYSIS JDITIONAL TOP CHORD-LOAD : 37000 I RA SHEAR ADDED TO EACH WEB= 1000 FORM TC LOAD= 0 UNIFORM BC LOAD= 0 .L LOADS SHOWN REDUCED BY 25% rCTIONS Rl= +22,869.96 R2= +23,840.04 MIN SHR= 5,960.01 -------------STRESS ANALYSIS------------- > MEM TC F BC F SHEAR WEB F CSC W2 -22,264 0 18,707 30,635 1.554 ' W3 -22,264 45,513 18,707 -31,436 -1.595 W4 -58,621 45,513 10,382 18,332 1.610 L W5 -58,621 71,729 10,382 -18,332 -1.610 I W6 -71,600 71,729 -102 -9,598 1.610 W6 -71,600 69,576 -1,602 9,598 -1.610 ' W5 -57,043 69,576 -9,927 -17,599 1.610 I W4 -57,043 44,509 -9,927 17,599 -1.61~ W3 -20,055 44,509 -19,677 -32,983 1.595 ) W2 -20,055 0 -19,677 29,524 -1.427 WEB L 59 .10 60.64 61.23 61.23 61.23 61.23 61.23 61.23 60.64 54.28 -----STD VERTICALS I SE SO END 23,840 -23,840 1.000 38.02 Vl END PNL O O 1.000 38.02 3 V2 INTERIOR 1,500 -1,500 1.000 38.02 t TC COMPRESSION= -99,350.05 MAX BC TENSION= 71,729.51 INT TC PANEL LENGTH= 48.00 MAX INT BC PANEL LENGTH= I I I I TL= 46,710.00 PP DISTANCE o-2 3-11 1/4 7-10 1/2 11-10 1/2 15-10 1/2 19-10 1/2 23-10 1/2 27-10 1/2 31-10 1/2 35-9 3/4 96.00 IRESS ANALYSIS: 40GSN11.1/4.6K GS· I.S.P. / MEXAM, INC RUN ON 5-12-97 '-0202 SMAC lsE LENGTH ~9-2 1/2 WORKING LENGTH 38-10 1/2 SACRAMENTO CA JAA DEPTH 40 EFF DEPTH 38.02 I PANLS . PANELS IRST HALF RST DIAG LE= LE= LE= LE= 3-11 1/4 3-11 1/4 3-11 1/4 7-10 1/2 4 BC PANELS AT 8-0 SPECIAL 1ST COMP RE= RE= RE= RE= 3-4 3/4 3-4 3/4 3-11 1/4 :PTHS LE= 40.000 -LTIPLE LOADING: CENTERLINE= 40.000 '7-4 RE= 40.000 IIST GIRDER DESIGN: -10000 JAO @ BOTH BRGS LB CONC LOAD AT DIAGONAL TC PANEL PTS IIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 .L LOADS SHOWN REDUCED BY 25% 1 7 ACTIONS Rl= -18,541.00 R2= -18,959.00 MIN SHR= 4,739.75 -------------STRESS ANALYSIS------------- . MEM TC F BC F SHEAR WEB F CSC WEB L _ W2 17,603 0 -14,790 -22,992 1.554 59.10 I W3 17,603 -35,985 -14,790 23,593 -1.595 60.64 W4 45,190 -35,985 -7,290 -11,742 1.610 61.23 W5 45,190 -54,395 -7,290 11,742 -1.610 61.23 I-W6 54,131 -54,395 209 7,633 1.610 61.23 W6 54,131 -53,867 209 -7,633 -1.610 61.23 7 ws 44,134 -53,867 7,709 12,415 1.610 61.23 • W4 44,134 -34,402 7,709 -12,415 -1.610 61.23 W3 15,501 -34,402 15,209 24,260 1.595 60.64 W2 15,501 -0 15,209 -21,716 -1.427 54.28 I SE SO END Vl END PNL 3 V2 INTERIOR TC COMPRESSION= -----STD VERTICALS 18,959 0 0 0.00 MAX ,~ INT TC PANEL LENGTH= 48.00 MAX I I I I I I -18,959 1.000 38.02 0 1 .000 38 .02 0 1.000 38.02 BC TENSION= . 0.00 INT BC PANEL LENGTH= TL= -37,500.00 PP DISTANCE o-2 3-11 1/4 7-10 1/2 11-10 1/2 !5:-10 1/2 19-10 1/2 23-10 1/2 27-10 1/2 31-10 1/2 35-9 3/4 96.00 I a:?GSN11.1/4.6K GS 117-0202 SMAC SACRAMENTO CA -------MULTIPLE ANALYSIS SUMMARY TC TEN TC COM BC TEN BC COM 27,750 -50,014 0 0 27,750 -50,014 60,685 -35,985 45,190 -86,371 60,685 -35,985 45,190 -86,371 95,639 -54,395 54,131 -99,350 95,639 -54,395 54,131 -99,350 92,769 -53,867 44,134 -84,793 92,769 -53,867 44,134 -84,793 59,346 -34,402 27,750 -47,805 59,346 -34,402 27,750 -47,805 0 -o 0 0 0 0 9 t 2 0 0 0 0 r 0 0 0 0 !AXIMUM UNIFORM LOAD: TOP CHORD= 0 I I I I I I I I I I I I WEB TEN 40,328 23,593 23,905 11,742 7,633 12,798 12,415 22,929 24,260 38,890 0 0 0 JAA WEB COM -22,992 -41,383 -11,742 • -23,'905 -12,798 -7,633 -22,929 -12,415 -43,446 -21,716 -31,786 0 -2,000 RUN ON 5-12-97 I, 11ternatioal Structural Products :MBER SIZES: 40G5Nlr.1/4.6K GS El Paso SACRAMENTO , Texas '-0202 SMAC I = 50,000.000 :NDING LOAD = 0.000 ITSIDE DEPTH = 40.000 I = 3E !EA= 2.0900 y(x) = 0.9900 : = 3E ' EA= 2.0900 Rx = 1.0820 = 0.9900 Sl = 2.4737 :TUAL EFF DEPTH= 38.020 l)RRECTED LOAD TC= 99,350.059 'Rx= 44.362 USING L = 48.00 'Rz = 34.782 USING L = 24.00 ~ = 23,736.9 USING L/R= 52.12 IX LOAD (FILLERS)= 100,212.53 LLER PANELS REQD = 2 CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1.8417 Rz JAA 30,000.000 99,350.059 38.020 . = 0.6900 Rz = 0.6900 Ryy = 1.8417 Ss = 0.9756 Qs = 0.9859 . GAP BETWEEN CHORD= 1.000 BC = 95,639.353 L/Ryy= 52.125 USING L = 96.00 WITH FILLERS K= 1.00 F'e= 75,879.27 Cm= 0.00000 MAX LOAD NO FILLER= 87,866.67 MIN WELD LEN 2X = 0.713 I (fa/Fa) = 1.00130 USING TC= 3E = 3 1/2 X 3 1/2 X .312 STRESS = 22,880.22818 USING BC= 3E = 3 1/2 X = 1,131.366 CHORD WT/FT = 1-,0RD WT END PANEL CHECK W= 0 m PANEL CHECK = LEFT END IIAL LOAD = 50,014.92 = 21,518.96 ) PANEL PT = 0.00 INEL PT= = 0.957 11,965.2 MID PANEL= .0 PANEL CHECK = RIGHT END IAL LOAD = 47,805.35 = 23,099.14 :> PANEL PT = 0.00 INEL ~T= = 0.970 11,436.6 MID PANEL= ITTOM CHORD L/Rz= 139.130 X BRIDGING CHECK TC= 26.09' JMENT OF INERTIA= 3,030.9 I TENSION STRESS= 12,950.06 _ COMPRESSION CENTER LENGTH AXIAL STRESS fa F'e fb MID-PANEL fa/Fa = 0.5560 NO FILLERS LENGTH AXIAL STRESS fa F'e fb MID-PANEL fa/Fa = 0.4951 NO FILLERS TC OAL/Ryy = BC= 36.83' LL 360=1,927.3 LL 3 1/2 X .312 28.850 = 45.25 = 11,965.29 = 85,382.42 = 0.00 0.556 L/R= 65.57 = 38.75 = 11,436.68 = 116,429.29 = 0.00 0.495 L/R= 56 .15 253.298 240=2,891.0 -COMPRESSION ACTUAL= 54,395.13 I; COMPRESSION ACTUAL= 54,395.13 ALLOW= 32,569.0 NO FILLER ALLOW= 72,230.4 FILLER ****************BC FILLERS REOD**************** fLow sc COMP LOAD= 57,781.98 @ l/ryy BROG SPACE= 16-o I I RUN ON 5-12-97 I 18 DESIGN: 40G5Nll.1/4.6K -0202 SMAC GS SACRAMENTO CA JAA RUN ON 5-12-97 I TC= 3E = 3 1/2 X 3 1/2 X .312 BC= 3E = 3 1/2 X 3 1/2 X .312 ------WEB DESIGN ------ ,MBER sz QTY ACTUAL T ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME I W2 26 2 8 40,328 W3 2E 2 B 23,593 47,146 22,992 24,509 14.5 .181 2 X 2 X .205 66,478 41,383 42,674 14.9 .187 2 1/2 X 2 1/2 X .230 W4 20 2 8 23,905 29,330 11,742 13,930 12.9 .125 2 X 2 X .125 I W5 28 2' B. 11,742 W6 20 2 B 7,633 , W6 20 2 B 12,798 52,964 23,905 25,874 8.6 .187 2 X 2 X .232 29,330 12,798 13,930 6.9 .125 2 X 2 X .125 29,330. 7,633 13,930 6.9 .125 2 X 2 X .125 I ws 26 2 B 12,415 W4 20 2 B 22,929 W3 2F 2 B 24,260 47,146 22,929 23,268 8.3 .187 2 X 2 X .205 ·29 ,330 12,415 13,930 12.4 .125 2 X 2 X .125 71,992 43,446 46,167 15.7 .187 2 1/2 X 2 1/2 X .250 W2 24 2 8 38,890 40,783 21,716 23,476 14.9 .176 2 X 2 X .176 I SE 25 2 8 0 ----STANDARD VERTICALS 43,329 31,786 32,408 11.5 .187 2 X 2 X .187 ) Vl 1C 1 0 -9,877 1,987 3,000 2.0 .066 1 1/2 X 1 1/2 X .113 I V2 1C 1 0 9,877 2,000 3,000 2.0 .067 1 1/2 X 1 1/2 X .113 I I I I I ·1 I I I I I I I I I I I I I I I I I I I -fa/F'e)*Q*Fb)) /.09= I I I I JOB NUMBER: 97-202 JOB NAME: SMAC LOCATION: CARLSBAD.CA "AXIAL LOAD AND BENDING". END PANEL Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc.= Panel point <= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= 3.500 in. 0.312 in. so.ooo ksi 1.000 in 1.000 38.750 in 47,806.00 lbs. 37,000.00 lbs. 0.00 lbs./ ft. 6.00 in. 1.00 No filler 30,000.00 psi 14,742.49 OK 1.00 0.52 OK BENDING JOIST NAME: 40GSN11.1K MARK: GS A= Ix= rx = lz= rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e= Cm= ONE ANGLE 2.087 in•2 2.445 in•4 1.083 in 0.993 in•4 0.690 in 0.990 in 0.985 3.24 in 119,695.00 lbs-in. 119,695.00 lbs-in. 4,699.30 psi 8,568.94 psi 7,323.99 psi 30,000.00 psi 56.16 107.79 23,088.11 psi 47,344.89 psi 0.97 At= ltx = rtx = Panel P. Stx = Mid Panel Stx = With filler Kl/rx= Cc= Fa= F'e= Cm= Panel point <= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= + Cm*fb/((1-fa/F'e)*Q*Fb) ) /.09= Page 1 3-Jul-97 PROPERTIES: 10.173 in•2 45.188 in•4 2.108 in 13.968 in•3 16.343 in'3 SEE NEXT PAGE: 18.39 107.79 28,066.00 psi 441,755.35 psi 1.00 30,000.00 psi 14,742.49 OK 1.00 0.46 OK I I I I I I I I I I I I I I I I I I I ISP INC July 3, 1997 Shape: Shape: Shape: L L PL ' u 3.500 u 3.500 w 6.000 H 3.500 H 3.500 T J..000 T 0.3J.2 T 0.3J.2 X J..000 X 0.-000 X J..000 V -J..Q00 V 6.000 V 6.000 cc 90.000 cc J.80.00 cc 2?0.00 A 2.08? A 2,08? A 6.000 Ybar -0.990 Ybar-0.990 Ybar 3.000 Xbar -0.990 Xbar 0.990 Xbar-0.500 Ix 2.445 Ix 2.445 Ix J.8.000 Iy 2.445 Iy 2.445 Iy 0.500 Ax J..083 Ax J.,083 Ax J.,?32 Ry J..083 Ry J..083 Ry 0.289 Az 0.690 Az 0.690 e 225,00 e 3J.5.00 0 I I ~ I I I ---------------1- -- O--------f---r--1---------------------------u I (!r-- A J.0. J. ?3 Wgt 34. 589 Ybar 3.235 Xbar 0.500 Ix 45. J.88 Iy J.4. 658 Iw 45. J.88 Iz J.4. 658 Ixy 0. 000 Ax 2. J.08 Ry l. 200 Az 1. 200 e 90.000 IRES$ ANALYSIS: 38G5Nll.l/4.6K G6 I.S.P. / MEXAM, INC RUN ON JAA -0202 SMAC SACRAMENTO CA lsE LENGTH WORKING LENGTH DEPTH 38 ·5-1 5/8 34-9 5/8 I PANLS LE= 1-2 1/4 PANELS LE= 1-2 1/4 IRST HALF LE= 2-0 3/4 RST DIAG LE= 3-3 1/8 IPTHS LE= 38.000 LTIPLE LOADING: 4 BC PANELS AT 8-0 SPECIAL 1ST COMP CENTERLINE= 38.000 EFF DEPTH 36.67 RE= RE= RE= RE= 5-9 5/8 5-9 5/8 2-0 3/4 7-10 1/2 RE= 38.000 5-12-97 IIST GIRDER DESIGN: ·AD E;f BOTH BRGS 11100 LB CONC LOAD AT DIAGONAL TC PANEL PTS I LOAD OF 2,000 LBS AT PANEL PT 7 5 7 19.26'LE ll.26'LE 19.26'LE 15.88'RE 23.88'RE 15.88'RE . LOAD OF 1,200 LBS AT PANEL PT I. LOAD OF 1,200 LBS AT PANEL PT TRA SHEAR ADDED TO EACH WEB= 1000 IIFORM TC LOAD= 0 UNIFORM BC LOAD= 0 I .ACTIONS Rl= +32,955.45 R2= +26,944.55 MIN SHR= 8,238.86 -------------STRESS ANALYSIS------------- MEM TC F BC F SHEAR WEB F CSC WEB L I ' I I I 3 ,~ I I I I I W2 -9,201 0 27,405 29,963 1.054 38.68 W3 -9,201 27,745 27,405 -34,297 -1.207 44.27 W4 -49,088 27,745 16,305 28,506 1.647 60.40 ws -49,088 70,432 16,305 -28,506 -1.647 60.40 W6 -75,675 70,432 4,005 13,571 1.647 60.40 W6 -75,675 80,918 4,005 -13,571 -1.647 60.40 W5 -67,442 80,918 -10,294 -18,604 1.647 60.40 W4 -67,442 53,967 -10,294 18,604 -1.647 60.40 W3 -39,491 53,967 -21,394 -27,039 1.207 44.27 W2 -39,491 0 -21,394 47,013 -2.099 76.98 -----STD VERTICALS SE SO END Vl END PNL V2 INTERIOR 32,955 TC COMPRESSION= -75,675.25 INT TC PANEL LENGTH= 48.00 0 0 MAX MAX -32,955 1.000. 36.67 0 1.000 36.67 0 1 .000 36 .67 BC TENSION= 80,918.27 INT BC PANEL LENGTH= TL= 59,900.00 PP DISTANCE 0-2 1-2 1/4 3-3 1/8 7-3 1/8 11-3 1/8 15-3 1/8 19-3 1/~ 23-3 1/8 27-3 1/8 29-3 7/8 96.00 IRES$ ANALYSIS: 38G5N11.1/4.6K G6 I.S.P. / MEXAM, INC RUN ON 5-12-97 '-0202 SMAC l1SE LENGTH 15-1 5/8 WORKING LENGTH 34-9 5/8 SACRAMENTO CA JAA DEPTH 38 EFF DEPTH 36.67 I PANLS PANELS IRST HALF RST DIAG LE= LE= LE= LE= 1-2 1/4 1-2 1/4 2-0 3/4 3-3 1/8 4 BC PANELS AT 8-0 SPECIAL, 1ST COMP RE= RE= RE= RE= 5-9 5/8 5-9 5/8 2-0 3/4 7-10 1/2 'PTHS LE= 38.000 -L TIPLE LOADING: CENTERLINE= 38.000 RE= 38.000 IIST GIRDER DESIGN: )AO @ BOTH BRGS 11100 LB CONC LOAD AT DIAGONAL TC PANEL PTS I LOAD OF 2,000 LBS AT PANEL PT 7 19.26'LE 15.88'RE -LOAD OF 1,200 LBS AT PANEL PT 5 ll.26'LE 23.88'RE r LOAD OF 1,200 LBS AT PANEL PT .DITIONAL CHORD LOADS ARE ADDED AS BOTH 11,DITIONAL CHORD LOADS ARE ONLY ADDED TO 7 19.26'LE 15.88'RE COMPRESSION AND TENSION SUMMARY -NOT STRESS ANALYSIS )OITIONAL TOP CHORD LOAD : 37000 ITRA SHEAR ADDED TO EACH WEB= 1000 IFORM TC LOAD= 0 UNIFORM BC LOAD= 0 _L LOADS SHOWN REDUCED BY 25% ' ACTIONS Rl= +24,716.59 R2= +20,208.41 MIN SHR= 6,179.15 -------------STRESS ANALYSIS------------- ) MEM TC F BC F SHEAR WEB F CSC WEB L 38.68 44.27 60.40 60.40 60.40 60.40 60.40 60.40 44.27 76.98 • i I 7 I ) -3 ,~ I I I I W2 -6,901 0 20,554 22,736 1.054 W3 -6,901 20,809 20,554 -26,024 -1.207 W4 -36,816 20,809 12,229 21,791 1.647 ws -36,816 52,824 12,229 -21,791 -1.647 W6 -56,756 52,824 3,004 10,178 1.647 W6 -56,756 60,688 3,004 -10,178 -1.647 W5 -50,582 60,688 -7,720 -14,365 1.647 W4 · -50,582 40,475 -7,720 14,365 -1.64~ W3 -29,618 40,475 -16,045 -20,581 1.207 W2 -29,618 -0 -16,045 35,784 -2.099 -----STD VERTICALS SE SQ END Vl END PNL V2 INTERIOR 24,716 TC COMPRESSION= -84,506.44 INT TC PANEL LENGTH= 48.00 0 0 MAX MAX -24,716 1.000 36.67 0 1.000 36.67 0 1.000 36.67 BC TENSION= 60,688.70 INT BC PANEL LENGTH= TL= 44,925.00 PP DISTANCE 0-2 1-2 1/4 3-3 1/8 7-3 1/8 11-3 1/8 15-3 1/8 19-3 1/8 23-3 1/8 27-3 1/8 29-3 7/8 96.00 IRESS ANALYSIS: 38G5N11.1/4.6K G6 I.S.P. / MEXAM, INC -0202 SMAC SACRAMENTO CA RUN ON JAA 5-12-97 lsE LENGTH WORKING LENGTH 5-1 5/8 34-9 5/8 DEPTH 38 EFF DEPTH 36.67 I PANLS PANELS t ST HALF ST DIAG LE= LE= LE= LE= 1-2 1/4 1-2 1/4 2-0 3/4 3-3 1/8 4 BC PANELS AT 8-0 SPECIAL 1ST COMP RE= RE= RE= RE= 5-9 5/8 5-9 5/8 2-0 3/4 7-10 1/2 rTHS LE= 38.000 LTIPLE LOADING: CENTERLINE= 38.000 RE= 38.000 IIST GIRDER DESIGN: -10000 AD@ BOTH BRGS LB CONC LOAD AT DIAGONAL TC PANEL PTS IIFORM TC LOAD= 0 UNIFORM BC LOAD= O L LOADS SHOWN REDUCED BY 25% IACTIONS Rl= -20,738.93 R2= -16,761.07 MIN SHR= 5,184.73 -------------STRESS ANALYSIS------------- 1 MEM TC F BC F SHEAR WEB F CSC WEB L W2 5,704 0 -16,988 -17,921 1.054 38.68 I W3 5,704 -17,199 -16,988 20,512 -1.207 44.27 W4 29,620 -17,199 -9,488 -15,630 1.647 60.40 W5 29,620 -42,041 -9,488 15,630 -1.647 60.40 I W6 44,644 -42,041 -1,988 -8,540 1.647 60.40 W6 44,644 -47,248 -1,988 8,540 -1.647 60.40 ws 40,034 -47,248 5,511 9,078 1.647 60.40 I W4 40,034 -32,820 5,511 -9,078 -1.647 60.40 W3 24,016 -32,820 13,011 15,709 1.207 44.27 ) W2 24,016 O 13,011 -27,314 -2.099 76.98 I SE SQ END Vl END PNL -----STD VERTICALS 20,738 0 0 -20,738 1.000 36.67 0 1.000 36.67 0 1.000 36.67 I I I I I I V2 INTERIOR TC COMPRESSION= INT TC PANEL LENGTH= 0.00 MAX BC TENSION= 0.00 48.00 MAX INT BC PANEL LENGTH= TL= -37,500.00 PP DISTANCE 0-2 1-2 1/4 3-3 1/8 7-3 1/8 11-3 1/8 15-3 1/8 19-3 1/8 23-3 1/8 27-3 1/8 29..:. 3 7/8 96.00 I IG5N 11 • 1 / 4 . 6K G6 -0202 SMAC SACRAMENTO CA IM -------MULTIPLE ANALYSIS SUMMARY ------- TC TEN TC COM BC TEN 27,750 -34,651 0 ' 27,750 -34,651 27,745 I 29,620 -64,566 27,745 29,620 -64,566 70,432 ; 44,644 -84,506 70,432 I 44,644 -84,506 80;918 40,034 -78,332 80,918 3 40,034 -78,332 53,967 I 27,750 -57,368 53,967 27,750 -57,368 0 0 0 0 ) 0 0 0 I 0 0 0 ~XIMUM UNIFORM LOAD: TOP CHORD= 0 I I I I I I I I I I I I BC COM WEB TEN 0 29,963 -17, 199 20,512 -17 ,199 28,506 -42,041 15,630 -42,041 13,571 -47,248 8,540 -47,248 9,078 -32,820 18,604 -32,820 15,709 -0 47,013 0 0 0 0 0 0 RUN ON 5-12-97 JAA WEB COM -17,921 -34,297 -15,630 -2f/,5o6 -8,540 -13,571 -18,604 -9,078 -27,039 -27,314 -32,955 0 0 I l:ernatioal Structural Products 1BER SIZES: 38G5N11.1/4.6K G6 -0202 SMAC El Paso , Texas SACRAMENTO CA JAA '~DING = 50,000.000 Fb = 30,000.000 LOAD = 0.000 ASSUMED FORCE = 84,506.442 rSIDE DEPTH = 38.000 ASSUMED EFF DEPTH= 36.670 IA = 37 , = 1.7770 y( X) = 0.8650 Ryy = 1.6471 Rz = 0.5890 = 3E 'A = 2.0900 Rx = 1.0820 Rz = 0.6900 Ryy = 1.8417 = 0.9900 Sl = 2.4737 Ss = 0.9756 as = 0.9859 TUAL EFF DEPTH= 36 .145 GAP BETWEEN CHORD= 1.000 lRECTED LOAD TC• 85,733.884 BC = 82,093.599 x = 44.362 USING L = 48.00 L/Ryy= 52.125 USING L = 96.00 z = 34.782 USING L = 24.00 WITH FILLERS K= 1.00 = 23,736.9 USING L/R= 52 .12 F'e= 75,879.27 Cm= 0.00000 t LOAD (FILLERS)= 100,212.53 MAX LOAD NO FILLER= 87,866.67 INTERIOR FILLERS REQUIRED l (fa/Fa) STRESS = = 0.86407 USING TC= 3E = 3 1/2 X 3 1/2 X .312 23,098.93062 USING BC= 37 = 3 X 3 X .312 l')RD WT 0 PANEL CHECK IAL LOAD PANEL PT = = = = = = IEL PT= 8,410.2 f PANEL CHECK AL LOAD = = = PANEL PT = lEL PT= 13,923~8 937.943 CHORD WT/FT = END PANEL CHECK W= O LEFT END LENGTH 35,154.64 AXIAL STRESS fa 28,135.50 F'e 0.00 fb MID-PANEL 0.997 fa/Fa = MID PANEL= 0.2989 NO FILLERS RIGHT END 58,201.69 15,085.91 0.00 0.890 MID PANEL= LENGTH AXIAL STRESS fa F'e fb MID-PANEL fa/Fa = 0.9229 NO FILLERS .TTOM CHORD L/Rz= 162.988 TC OAL/Ryy BC= 32.94' = 26.690 = 12.31 = 8,410.20 = ###,###.## = 0.00 0.298 L/R= 17.84 = 67.69 = 13,923.85 = 38,158.27 = 0.00 0.922 L/R= 98.09 226.760 IX BRIDGING CHECK TC= 26.09' MENT OF INERTIA= 2,517.4 LL 360=2,231.1 LL 240=3,346.7 I TENSION STRESS= 10,835.67_ COMPRESSION CENTER COMPRESSION ACTUAL= 47,934.36 I COMPRESSION ACTUAL= 47,934.36 ALLOW= 20,177.9 ALLOW= 49,293.5 NO FILLER FILLER ****************BC FILLERS REOD**************** low BC COMP LOAD= I I 82,589.08 @ 1/ryy BROG SPACE= 8-0 RUN ON 5-12-97 • I 18 DESIGN: 38G5N11.1/4.6K -0202 SMAC G6 SACRAMENTO CA RUN ON 5-12-97 JAA I TC= 3E = 3 1/2 X 3 1/2 X .312 BC= 37 = 3 X 3 X .312 JMBER I 1,.J2 W3 3 W4 I W5 W6 :. W6 7 W5 I W4 W3 ) W2 IWEB L SE fj Vl • V2 I I I I I I I I I I I sz 23 28 21 2A 20 20 23 20 24 2F W2 26 15 15 ------WEB DESIGN ------ QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD 2 8 29,963 37,875 17,921 27,148 12.4 2 B 20,512 52,964 34,297 36,151 12.4 2 8 28,506 33,451 15,630 16,584 13.5 2 8 15,630 54 ,661-28,506 33,651 10.3 2 8 13,571 29,330 8,540 14,140 7.4 2 B 8,540 29,330 13,571 14,140 7.4 2 8 9,078 37,875 18,604 19,067 7.7 2 B 18,604 29,330 9,078 14,140 10.1 2 8 15,709 40,783 27,039 27,710 10.4 2 B 47,013 71,992 27,314 35,231 16.9 -FULL THICKNESS WELD REQ'D 12.76 -~--STANDARD VERTICALS 2 8 0 47,146 32,955 35,802 11.9 1 0 7,908 1,714 1,786 2.0 1 0 7,908 1,714 1,786 2.0 THK .163 2 .187 '2 .143 2 .187 2 .125 2 .125 2 .163 2 .125 2 .175 2 .187 2 .25 ANGLE NAME X 2 X .163 X 2 X .232 X 2 X .143 1/2 X 2 1/2 X 2 X .125 X 2 X .125 X 2 X .163 X 2 X .125 X 2 X .176 1/2 X 2 1/2 .187 2 X 2 X .205 X .187 X .250 .057 1 1/4 X 1 1/4 X .109 .057 1 1/4 X 1 1/4 X .109 I I I I I I I I I I I I I I .faJF'e)"Q*Fb)) /.09= I I I I I JOB NUMBER: 97-202 JOB NAME: SMAC LOCATION: CARLSBAD.CA "AXIAL LOAD AND BENDING". END PANEL Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc.= Panel point <= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= 3.500 in. 0.312 in. 50.000 ksi 1.000 in 1.000 12.310 in 35,155.00 lbs. 37,000.00 lbs. 0.00 lbs.I ft. 6.00 in. 1.00 No filler 30,000.00 psi 13,360.73 OK 1.00 0.41 OK BENDING JOIST NAME: 38G5N11.1K MARK: G6 A= Ix= rx = lz= rz= y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e= Cm= ONE ANGLE 2.087 in•2 2.445 in•4 1.083 in 0.993 in'4 0.690 in 0.990 in 0.985 3.24 in 119,695.00 lbs-in. 119,695.00 lbs-in. 3,455.72 psi 8,568.94 psi 7,323.99 psi 30,000.00 psi 17.84 107.79 28,120.12 psi 469,137.80 psi 1.00 At= ltx = rtx= Panel P. Stx = Mid Panel Stx = With filler Kl/rx = Cc= Fa= F'e= Cm= Panel point <= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= + Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= Page 1 3-Jul-97 PROPERTIES: 10.173 in'2 45.188 in'4 2.108 in 13.968 in•3 16.343 in•3 SEE NEXT PAGE: 5.84 107.79 29,164.17 psi 4,377,328.33 psi 1.00 30,000.00 psi 13,360.73 OK 1.00 0.41 OK I I I I I I I I I I I I I I I I I I I ISP INC July 3, 1997 Shape: Shape: Shape: L L PL u 3.500 u 3.500 w 6.000 H 3.500 H 3,500 T J..000 T 0.3J.2 T 0.31.2 X 1..000 X 0:000 X 1..000 V ·-J.. 000 V 6.000 V 6.000 ex 90,000 ex J.80.00 ex 270.00 A 2.087 A 2,087 A 6.000 Ybar -0.990 Ybar -o. 990 Ybar 3.000 Xbar -0. 990 Xbar 0.990 · Xbar -0. 500 Ix 2.445 Ix 2.445 Ix 1.8.000 I',t 2.445 l',t 2.445 Iy 0.500 Ax 1..083 Ax J..083 Ax J..732 A':t 1..083 Ry 1..083 Ry 0.289 Az 0.690 Az 0.690 e 225.00 e 31.5.00 0 I I ~ I I I I I ---------------1 -----------------------------------------------1 I ..... .... 0--------t---,---+---------------------------un I «Ht- A J.0.1.73 Wgt 34.589 Ybar 3 .235 Xbar 0.500 Ix 45. J.88 Iy 1.4. 658 Iw 45. J.88 Iz .14. 658 Ixy O. 000 Ax 2 • .108 Ry 1.. 200 Az 1..200 e 90,000 'RESS ANALYSIS: 28K232/128 Jl 1-0202 SMAC I.S.P. / MEXAM, INC SACRAMENTO CA RUN ON JAA lsE LENGTH WORKING LENGTH DEPTH 28 i7-3 3/4 46-11 3/4 I. PANLS PANELS IRST HALF .RST DIAG LE= LE= LE= LE= 4-8 3-6 0-11 5-7 IPTHS LE= 28.000 JLTIPLE LOADING: I 7/8 7/8 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 28.000 EFF DEPTH 27.02 RE= RE= RE= RE= 4-8 3-6 0-11 '5-7 RE= 28.000 7/8 7/8 r LOAD OF 1,000 LBS AT PANEL PT 12 23.66'LE 23.66'RE ITRA SHEAR ADDED TO EACH WEB= 500 ~IFORM TC LOAD= 272 UNIFORM BC LOAD= 0 ;:ACTIONS Rl= +6 ,889 .17 R2= +6,889.17 MIN SHR= 1,722.29 TL= -------------STRESS ANALYSIS ------------- 5-12-97 13,778.33 I MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE l l.J2 -12,862 0 6,435 15,499 2.234 60.38 0-2 IL TED END STRUT VlS -12;475 0 746 -840 1.126 30.43 3-6 _ W3 -12,475 14,975 5,689 -6,760 -1.092 29.51 4-8 3 W4 -19,526 14,975 5,124 7,522 1.337 36 .13 5-7 7/8 I W5 -19,526 23,595 4,580 -6,794 -1.337 36.13 7-7 7/8 W6 -27, 179 23,595 4,036 _6,066 1.337 36.13 9-7 7/8 s 1,J7 -27,179 30,281 3,492 -5,339 -1.337 36.13 11-7 7/8 I W8 -32,900 30,281 2,948 4,611 1.337 36 .13 13-7 7/8 W9 -32,900 35,035 2,404 -3,884 -1.337 36 .13 15-7 7/8 ~ lHO -36,687 35,035 1,860 3,156 1.337 36 .13 17-7 7/8 I Wll -36,687 37,856 1,316 -2,428 -1.337 36.13 19-7 7/8 l.Jl 2 -38,542 37,856 772 2,303 1.337 36 .13 21-7 7/8 i..112 -38,542 37,856 -771 2,303 -1.337 36.13 23-7 71~3 3 W11 -36,687 37,856 -1,315 -2,428 1.337 36 .13 25-7 7/8 I WlO -36,687 35,035 -1,859 3,156 -1.337. 36.13 27-7 7/8 W9 -32,900 35,035 -2,403 -3,884 1.337 36 .13 29-7 7/8 $ W8 -32,900 30,281 -2,947 4,611 -1.337 36.13 31-7 7/8 I. W7 -27, 179 30,281 -3,491 -5,339 1.337 36 .13 33-7 7/8 W6 -27,179 23,595 -4,035 6,066 -1.337 36 .13 35-7 718 9 W5 -19,526 23,595 -4,579 -6,794 1.337 36 .13 37-7 7/8 l W4 -19,526 14,975 -5,123 7,522 -1.337 36.13 39-7 7/8 W3 -12,475 14,975 -5,689 -6,760 1.092 29.51 41-7 7/8 LTED END STRUT VlS -12,862 14,975 746 -840 -1 .126 30.43 43-9 3/4 t W2 -12,862 0 -6,435 15,499 -2.234 60.38 42-7 3/4 -----STD VERTICALS 3 SE SQ END 6,889 -6,889 1.000 27.02 I Vl END PNL 746 -840 1.126 30.43 ~,2 INTERIOR 1,544 -1,544 1.000 27 .02 .AX TC COMPRESSION= -38,542.21 MAX BC TENSION= 37,856.50 rx INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH= 48.00 I IRES$ ANALYSIS: 28K232/128 Jl I.S.P. / MEXAM, INC RUN ON ·-0202 SMAC SACRAMENTO CA JAA lsE LENGTH -7-3 3/4 I PANLS PANELS l ~ST HALF RST DIAG LE= LE= LE= LE= WORKING LENGTH 46-11 3/4 DEPTH 28 4-8 3-6 0-11 7/8 5-7 7/8 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP PTHS LE~ 28.000 -LTIPLE LOADING: CENrERLINE= 28.000 I EFF DEPTH 27 .02 RE= RE= RE= RE= 4-8 3-6 0-11 7/8 5-7 7/8 RE= 28.000 LOAD OF 1,000 LBS AT PANEL PT 12 23.66'LE 23.66'RE IDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS lDITIONAL TOP CHORD LOAD 6300 'TRA SHEAR ADDED TO EACH WEB= 500 IIFORM TC LOAD= 272 UNIFORM BC LOAD= 0 .L LOADS SHOWN REDUCED BY 25% 5-12-97 :ACTIONS Rl= +5,166.87 R2= +5,166.87 MIN SHR= 1,291.72 TL= 10,333.75 I MEM -~~-;------;~ ;TRESS :~~~~SIS-~;;-;----~;~ WEB L pp DISTANCE W2 -9,646 0 4,826 11,904 2.234 60.38 0-2 IL TED END STRUT VlS -9,356 0 559 -630 1.126 W3 -9,356 11,231 4,266 -5,206 -1.092 ~ W4 -14,645 11,231 3,842 5,808 1.337 I, W5 -14,645 17,696 3,434 -5,263 -1.337 W6 -20,384 17,696 3,026 4,717 1.337 ) W7 -20,384 22,711 2,618 -4,171 -1.337 I W8 -24,675 22,711 2,210 3,626 1.337 W9 -24,675 26,276 1,802 -3,080 -1.337 ~ W10 -27,515 26,276 1,394 2,534 1.337 I W11 -27,515 28,392 986 -1,988 -1.33~ W12 -28,906 28,392 578 1,727 1.337 ) W12 -28,906 28,392 -579 1,727 -1.337 • W11 -27,515 28,392 -987 -1,988 1.337 WlO -27,515 26,276 -1,395 2,534 -1.337 W9 -24,675 26,276 -1,803 -3,080 1.337 W8 -24,675 22,711 -2,211 3,626 -1.337 W7 -20,384 22,711 -2,619 -4,171 1.337 W6 -20,384 17,696 -3,027 4,717 -1.337 -:> I 1 W5 -14,645 17,696 -3,435 -5,263 1.337 I W4 -14,645 11,231 -3,843 5,808 -1.337 W3 -9,356 11,231 -4,266 -5,206 1.092 ILTED END STRUT' VlS -9,646 W2 -9,646 I 11,23;1. -o -----STD 559 -630 11,904 -1.126 -2.234 30.43 29.51 36 .13 36.13 36 .13 36.13 36 .13 36 .13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 29.51 30.43 60.38 3 SE SQ END Vl END PNL -4,826 VERTICALS 5,166 . 559 -5,166 1.000 27.02 I ~x 1x V2 INTERIOR TC COMPRESSION= -33,631.66 1,158 MAX MAX INT TC PANEL LENGTH= 24.00 -630 1.126 30.43 -1,158 1.000 27.02 BC TENSION= 28,392.37 INT BC PANEL LENGTH= 3-6 8 7 7 7 4- 5- 7- 9- 11-7 13-7 15-7 17-7 19-7 21-7 23-7 25-7 27-7 29- 31- 33- 35- 37- 39- 41- 7 7 7 7 7 7 7 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 43-9 3/4 42-7 3/4 48.00 IRESS ANALYSIS: 28K232/128 Jl -0202 SMAC lsE LENGTH 7-3 3/4 I PANLS PANELS l.JORKING LENGTH 46-11 3/4 4-8 I.S.P. / MEXAM, INC SACRAMENTO CA DEPTH 28 EFF DEPTH 27.02 RUN ON JAA RE= 4-8 RE=· 3-6 5-12-97 l~ST HALF ~ST DIAG LE= LE= LE= LE= 3-6 0-11 7/8 5-7 7/8 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= 0-11 7/8 RE= 5-7 7/8 IPTHS LE= 28.000 LTIPLE LOADING: CENTERLINE= 28.000 RE= 28.000 I IFORM TC LOAD= -207 UNIFORM BC LOAD= 0 ITE: UNIFORM LOAD IS· NET UPLIFT L LOADS SHOWN REDUCED BY 25% ACTIONS Rl= -3,646.76 R2= -3,646.76 MIN SHR= 911.69 WEB L 60.38 I MEM -------------STRESS ANALYSIS------------- TC F BC F SHEAR W2 IL TED END VlS · _ W3 W4 I W5 l.J6 l,J7 I ! W8 W9 WlO • Wll I W12 lH2 :i Wll W10 W9 W8 l.J7 W6 W5 I ) -I W4 W3 _LTED END I VlS W2 6,771 STRUT 6,550 6,550 10,196 10,196 14,057 14,057 16,815 16,815 18,470 18,470 19,021 19,021 18,470 18,470 16,815 16,815 14,057 14,057 10,196 10,196 6,550 STRUT 6,771 6,771 3 SE SO END I AX Vl END PNL V2 INTERIOR TC COMPRESSION= 0 0 -7,851 -7,851 -12,264 -12,264 -15,574 -15,574 -17,780 -17,780 -18,883 -18,883 -18,883 -18,883 -17,780 -17,780 -15,574 -15,574 -12,264 -12,264 -7,851 -7,851 -7,851 -o -----STD -3,388 -426 -2,961 -2,639 -2,328 -2,018 -1,707 -1,397 -1,086 -776 -465 -155 155 465 776 1,086 1,397 1,707 2,018 2,328 2,639 2,961 -426 3,388 VERTICALS 3,646 -426 -310 0.00 MAX fx INT TC PANEL LENGTH= 24.00 MAX I WEB F -7,571 479 3 ,2_35 -3,530 3,114 -2,699 2,284 -1,868 1,453 -1,219 1,219 -1,219 -1,219 1,219 -1,219 1,453 -1,868 2,284 .-2 ,699 3,114 -3,530 3,235 479 -7,571 csc 2.234 1.126 -1.092 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1 . 337, ·1 .337 -1.337 1.337 -1.337 1.337 -1.337 1.092 -1.126 -2.234 30.43 29.51 36 .13 36.13 36 .13 36 .13 36 .13 36 .13 36 .13 36.13 36 .13 36.13 36 .13 36 .13 36 .13 36.13 36 .13 36.13 36 .13 36 .13 29.51 30.43 60.38 -3,646 1.000 27.02 479 1.126 30.43 310 1.000 27.02 BC TENSION= 0.00 INT BC PANEL LENGTH= TL= -7,293.52 PP DISTANCE 0-2 3-6 4-8 5-7 7/8 7-7 7/8 9-7 7/8 11-7 7/8 13-7 7/8 15-7 7/8 17-7 7/8 19-7 7/8 21-7 7/8 23-7 7/8 25-7 7/8 27-7 7/8 29-7 7/8 31-7 7/8 33-7 7/8 35-7 7/8 37-7 7/8 39-7 7/8 41-7 7/8 43-9 :3/4 42-7 3/4 48.00 I 1<232/128 Jl -0202 SMAC I I I I I I I -------MULTIPLE ANALYSIS TC TEN TC COM BC TEN 6,771 -14,371 0 6,550 -14,081 14,975 10,196 -19,526 14,975 10,196 -19,526 23,595 14,057 -27,179 23,595 14,057 -27,179 30,281 16,815 -32,900 30,281 16,815 -32,900 35,035 18,470 -36,687 35,035 18,470 -36,687 37,856 19,021 -38,542 37,856 19,021 -38,542 ·37,856 18,470 -36,687 37,856 18,470 -36,687 35,035 16,815 -32,900 35,035 16,815 -32,900 30,281 14,057 -27,179 30,281 14,057 -27,179 23,595 10,196 -19,526 23,595 10,196 -19,526 14,975 6,550 -14,081 14,975 6,771 -14,371 O 0 0 0 0 0 0 0 0 0 SACRAMENTO CA SUMMARY BC COM 0 -7,851 -7,851 -12,264 -12,264 -15,574 -15,574 -17,780 -17,780 -18,883 -18,883 -18,883 -18,883 -17,780 -17,780 -15,574 -15,574 -12,264 -12,264 -7,851 -7,851 -o 0 0 0 WES TEN 15,499 3,235 7,522 3,114 6,066 2,284 4,611 1,453 3,156 1,219 2,303 2,303 1,219 3,156 1,453 4,611 2,284 6,066 3,114 7,522 3,235 15,499 0 479 310 l<IMUM UNIFORM LOAD: TOP CHORD= 272 I I I I I I I I JAA WEB COM -7,571 -6,760 -3,530 -6, 794 -2,699 -5,339 -1,868 -3,884 -1,219 -2,428 -1,219 -1,219 -2,428 -1,219 -3,884 -1,868 -5,339 -2,699 -6,794 -3,530 -6,760 -7,571 -6,889 -840 -1,544 RUN ON 5-12-97 I 1,232/128 Jl -0202 SMAC SACRAMENTO CA 1~ I I I I -------CONSOLIDATE LEFT & RIGHT TC TEN TC COM BC TEN BC COM 6,771 -14,371 0 -0 6,550 -14,081 14,975 -7,851 10,196 -19,526 14,975 -7,851 10,196 -19,526 23,595 -12,264 14,057 -27,179 23,595 -12,264 14,057 -27,179 30,281 -15,574 16,815 -32,900 30,281 -15,574 16,815 -32,900 35,035 -17,780 18,470 -36,687 35,035 -17,780 18,470 -36,687 37,856 -18,883 19,021 -38,542 37,856 -18,883 0 0 0 0 0 0 0 0 0 0 0 0 IXIMUM UNIFORM LOAD: TOP CHORD= 272 I I I I I I I I I I I WEB TEN 15,499 3,235 7,522 3,114 6,066 2,284 4,611 1,453 3,156 1,219 2,303 0 479 310 JAA WEB COM -7,571 -6,760 -3,530 -6 ·, 794 -2,699 -5,339 -1,868 -3,884 -1,219 -2,428 -1,219 -6,889 -840 -1,544 RUN ON 5-12-97 I l ternatioal Structural Pr.oducts MBER SIZES: 28K232/128 Jl El Paso , Texas 7-0202 SMAC lNDING LOAD JTSIDE DEPTH = = = 50,000.000 0.000 28.000 I = 24 EA= 0.6730 y(x) = 0.5650 :: = 26 SACRAMENTO CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1.2319 Rz JAA 30,000.000 38,542.216 27.020 J = 0.3940 I EA = 0.7780 Rx = 0.6150 = 0.5750 Sl = 0.5113 :TUAL EFF DEPTH= 26.860 .. Rz = 0 .3930 Ryy = 1 .2383 l)RRECTED LOAD TC= 38,771.804 Rx= 39.024 USING L = 24.00 Rz = 30.534 USING L = 12.00 a= 25,968.2 USING L/R= 39.02 I X LOAD (FILLERS)= 40 ,810· .59 LLER PANELS REQD = 6 Ss = 0.2063 Os = 1.0000 GAP BETWEEN CHORD= 1.000 BC = 38,082.005 L/Ryy= 29.070 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 98,057.06 Cm= 0.00000 MAX LOAD NO FILLER= 35,413.90 MIN WELD LEN 2X = 0.375 I~ (fa/Fa) = 0.95954 USING TC= 26 = 2 X 2 X .205 STRESS = 28,292.72351 USING BC= 24 = 2 X 2 X .176 110RD WT = ~D PANEL ALLOWABLE ID PANEL CHECK = IAL LOAD = = I PANEL PT == ~NEL PT= 17,482.8 473.892 CHORD WT/FT = END PANEL CHECK W= 272 FORCES REDUCED 10 % LEFT END LENGTH 14,457.21 AXIAL STRESS fa 12,861.98 F'e 8,191.59 fb MID-PANEL 0.921 fa/Fa = MID PANEL= 0.8582 NO FILLERS IRST PANEL CHECK= LEFT END LENGTH IAL LOAD = 14,165.88 AXIAL STRESS fa 3. = 21,695.84 F'e = 8,191.58 fb MIO-PANEL = 0.956 fa/Fa = I PANEL PT ~NEL PT= 17,295.6 MID PANEL= 0.4252 NO FILLERS ITTOM CHORD L/Rz= 121.827 TC OAL/Ryy = ~X BRIDGING CHECK TC= 14.96' BC= 24.63' 10.014 = 40.00 = 9,291.26 = 35,300.54 = 2,934.4.5 0.722 L/R=lOl.78 = 25.88 = 9,104.03 = 84,360.79 = • 158.50 0.419 L/R= 65 .83 455.241 lrMENT OF INERTIA= 521.7 LL 360= 188.0 LL 240= 282.0 I TENSION STRESS= 12,297.52 :: COMPRESSION CENTER I~ COMPRESSION ACTUAL= 18,996.23 ALLOW= 13.,678.1 NO FILLER _ COMPRESSION ACTUAL= 18,996.23 ALLOW= 26,199.5 FILLER ****************BC FILLERS REOD**************** BC BROG DIST= 10-6 7/8 FOR 1/ryy BC COMP CHECK BROG BC 1/ryy of·200 = 20.53 RUN ON 5-12-97 I 28K232/128 Jl 18 DESIGN: -0202 SMAC SACRAMENTO CA I MBER I W2 W3 I I ) I > - I I I I I I I I I I I I W4 W5 W6 W7 W8 W9 WlO Wll W12 SE Vl V2 sz lG 1G lE 20 1C 1J 15 lC 15 18 15 10 10 10 TC= 26 QTY ACTUAL T 2 8 15,499 1 3,235 1 7,522 1" 3,114 1 6,066 1 2,284 1 4,611 1 1,453 1 3,156 1 1,219 1 2,303 2 8 0 1 479 1 310 = 2 X 2 X .205 BC= 24 = 2 X ------WEB DESIGN ------ ALLOW T ACTUAL C ALLOW C WELD 21,543 7,571 7,897 7.6 11,968 6,760 6,798 3.3 10,877 3,530 4,549 4.1 14,665, 6,794 8,223 3.7 9,877 2,699 4,149 3.7 13,453. 5,339 5,588 2.4 7,908 1,868 2,303 2.9 9,877 3,884 4,149 2.4 7,908 1,219 2,303 2.0 -8,999 2,428 2,599 2.0 7,908 1,219 2,303 2.0 ----STANDARD VERTICALS 12,483 6,889 8,023 4.3 5,617 1,034 1,452 2.0 6,241 1,737 2,047 2.0 RUN ON 5-12-97 JAA 2 X .176 THK ANGLE NAME .137 1 1/2 X 1 1/2 X .138 .13'8 1 1/2 X 1 1/2 X .138 .125 1 1/2 X 1 1/2 X .125 .125 2 X 2 X .125 .113 1 1/2 X 1 1/2 X .113 .156 1 1/2 X 1 1/2 X .156 .109 1 1/4 X 1 1/4 X .109 .113 1 1/2 X 1 1/2 X .113 .109 1 1/4 X 1 1/4 X .109 .110 1 1/4 X 1 1/4 X .125 .109 1 1/4 X 1 1/4 X .109 .109 1 X 1 X .109 .034 1 X 1 X .109 .058 1 X 1 X .109 I I I I I I I I I I I I I I -fa/F'e)*Q*Fb) ) /.09= I I I I I JOB NUMBER: 97-202 JOB NAME: SMAC LOCATION: CARLSBAD.CA "AXIAL LOAD AND BENDING". END PANEL Leg= Thickness= Fy.= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc.= Panel point <= 0.6 Fy = (fa+fb)/0.9= Mid panel<• 2.000 in. 0.205 in. 50.000 ksi 1.000 in 1.000 40.000 in 14,166.00 lbs. 6,300.00 lbs. 272.00 lbs./ ft. 3.00 in. 1.00 No filler 30,000.00 psi 11,133.32 OK 1.00 0.58 OK BENDING JOIST NAME: 281<232/128 MARK: J1 A= Ix= rx = lz= rz= y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= Kl/rz = Cc= Fa= F'e = Cm= ONE ANGLE 0.778 in•2 0.294 in•4 0.615 in 0.120 in•4 0.393 in 0.575 in 1.000 1.50 in 13,983.33 lbs-in. 12,000.00 lbs-in. 4;552.06 psi 5,467.94 psi 4,692.39 psi 30,000.00 psi 101.80 107.00 14,286.91 psi 14,410.00 psi 0.91 At= ltx = rtJc = Panel P. Stx = Mid Panel Stx = With filler Kl/rx = Cc= Fa= F'e= Cm= Panel point <= 0.6 Fy = ( fa + lb ) / 0.9= Mid panel<= + Cm*fb/((1-fa/F'e)*Q*Fb) ) /.09= Page 1 3-Jul-97 PROPERTIES: 3.112 in•2 3.836 in'4 1.110in 2.557 in'3 2.557 inA3 SEE NEXT PAGE: 36.03 107.00 26,376.56 psi 115,045.64 psi 0.99 30,000.00 psi 11,133.32 OK 1.00 0.37 OK I I ISP INC I I Shape: L u 2.000 H 2.000 T 0.205 I X o.·ooo V 3.000 cc .180.00 A 0.778 I 'r'bar -0.575 Xbar -0.575 Ix 0.294 ht 0.294 Rx 0.6.15 I Ry 0.6.15 Rz 0.393 e 225,00 I· I I I I I A I I I I I I I Shape: L u 2.000 H 2.000 T 0.205 X .1.000 V 3.000 ct 270.00 A 0.778 'r'bar -0, 575 Xbar 0,575 Ix 0.294 ht 0,294 Rx 0,6.15 Ry 0,6.15 Rz 0,393 e 3.15.00 0 - July 3, 1997 Shape: L u 2.000 H 2.000 T 0.205 X -0.205 V 0.000 ct 90.000 A 0.778 'r'bar 0.575 Xbar -0,575 Ix Iy Rx Ry Rz e I I ., I 0.294 0.294 0.6.15 0.6.15 0,393 .135,00 - Shape: L u 2.000 H 2.000 T 0.205 X .1.205 V 0,000 ct 0.000 A 0.778 'r'bar 0.575 Xbar 0.575 Ix 0.294 Iy 0.294 Rx 0,6.15 Ry 0.6.15 Rz 0,393 e 45.000 I ----·-----------------------------------· I - I ~ ... . A 3 • .1.12 Wgt .10, 580 'r'bar .1. 500 Xbar 0.500 Ix 3.836 Iy 5,528 Iw 5.528 Iz 3.836 Ixy 0,000 Rx l. • .11.0 Ry .1. 333 Rz .1 • .1.10 e 0.000 I TRESS ANALYSIS: 28K232/128 J2 7 -0202 SMAC lsE LENGTH WORKING LENGTH I.S.P. I MEXAM, INC CARLSBAD CA RUN ON JAA ,7-3 3/4 46-11 3/4 ·'fit:: DEPTH 28 : PANLS LE= ~ -PANELS LE= RST HALF LE= RST DIAG LE= 4-8 3-6 0-11 7/8 5-7 7/8 LE= 28.000 'JL TIPLE LOADING: I 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP .. CENTERLINE= 28.000 EFF DEPTH 26.85 RE= 4-8 RE= 3-6 RE= ,0-11 7/8 RE= 5-7 7/8 RE= 28.000 -LOAD OF 1,000 Ls·s AT PANEL PT 12 23.66'LE 23.66'RE TRA SHEAR ADDED TO EACH WEB= 500 IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 EACTIONS Rl= +5,949.58 R2= +5,949.58 MIN SHR= 1,487.40 TL= -------------STRESS ANALYSIS ------------- 5-12-97 11,899.17 I MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 -11,187 0 5,562 13,617 2.246 60.30 o-2 IL TED END STRUT V1S -10,855 0 636 -718 1.127 30.28 3-6 2 W3 -10,855 13,034 4,926 -5,933 .-1.093 29.35 4-8 • W4 -17,006 13,034 4,443 6,631 1.341 36.01 5-7 7/8 W5 -17,006 20,564 3,979 -6,008 -1.341 36.01 7-7 7/8 W6 -23,707 20,564 3,515 ~,386 1.341 36.01 9-7 7/8 6 W7 -23,707 26,435 3,051 -4,764 -1.341 36.01 11-7 7/8 I we -28,748 26,435 2,587 4,141 1.341 36.01 13-7 7/8 W9 -28,748 30,647 2,123 -3,519 -1.341 36.01 15-7 7/8 -'9 WlO -32,130 30,647 1,659 2,897 1.341 36.01 17-7 7/8 I Wll -32,130 33,200 1,195 -2,274 -1 .. 341 36.01 19-7 7/8 Wl2 -33,854 33,200 731 1,994 1.341 36.01 21-7 7/8· 2 Wl2 -33,854 33,200 -732 1,994 -1.341 36.01 23-7 7/8 • Wll -32, 130 33,200 -1,196 -2,274 1.341 36.01 25-7 7/8 WlO -32,130 30,647 -1,660 2,897 -1.341 36.01 27-7 7/8 W9 -28,748 30,647 -2, 124 -3,519 1.341 36.01 29-7 7/8 6 W8 -28,748 26,435 -2,588 4,141 -1.341 36.01 31-7 7/8 I W7 -23,707 26,435 -3,052 -4,764 1.341 36.01 33-7 7/8 W6 -23,707 20,564 -3,516 5,386 -1.341 36.01 35-7 7/8 9 W5 -17,006 20,564 -3,980 -6,008 1.341 36.01 37-7 7/8 I W4 -17,006 13,034 -4,444 6,631 -1.341 36.01 39-7 7/8 W3 -10,855 13,034 -4,926 -5,933 1.093 29.35 41-7 7/8 -ILTED END STRUT t-VlS -11,187 13,034 636 -718 -1 .127 30.28 43-9 3/4 W2 -11,187 -o -5,562 13,617 -2.246 60.30 42-7 3/4 -----STD VERTICALS '3 SE SQ END 5,949 -5,949 1.000 26.85 I Vl END PNL 636 -718 1.127 30.28 V2 INTERIOR 1,464 -1,464 1.000 26.85 '1AX TC COMPRESSION= -33,854.30 MAX BC TENSION= 33,200.00 rx INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH = 48.00 I I.RESS ANALYSIS: 28K232/128 J2 1 -0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA liSE LENGTH -7-3 3/4 I ~ PANLS LE= · PANELS LE= IRST HALF LE= .RST DIAG LE= WORKING LENGTH 46-11 3/4 DEPTH 28 4-8 3-6 0-11 7/8 5-7 7/8 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP .. 1:PTHS LE= 28 . 000 JL TIPLE LOADING: CENTERLINE= 28.000 I EFF DEPTH 26.85 RE= 4-8 RE= 3-6 RE= -0-11 7/8 RE= 5-7 7/8 RE= 28.000 · LOAD OF 1,000 LBS AT PANEL PT 12 23.66'LE 23.66'RE IDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS )DITIONAL TOP CHORD LOAD 6300 ll<TRA SHEAR ADDED TO EACH WEB= 500 l~IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 .L LOADS SHOWN REDUCED BY 25% MIN SHR= 1,115.55 TL= -------------STRESS 5-12-97 8,924.37 ~ -ACTIONS Rl= +4,462.19 R2= MEM TC F BC F I W2 -8,390 0 +4,462.19 ANALYSIS SHEAR 4,172 WEB F 10,494 csc 2.246 WEB L 60.30 PP DISTANCE o-2 LTED END STRUT VlS -8,141 0 ~ W3 -8,141 9,775 I ") -I 2 I 5 ' t W4 -12,755 9,775 ws -12,755 15,423 W6 -17,780 15,423 W7 -17,780 19,826 W8 -21,561 19,826 W9 -21,561 22,985 W10 -24,098 22,985 Wll -24,098 24,900 W12 -25,390 24,900 W12 -25,390 24,900 Wll -24,098 24,900 WlO -24,098 22,985 W9 -21,561 22,985 W8 -21,561 19,826 W7 -17,780 19,826 W6 -17,780 15,423 ws -12,755 15,423 W4 -12,755 9,775 W3 -8,141 9,775 ILTED END STRUT • V1S -8,390 112 W2 -8,390 s 5 SE SQ END Vl END PNL V2 INTgRIOR 9,775 0 -----STD TC COMPRESSION= -30,115.73 477 3,694 3,333 2,985 2,637 2,289 1,941 1,593 1,245 897 549 -549 -897 -1,245 -1,593 -1,941 -2,289 -2,637 -2,985 -3,332 -3,694 477 -4, 172 VERTICALS -538 -4,586 5,141 -4,674 4,207 -3,740 3,274 -2,807 2,340 -1,873 1,496 1,496 -1,873 2,340 -2,807 3,274 -3,740 4,207 -4,6.74 5,141 -4,586 -538 10,494 1.127 -1.093 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341: 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.093 -1.127 -2.246 30.28 29.35 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 29.35 30.28 60.30 4,462 -4,462 1.000 26.85 477 -538 1.127 30.28 1,098 -1,098 1.000 26.85 a:~ INT TC PANEL LENGTH= 24.00 MAX BC TENSION= 24,900.00 MAX-INT BC PANEL LENGTH= 3-6 4-8 5-7 7-7 9-7 11-7 13-7 15-7 17-7 19-7 21-7 23-7 25-7 27-7 29-7 31-7 33-7 35-7 37-7 39-7 41-7 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 718 7/8 7/8 7/8 43-9 3/4 42-7 3/4 48.00 lrRESS ANALYSIS: 28K232/128 J2 1 7 -0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA 5-12-97 SE LENGTH WORKING LENGTH ~7-3 3/4 46-11 3/4 I 4-8 DEPTH 28 EFF DEPTH 26.85 RE= 4-8 RE= 3-6 :: PANLS LE= ' PANELS LE= IRST HALF LE= -RST DIAG LE= 3-6 0-11 7/8 5-7 7/8 10 SC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= ,0-11 7 /8 RE= 5-7 7/8 IPTHS JL TIPLE I LE= 28.000 LOADING: .. CENTERLINE= 28.000 RE= 28.000 NIFORM TC LOAD= -207 . UNIFORM BC LOAD= 0 'TE: UNIFORM LOAD IS NET UPLIFT -L LOADS SHOWN REDUCED BY 25% ~ACTIONS Rl=. -3,646.76 l R2= -3 , 646·. 76 STRESS ANALYSIS MIN SHR= 911.69 WEB L 60.30 MEM l W2 ' LTED END VlS 2 W3 ,i ~: ~ W6 $ I 9 I 2 E 6 I W7 W8 W9 W10 Wll W12 W12 W11 Wl0 W9 W8 W7 W6 9 W5 90 W4 11 W3 ILTED END 12 ~;s TC F 6,813 STRUT 6,591 6,591 10,260 10,260 14,146 14,146 16,921 16,921 18,586 18,586 19,142 19,142 18,586 18,586 16,921 16,921 14,146 14,146 10,260 10,260 6,591 STRUT 6,813 6,813 :3 SE sc· END 14 .5 1AX Vl END PNL V2 INTERIOR TC COMPRESSION= BC F SHEAR 0 -3,388 0 -7,901 -7,901 -12,342 -12,342 -15,672 -15,672 -17,893 -17,893 -19,003 -19,003 -19,003 -19,003 -17,893 -17,893 -15,672 -15,672 -12,342 -12,342 -7,901 -7,901 -7,901 -o -----STD -426 -2,961 -2,639 -2,328 -2,018 -1,707 -1,397 -1,086 -776 -465 -155 155 465 776 1,086 1,397 1,707 2,018 2;,328 2,639 2,961 -426 3,388 VERTICALS 3,646 -426 -310 0.00 MAX IAX INT TC PANEL LENGTH= 24.00 MAX I WEB F -7,609 480 3,238 -3,539 3,123 -2,706 2,290 -1,874 1,457 -1,222 1,222 -1,222 -1,222 1,222 -1,222 1,457 -1,874 2,290 -2,706 3,123 -3,539 3,238 480 -7,609 csc 2.246 1.127 -1.093 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.093 -1.127 -2.246 30.28 29.35 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 36.01 29.35 30.28 60.30 -3,646 1.000 26.85 480 1.127 30.28 310 1.000 26.85 BC TENSION= 0.00 INT BC PANEL LENGTH= TL= -7,293.52 PP DISTANCE 0-2 3-6 4-8 7 7 7 7 7 7 7 7 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 f 5- 7- 9- 11- 13- 15- 17- 19- 21- 23- 25- 27- 29- 31- 33- 35- 37- 39- 41- 7 7/8 7 7/8 7 7/8 7 7/8 7 7/8 7 7/8 7 7/8 7 7/8 7 7/8 7 7/8 7 7/8 43-9 3/4 42-7 3/4 48.00 I 18K232/128 J2 7-0202 SMAC CARLSBAD IEM -------MU~TIPLE ANALYSIS SUMMARY TC TEN 1 6,813 1; 6,591 10,260 4 10,260 5 14,146 ,~ 14,146 16,921 8 16,921 16 18,586 18,586 1 19,142 1; 19,142 18,586 18,586 5 16,921 ,~ 16,921 14,146 8 14,146 16 10,260 10,260 1 6,591 ,; 6,813 0 0 5 0 l1AXIMUM UNIFORM I I I I I I I I TC COM BC TEN BC COM -13,115 0 0 -12,866 13,034 -7,901 -17,480 13,034 -7,901 -17,480 20,564 -12,342 -23,707 20 __ ,564 -12,342 -23,707 26,435 -15,672 -28,748 26,435 -15,672 -28,748 30,647 -17,893 -32, 130 30,647 -17,893 -32, 130 33,200 -19,003 -33,854 33,200 -19,003 -33,854 33,200 -19,003 -32, 130 33,200 -19,003 -32,130 30,647 -17,893 -28,748 30,647 -17,893 -28,748 26,435 -15,672 -23,707 26,435 -15,672 -23,707 20,564 -12,342 -17,480 20,564 -12,342 -17,480 13,034 -7;901 -12,866 13,034 -7,901 -13,115 0 -o 0 0 0 0 0 0 0 0 0 LOAD: TOP CHORD= 232 RUN ON 5-12-97 CA JAA ------- WEB TEN WEB COM 13,617 -7,609 3,238 -5,933 6,631 -a,539 3,123 -6,008 5,386 -2,706 2,290 -4,764 4,141 -1,874 1,457 -3,519 2,897 -1,222 1,222 -2,274 1,994 -1,222 1,994 -1,222 1,222 -2,274 2,897 -1,222 1,457 -3,519 4,141 -1,874 2,290 -4,764 5,386 -2,706 3,123 -6,008 6,631 -3,539 3,238 -5,933 13,617 -7,609 0 -5,949 480 -718 310 -1,464 I IK232/128 J2 -0202 SMAC CARLSBAD CA l::M --------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM l 6,813 -13,115 , 6,591 -12,866 I 10,260 -17,480 10,260 -17,480 :i 14,146 -23,707 I 14,146 -23,707 16,921 -28,748 '3 16,921 -28,748 -18,586 -32,130 18,586 -32,130 19,142 -33,854 ? 0 0 I 0 0 0 0 rXIMUM UNIFORM LOAD: I I I I I I I I I I I BC TEN BC COM WEB TEN 0 -o 13,617 13,034 -7,901 3,238 13,034 -7,901 6,631 20,564 -12,342 3,123 20 __ ,564 -12,342 5;386 26 ,43"5 -15,672 2,290 26,435 -15,672 4,141 30,647 -17,893 1,457 30,647 -17,893 2,897 33,200 -19,003 1,222 33,200 -19,003 1,994 0 0 0 0 0 480 0 0 310 TOP CHORD= 232 RUN ON 5-12-97 JAA WEB COM -7,609 -5,933 -3,~39 -6,008 -2,706 -4, 764 -1,874 -3,519 -1,222 -2,274 -1,222 -5,949 -718 -1,464 I l ternatioal Structural Products _MBER SIZES: 28K232/128 J2 El Paso , Texas 7-0202 SMAC I :NDING LOAD = = = 50,000.000 0.000 28.000 9!TSIDE DEPTH I: = 21 ~EA= 0.5520 y(x) = 0.5530 CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1.2233 Rz JAA 30,000.000 33,854.307 26.850 = 0.3960 t:EA = 2 6.6730 Rx = 0.6190 = 0.5650 Sl = 0.4566 :TUAL EFF DEPTH= 26.882 -Rz = 0. 3940 Ryy = 1 . 2319 Ss = 0.1797 Os = 0.9808 . GAP BETWEEN CHORD= 1 . 000 r RRECTED LOAD TC= 33,814.007 1Rx = 38.772 USING L =· 24.00 1Rz = 30.456 USING L = 12.00 • = 25,555.0 USING L/R= 38.77 X LOAD (FILLERS)= 34,741.02 LLER PANELS RECD= 6 BC = 33,160.484 L/Ryy= 29.223 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 99,336.75 Cm= 0.00000 MAX LOAD NO FILLER= 30,216.75 MIN WELD LEN 2X = 0.375 I (fa/Fa) STRESS = = 0.98304 USING TC= 24 = 2 X 2 X .176 30,036.67096 USING BC= 21 = 2 X 2 X .143 'ORD WT = IND PANEL ALLOWABLE D PANEL CHECK = ~IAL LOAD = =I = = 400.081 CHORD WT/FT END PANEL CHECK W= 232 FORCES REDUCED 10 % LEFT END LENGTH 13,100.37 AXIAL STRESS fa 12,870.12 F'e 8,017.74 fb MID-PANEL = I PANEL PT = 0.918 fa/Fa = ~NEL PT= 17,750.5 MID PANEL= 0.8897 NO FILLERS IRsT PANEL CHECK= LEFT END LENGTH <IAL LOAD = 12,851.68 AXIAL STRESS fa • = 21,419.88 F'e PANEL PT __ = 8,017.73 fb MID-PANEL 0.955 fa/Fa = ~NEL.PT= 17,565.7 MID PANEL= 0.4512 NO FILLERS ITTOM CHORD L/Rz= 121.212 TC OAL/Ryy = ~X BRIDGING CHECK TC= 14.88' BC= 24.46' 8.454 = 40.00 = 9,732.82 = 35,761.23 = 2,802.55 0.756 L/R=101.52 = 25.88 = 9,548.05 = 85,461.74 = • 151.37 0.445 L/R= 65.67 457.625 'MENT OF INERTIA= 439.2 LL 360= 158.2 LL 240= 237.3 C TENSION STRESS= 14,204.52 ~ COMPRESSION CENTER I:: COMPRESSION ACTUAL= 18,980.69 ALLOW= 11,333.1 NO FILLER ~ COMPRESSION ACTUAL= 18,980.69 ALLOW= 20,390.9 FILLER I ****************BC FILLERS RECD**************** LLOW BC COMP LOAD= 20,854.52 @ l/ryy BROG SPACE= 7-7 1/8 I I RUN ON 5-12-97 I 18 DESIGN: 28K232/128 -0202 SMAC I • MBER W2 W3 3 W4 I W5 W6 6 W7 I wa W9 9 WlO ' Wll W12 2 SE I Vl V2 I I I I I I I I I I I sz lG 1E 1C 20 1C lG 15 lC 15 15 15 10 10 10 TC= 24 QTY ACTUAL T 2 8 13,617 1 3,238 i 6,631 1 3,123 l 5,386 1 2,290 1 4,141 1 1,457 l 2,897 1 1,222 1 1,994 2 B 0 1 480 1 310 J2 CARLSBAD CA = 2 X 2 X .176 BC= 21 = 2 X ------WEB DESIGN ------ ALLOW T ACTUAL C ALLOW C WELD 21,543 7,609 7,929 6.7 10,877 5,933 6,137 3.2 9,?77 3,539 4,182 4.0 14,665' 6,008 8,248 3.3 9,877 2,706 4,182 3.3 11,968 4,764 5,015 2.4 7,908 1,874 2,323 2.6 9,877 3,519 4,182 2.1 7,908 1,222 2,323 2.0 7.,908 2,274 2,323 2.0 7-,908 1,222 2,323 2.0 ----STANDARD VERTICALS 12,483 5,949 8,069 · 3 .7 5,617 887 1,469 2.0 6,241 1,633 2,077 2.0 RUN ON 5-12-97 JAA 2 X .143 THK ANGLE NAME .138 1 1/2 X l 1/2 X .138 .125 1 1/2 X 1 1/2 X .125 .113 l 1/2 X 1 1/2 X .113 .125 2 X 2 X .125 .113 1 1/2 X 1 1/2 X .113 .138 1 1/2 X 1 1/2 X .138 .109 1 1/4 X l 1/4 X .109 .113 1 1/2 X 1 1/2 X .113 .109 1 1/4 X l 1/4 X .109 .109 1 1/4 X 1 1/4 X .109 .109 1 1/4 X 1 1/4 X .109 .109 1 X 1 X .109 .029 1 X 1 X .109 .054 1 X 1 X .109 I I I I I I I I I I I I I I -fa/F'e)*Q*Fb)) /.09= I I I I I JOB NUMBER: 97-202 JOB NAME: SMAC LOCATION: CARLSBAD.CA "AXIAL LOAD AND BENDING". END PANEL Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc.= Panel point<= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= 2.000 in. 0.'176 in. 50.000 ksi 1.000 in 1.000 40.000 in 13,101.00 lbs. 6,300.00 lbs. 232.00 lbs./ ft. 3.00 in. 1.00 No filler 30,000.00 psi 11,964.08 OK 1.00 0.64 OK BENDING JOIST NAME: 28K232/128 MARK: J2 ONE ANGLE A = 0.673 inA2 Ix= rx= lz= rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= Kl/rz = Cc= Fa= F'e = Cm= 0.258 inA4 0.619 in 0.105 inA4 0.394 in 0.565 in 0.981 1.50 in 13,316.67 lbs-in. 11,625.00 lbs-in. 4,866.64 psi 5,901.03 psi 5,151.40 psi 30.000.00 psi 101.42 108.04 14,323.08 psi 14,517.56 psi 0.90 3-Jul-97 PROPERTIES: At= 2.692 inA2 ltx = rtx = Panel P. Stx = Mid Panel Stx = With filler Kl/rx = Cc= Fa= F'e = Cm= 3.385 inA4 1.121 in 2.257 inA3 2.257 inA3 SEE NEXT PAGE: 35.67 108.04 25.962.26 psi 117,358.56 psi 0.99 Panel point<= 0.6 Fy = 30,000.00 psi 11,964.08 OK ( fa + fb ) / 0.9= Mid panel<= 1.00 + Cm*fb/((1-fa/F'e)"Q*Fb) ) /.09= 0.41 OK Page 1 I I ISP INC July 3, 1997 I I Shape: Shape: Shape: Shape: L L L L ~ u 2.000 u 2.000 u 2.000 u 2.000 H 2.000 H 2.000 H 2.000 H 2.000 T O.J.76 T O.J.76 T O,J.76 T O.J.76 I X 0.-000 X J..000 X ·-0. J. 76 X J.. J. 76 V 3.000 V 3,000 V 0.000 V 0.000 oc J.80.00 oc 270.00 cc 90.000 cc 0.000 A 0.673 A 0,673 A 0.673 A 0,673 I 'lbar -0.565 'lbar -o. 565 'lbar 0,565 'lbar 0.565 Xbar -o. 565 Xbar 0.565 Xbar-0.565 Xbar 0,565 Ix 0,258 Ix 0.258 Ix 0.258 Ix 0,258 I.Y 0.258 Iy 0.258 Iy 0,258 Iy 0.258 Rx 0,6J.9 Rx 0.61.9 Rx 0,6J.9 Rx 0.6J.9 I Ry 0.6J.9 Ry o .. 6J.9 Ry 0.6J.9 Ry 0.6J.9 Rz 0.394 Rz 0.394 Rz 0.394 Rz 0.394 e 225.00 e 3J.5,00 e J.35.00 e 45.000 0 I I I A 2.692 J.lgt 9.J.53 'lbar J..500 Xbar 0.500 Ix 3,385 I -- Iy 4.63J. Iw 4,631. Iz 3.385 Ixy 0.000 Rx J.. J.2J. I --------------------~----~-----~------------------------------· I Ry J..3J.2 Rz J.. J.21 8 0.000 -I I I n I I I I I I I ITRESS ANALYSIS: 7..:.0202 l.!:\SE LENGTH 28K232/128 J3 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA 5-12-97 +7-3 1/4 I :: PANLS LE= WORKING LENGTH 46-11 1/4 4-8 DEPTH 28 EFF DEPTH 26.882 RE= 4-8 RE= 3-6 : PANELS LE= IIRST HALF LE= IRST DIAG LE= 3-6 0-11 5/8 5-7 5/8 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= •0-:11 5/8 RE= 5-7 5/8 l:'.PTHS JLTIPLE I LE= 28.000 LOADING: .. CENTERLINE= 28.000 T LOAD OF 1,000 LBS AT PANEL PT 12 RE= 23.64'LE &TRA SHEAR ADDED TO EACH WEB= 500 ~IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 28.000 23.64'RE SACTIONS Rl= +5,944.75 R2= +5,944.75 MIN SHR= 1,486.19 l MEM -~~-;------~~ ~TRESS :~~~~SIS-~~;-;----~;~ 1 W2 -11,164 0 5,558 13,593 2.243 IILTED END STRUT VlS -10,834 0 634 -715 1.127 2 W3 -10,834 12,963 4,923 -5,909 -1.089 I W4 -16,931 12,963 4,443 6,627 1.340 ws -16,931 20,484 3,979 -6,005 -1.340 W6 -23,623 20,484 3,515 5,383 1.340 W7 -23,623 26,348 3,051 -4,761 -1.340 W8 -28,659 26,348 2,587 4,139 1.340 W9 -28,659 30,555 2,123 -3,517 -1.340 W10 -32,037 30,555 1,659 2,895 1.340 Wll -32,037 33,105 1,195 -2,273 -1.340 W12 -33,758 33,105 731 1,992 1.340 W12 -33,758 33,105 -732 1,992 -1.340 W11 -32,037 33,105 -1,196 -2,273 1.340 WlO -32,037 30,555 -1,660 2,895 -1.340 W9 -28,659 30,555 -2,124 -3,517 1.340 6 W8 -28,659 26,348 -2,588 4,139 -1.340 W7 -23,623 26,348 -3,052 -4,761 1.340 W6 -23,623 20,484 -3,516 5,383 -1.340 I 9 ws -16,931 20,484 -3,980 -6,005 1.340 a:' W4 -16,931 12,963 -4,444 6,627 -1.340 9l W3 -10,834 12,963 -4,923 -5,909 1.089 ILTED END STRUT t VlS -11,164 W2 -11,164 12,963 -o -----STD 634 -715 13,593 -1.127 -2.243 WEB L 60.32 30.30 29.28 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 29.28 30.30 60.32 3 t SE SQ END Vl END PNL V2 INTERIOR -5,558 VERTICALS 5,944 634 1,464 MAX -5,944 1.000 26.88 1AX TC COMPRESSION= -33,758.69 rx INT TC PANEL LENGTH= 24.00 I MAX -715 1.127 30.30 -1,464 1.000 26.88 BC TENSION= 33,105.17 INT BC PANEL LENGTH= TL= 11,889.50 PP DISTANCE 0-2 3-6 4-8 5-7 5/8 7-7 5/8 9-7 5/8 11-7 5/8 13-7 5/8 15-7 5/8 17-7 5/8 19-7 5/8 21-7 5/8 23-7 5/8 25-7 5/8 27-7 5/8 29-7 5/8 31-7 5/8 33-7 5/8 35-7 5/8 37-7 5/8 39-7 5/8 41-7 5/8 43-9 1/4 42-7 1/4 48.00 IRESS ANALYSIS: 28K232/128 J3 1 7 -0202 SMAC I.S.P. I MEXAM, INC CARLSBAD CA RUN ON .JAA SE LENGTH WORKING LENGTH DEPTH 28 f7-3 1/4 46-11 1/4 I ' PANLS LE= I-PANELS LE= RST HALF LE= .RST DIAG LE= 4-8 3-6 0-11 5/8 5-7 5/8 IPTHS LE= 28.000 JL TIPLE LOADING: I 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP .. CENTER(INE= 28.000 EFF DEPTH 26.882 RE= 4-8 RE= 3-6 RE= -0-11 5/8 RE= 5-7 5/8 RE= 28.000 -LOAD OF 1,000 LBS AT PANEL PT 12 23.64'LE 23.64'RE loITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ~DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS )0ITIONAL TOP. CHORD LOAD : 6300 ITRA SHEAR ADDED TO EACH WEB= 500 IF0RM TC LOAD= 232 UNIFORM BC LOAD= 0 _L LOADS SHOWN REDUCED BY 25% IACTI0NS Rl= +4,458.56 R2= -------------STRESS MIN SHR= 1,114.64 TL= 5-12-97 8,917.13 ) MEM TC F BC F II W2 -8 ,373 O +4,458.56 ANALYSIS SHEAR 4,168 WEB F 10,475 csc 2.243 WEB L 60.32 PP DISTANCE o-2 IL TED END STRUT V1S -8,125 0 W3 -8,125 9,722 W4 -12,698 9,722 ws -12,698 15,363 ) I 5 W6 -17,717 15,363 I 3 • I W7 -17,717 19,761 we -21,494 19,761 W9 -21,494 22,916 Wl0 -24,028 22,916 Wll -24,028 24,828 W12 -25,319 24,828 W12 -25,319 24,828 W11 -24,028 24,828 Wl0 -24,028 22,916 5 W9 -21,494 22,916 I we -21,494 19,761 W7 -17,717 19,761 S W6 -17,717 15,363 - W5 -12,698 15,363 W4 -12,698 9,722 W3 -8, 125 9, 72-2 ILTED END STRUT I V1S -8,373 W2 -8 ,373· I 5 SE SQ END Vl END PNL V2 INTERIOR 9,722 -0 -----STD TC COMPRESSION= -30,044.02 475 3,692 3,332 2,984 2,636 2,288 1,940 1,592 1,244 896 548 -549 -897 -1,245 -1 ,-593 -1,941 -2,289 -2,637 -2,985 -3,333 -3,692 475 -4,168 VERTICALS 4,458 475 1,098 MAX I~ INT TC PANEL LENGTH= 24.00 MAX -536 -4,568 5,138 -4,671 4,205 -3,738 3,272 -2,805 2,339 -1,872 1,494 1,494 -1,872 2,339 -2,805 3,272 -3,738 4,205 -4,671 5,138 -4,568 -536 10,475 1.127 -1.089 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.34<1 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.089 -1.127 -2.243 30.30 29.28 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 29.28 30.30 60.32 -4,458 1.000 26.88 -536 1.127 30.30 -1,098 1.000 26.88 BC TENSION= 24,828.88 INT BC PANEL LENGTH= 3-6 4-8 5-7 7~ 7 9-7 11-7 13-7 15-7 17-7 19-7 21-7 23-7 25-7 27-7 29-7 31-7 33-7 35-7 37-7 39-7 41-7 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 43-9 1/4 42-7 1/4 48.00 .RESS ANALYSIS: 28K232/128 J3 l'-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA 5-12-97 SE LENGTH WORKING LENGTH 7-3 1/4 46-11 1/4 I · PANLS LE= 4-8 DEPTH 28 EFF DEPTH 26.882 RE= 4-8 RE= 3-6 I. PANELS LE= RST HALF LE= .RST DIAG LE= 3-6 0-11 5/8 5-7 5/8 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= -0-l 1 5/8 RE= 5-7 5/8 LE= 28.000 IL TIPLE LOADING: CENTERLINE= 28.000 RE= 28.000 I I/IIFORM TC LOAD= -207 .UNIFORM BC LOAD= 0 .TE: UNIFORM LOAD IS NET UPLIFT .L LOADS SHOWN REDUCED BY 25% ~ACTIONS R1= -3,643.52 R2= -3,643.52 MIN SHR= I MEM -~~-;------;~ ~TRESS :~~~~SIS-~~~-;----~;~ 910.88 WEB L 60.32 W2 6,799 0 -3,384 -7,595 2.243 I L TED END STRUT V1S 6,578 O -424 ? W3 6,578 -7,858 -2,960 W4 10,214 -7,858 -2,639 W5 10,214 -12,293 -2,328 W6 14,095 -12,293 -2,018 ) I W7 14,095 -15,620 -1,707 W8 16,867 -15,620 -1,397 W9 16,867 -17,837 -1,086 ":) WlO 18,530 -17,837 -776 I Wll ·18,530 -18,946 -465 W12 19,085 -18,946 -155 .2 W12 19,085 -18,946 155 • Wll 18,530 -18,946 465 WlO 18,530 -17,837 776 W9 16,867 -17,837 1,086 I W8 16,867 -15,620 1,397 W7 14,095 -15,620 1,707 W6 14,095 -12,293 2,018 , W5 10,214 -12,293 2,328 I W4 10,214 -7,858 2,639 W3 6,578 -7,858 2,960 ILTED END STRUT I I AX rx I VlS 6,799 W2 6,799 SE SQ END Vl END PNL V2 INTERIOR TC COMPRESSION= -7,858 0 -----STD -424 3,384 VERTICALS 3,643 -424 -310 0.00 MAX INT TC PANEL LENGTH= 24.00 MAX 478 3,225 -3,538 3,121 -2,705 2,289 -1,873 1,456 -1,221 1,221 -1,221 -1,221 1,221 -1,221 1,456 -1,873 2,289 -2,705 3,121 -3,538 3,225 478 -7,595 1.127 -1.089 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.089 -1.127 -2.243 30.30 29.28 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 29.28 30.30 60.32 -3,643 1.000 26.88 478 1.127 30.30 310 1.000 26.88 BC TENSION= 0.00 INT BC PANEL LENGTH= TL= -7,287.05 PP DISTANCE o-2 3-6 4-8 5-7 5/8 7-7 5/8 9-7 5/8 11-7 5/8 13-7 5/8 15-7 5/8 17-7 5/8 19-7 5/8 21-7 5/8 23-7 5/8 25-7 5/8 27-7 5/8 29-7 5/8 31-7 5/8 33-7 5/8 35-7 5/8 37-7 5/8 39-7 5/8 41-7 5/8 43-9 1/4 42-7 1/4 48.00 I l{K232/128 J3 '-0202 .SMAC CARLSBAD IM -------MULTIPLE ANALYSIS SUMMARY TC TEN TC COM 6,799 -13,098 ) 6,578 -12,850 1~ 10,214 -17,423 ~ 10,214 -17,423 ; 14,0~5 ·-23 ,623 I 14,095 -23,623 16,867 -28,659 3 16,867 -28,659 1; 18,530 -32,037 18,530 -32,037 19,085 -33,758 ) 19,085 -33,758 I 18,530 -32,037 18,530 -32,037 5 16,867 -28,659 I 16,867 -28,659 14,095 -23,623 3 14,095 -23,623 -10,214 -17,423 10,214 -17,423 6,578 -12,850 > 6,799 -13,098 I 0 0 0 0 s 0 0 lxrMUM UNIFORM LOAD: I I I I I I I I BC TEN BC COM 0 0 12,963 -7,858 12,963 -7,858 20,484 -12,293 20i484 -12,293 26,348 -15,620 26,348 -15,620 30,555 -17,837 30,555 -17,837 33,105 -18,946 33,105 -18,946 33,105 -18,946 33,105 -18,946 30,555 -17,837 30,555 -17,837 26,348 -15,620 26,348 -15,620 20,484 -12,293 20,484 -12,293 12,963 -7,858 12,963 -7,858 0 -o 0 0 0 0 0 0 TOP CHORD= 232 RUN ON 5-12-97 CA JAA ------- WEB TEN WEB COM 13,593 -7,595 3,225 -5,909 6,627 -3,538 3,121 -6,005 5,383 -2,705 2,289 -4,761 4,139 -1,873 1,456 -3,517 2,895 -1,221 1,221 -2,273 1,992 -1,221 1, 9.92 -1,221 1,221 -2,273 2,895 -1,221 1,456 -3,517 4,139 -1,873 2,289 -4,761 5,383 -2,705 3,121 -6,005 6,627 -3,538 3,225 -5,909 13,593 -7,595 • 0 -5,944 478 -715 310 -1,464 I tK232/128 J3 -0202 SMAC CARLSBAD CA IM -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM 1 6,799 -13,098 -6,578 -12,850 10,214 -17,423 10,214 -17,423 5 14,095 -23,623 t 14,095 -23,623 16,867 -28,659 8 16,867 -28,659 ~ 18,530 -32,037 18,530 -32,037 19,085 -33,758 I 0 0 0 0 0 0 rXIMUM UNIFORM LOAD: I I I I I I I I I I I BC TEN BC COM WEB TEN 0 -o 13,593 12,963 -7,858 3,225 12,963 -7,858 6,627 20,484 -12,293 3,121 20.,484 -12,293 5,383 26,348 -15,620 2,289 26,348 -15,620 4,139 30,555 -17,837 1,456 30,555 -17,837 2,895 33,105 -18,946 1,221 33,105 -18,946 1,992 0 0 0 0 0 478 0 0 310 TOP CHORD= 232 RUN ON 5-12-97 JAA WEB COM -7,595 -5,909 -2.~38 -6,005 -2,705 -4,761 -1,873 -3,517 -1,221 -2,273 -1,221 -5,944 -715 -1,464 I l ternatioal Structural Products MBER SIZES: 28K232/128 J3 El Paso , Texas -0202 SMAC l,~DING LOAD = = = 50,000.000 0.000 28.000 ITSIDE DEPTH = 21 EA= 0.5520 y(x) = 0.5530 = 24 . . .. CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1.2233 Rz JAA 30,000.000 33,758.699 26.882 = 0.3960 . IEA = 0.6730 Rx = 0.6190 = 0.5650 Sl = 0.4566 TUAL EFF DEPTH= 26.882 'Rz = 0.3940 Ryy = 1.2319 Ss = 0.1797 Qs = 0.9808 'GAP BETWEEN CHORD= 1.000 IRRECTED LOAD TC= 33,758.699 Rx= 38.772 USING L = 24.00 Rz = 30.456 USING L = 12.00 = 25,555.0 USING L/R= 38.77 IX LOAD (FILLERS)= 34,741.02 LLER PANELS REQD = 6 BC = 33,105.176 L/Ryy= 29.223 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 99,336.75 Cm= 0.00000 MAX LOAD NO FILLER= 30,216.75 MIN WELD LEN 2X = 0.375 I (fa/Fa) STRESS = = 0.98144 USING TC= 24 = 2 X 2 X .176 29,986.57307 USING BC= 21 = 2 X 2 X .143 IORD WT = l,D PANEL ALLOWABLE D PANEL CHECK = IAL LOAD = = I PANEL PT == ·NEL PT= 17,739.4 399.728 CHORD WT/FT = END PANEL CHECK W= 232 FORCES REDUCED 10 % LEFT END LENGTH 13,098.72 AXIAL STRESS fa 12,870.12 F'e 8,007.88 fb MID-PANEL 0.918 fa/Fa = MID PANEL= 0.8897 NO FILLERS IRsT PANEL CHECK= LEFT END LENGTH IAL LOAD = 12,851~00 AXIAL STRESS fa I PANEL PT = 21,529.33 F'e = 8,007.88 fb MID-PANEL = 0.956 fa/Fa = 1NEL PT= 17,555.4 MID PANEL= 0.4483 NO FILLERS ITTOM CHORD L/Rz= 121.212 TC OAL/Ryy = ,X BRIDGING CHECK TC= 14.88' BC= 24.46' 8.454 = 40.00 = 9,731.59 = 35,761.23 = 2,804.13 0.756 L/R=101.52 = 25.63 = 9,547.54 -87,137.42 = ' 134 .02 0.443 L/R= 65.03 457.219 IMENT OF INERTIA= 439.2 LL 360= 158.6 LL 240= 238.0 TENSION STRESS= 14,179.34 COMPRESSION CENTER I COMPRESSION ACTUAL= 18,946.79 ALLOW= 11,333.1 NO FILLER , COMPRESSION ACTUAL= 18;946.79 ALLOW= 20,390.9 FILLER I ****************BC FILLERS REQD**************** ~X BC BROG DIST= a-7 7/8 FOR l/ryy BC COMP CHECK Ix BRDG BC 1/ryy of 200 = 20.39 I RUN ON 5-12-97 I 1B DESIGN: 28K232/128 J3 -0202 SMAC RUN ON 5-12-97 CARLSBAD CA JAA I TC= 24 = 2 X 2 X .176 BC= 21 = 2 X 2 X .143 ------WEB DESIGN ------ IMBER sz QTY ACTUAL T W2 1G 2 B 13,593 _ W3 lE 1 3,225 ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 21,543 7,595 7,926 6.7 .138 1 1/2 X 1 1/2 X .138 10,877 5,909 6,152 3.2 .125 1 1/2 X 1 1/2 X .125 3 W4 lC t-6,627 I ws 20 1 3,121 W6 lC 1 5,383 9,?77 3,538 4,177 4.0 .113 1 1/2 X 1 1/2 X .113 14,665' 6,005 8,244 3.3 .125 2 X 2 X .125 9,877 2,705 4,177 3.3 .113 1 1/2 X 1 1/2 X .113 :, W7 1G 1 2,289 11,968' 4,761 5,008 2.4 .138 1 1/2 X 1 1/2 X .138 I W8 15 1 4,139 W9 lC 1 1,456 1 WlO 15 1 2,895 7,908 1,873 2,320 2.6 .109 1 1/4 X 1 1/4 X .109 9,877 3,517 4,177 2.1 .113 1 1/2 X 1 1/2 X .113 7,908 1,221 2,320 2.0 .109 1 1/4 X 1 1/4 X .109 I Wll 15 1 1,221 W12 15 1 1,992 7,908 2,273 2,320 2.0 .109 1 1/4 X 1 1/4 X .109 7,908 1,221 2,320 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTICALS 2 SE 10 2 B 0 12,483 5,944 8,062 3.7 .109 1 X 1 X .109 I Vl 10 1 478 V2 10 1 310 5,617 884 1,467 2.0 .029 1 X 1 X .109 6,241 1,632 2,072 2.0 .054 1 X 1 X .109 I I I I I I I I I I I I I I I I I I I I I I I I I -fa/F'e)*Q*Fb)) /.09= I I I I I JOB NUMBER: 97-202 JOB NAME: SMAC LOCATION: CARLSBAD.CA "AXIAL LOAD AND BENDING". END PANEL Leg= Thickness= Fy= Gap= K= Length= Gravity Axial L:oad = Lateral axial load = W= . Bearing Depth = Radue.= Panel point <= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= 2.000 in. 0.176 in. 50.000 ksi 1.000 in 1.000 40.000 in 13,098.72 lbs. 6,300.00 lbs. 232.00 lbs.I ft. 3.00 in . 1.00 No filler 30,000.00 psi 11,963.14 OK 1.00 0.64 OK BENDING JOIST NAME: 281<2321128 MARK: J3 A= Ix= rx = lz= rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= Kl/rz = Cc= Fa= F'e = Cm= ONE ANGLE 0.673 in•2 0.258 in•4 0.619 in 0.105 in•4 0.394 in 0.565 in 0.981 1.50 in 13,316.67 lbs-in. 11,625.00 lbs-in. 4,865.79 psi 5,901.03 psi 5,151.40 psi 30,000.00 psi 101.42 108.04 14,323.08 psi 14,517.56 psi 0.90 At= ltx = rtx = Panel P. Stx = Mid Panel Stx = With filler KUrx = Cc= Fa= F'e = Cm= Panel point <= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= + Cm*fb/((1-fa/F'e)*Q*Fb) ) /.09= Page 1 3-Jul-97 PROPERTIES: 2.692 in•2 3.385 in•4 1.121 in 2.257 in•3 2.257 in"3 SEE NEXT PAGE: 35.67 108.04 25.962.26 psi 117,358.56 psi 0.99 30,000.00 psi 11,963.14 OK 1.00 0.41 OK I I I I I I I I I I I I I I I I I I I ISP INC Shape: Shape: L L u 2.000 u 2,000 H 2.000 H 2,000 T 0.1.76 T 0.1.76 X ·o.ooo X 1..000 V 3.000 V 3.000 cc 1.80,00 cc 270,00 A 0.673 A 0.673 Vbar -0.565 Vbar -0.565 Xbar -0.565 Xbar 0.565 Ix 0.258 Ix 0.258 Iy 0.258 Iy 0.-258 Rx 0.61.9 Rx 0.6.19 Ry 0.61.9 Ry 0.6.19 Rz 0,394 Rz 0,394 e 225.00 e 3.15.00 u I ~ July 3, 1997 s u H T X hape: L 2.000 2,000 0.1.76 .. -0.1.76 V 0,000 cc 90.000 A 0.673 Vbar 0,565 bar -0.565 X 0,258 y 0.258 X 0,61.9 y o. 6.19 z 0,394 X I I R R R e 1.35.00 Shape: L U 2.000 H 2.000 T 0 • .176 X 1. . .176 V 0.000 cc o. 000 A Vbar Xbar Ix Iy Rx Ry Rz e 0.673 0.565 0,565 0.258 0.258 0.61.9 0.6.19 0.394 45,000 I -------------------_._ ___ -~-----"------------------------------· I i--..... ..I I A 2.692 Wgt 9.153 Vbar 1.500 Xbar 0.500 Ix 3.385 Iy 4.631 Iw 4.631 Iz 3.385 Ixy 0.000 Rx 1.12.1 Ry• 1,312 Rz l.. l.21 e 0.000 n I TRESS ANALYSIS: 28K232/128 J4 7-0202 SMAC IASE LENGTH WORKING LENGTH I.S.P. I MEXAM, INC CARLSBAD CA RUN ON JAA 5-12-97 46-7 3/4 46-3 3/4 I 4-8 3-6 DEPTH 28 EFF DEPTH 27.02 RE= 4-8 RE= 3-6 C PANLS LE= ·' PANELS LE= fRsr HALF LE= IRST DIAG LE= 0-7 7/8 5-3 7/8 10 BC PANELS AT 4-0 ENO STRUT TILTED SPECIAL 1ST COMP RE= •O-7 7/8 RE= 5-3 7/8 . LE= 28.000 CENTERLINE= 28.000 RE= 28.000 IJLTIPLE LOADING: I J' LOAD OF 1,000 Ls·s AT PANEL PT 12 l LOAD OF 480 LBS AT PANEL PT 12 TRA SHEAR ADDED TO EACH WEB= 500 23.32'LE 23.32'LE NIFORM TCtLOAO= 292 UNIFORM BC LOAD= 0 23.32'RE 23.32'RE ' ACTIONS R1= +7,501.63 R2= +7,501.63 MIN SHR= 1,875.41 . -------------STRESS ANALYSIS------------- ) MEM TC F BC F SHEAR WEB F CSC WEB L 60.38 I W2 -14,019 0 7,014 16,794 2.234 LTED END STRUT V1S -13,629 0 752 I 5 I 9 ~ I 5 .I g ~ W3 -13,629 15,454 6,262 W4 -20,521 15,454 5,704 W5 -20,521 25,068 5,120 W6 -29,097 25,068 4,536 W7 -29,097 32,608 3,952 W8 -35,599 32,608 3,368 W9 -35,599 38,072 2,784 W10 -40,026 38,072 2,200 W11 -40,026 41,461 1,616 W12 -42,378 41,461 1,032 W12 -42,378 41,461 -1,032 W11 -40,026 41,461 -1,616 W10 -40,026 38,072 -2,200 W9 -35,599 38,072 -2,784 W8 -35,599 32,608 -3,368 W7 -29,097 32,608 -3,952 W6 -29,097 25,068 -4i536 W5 -20,521 25,068 -5,120 W4 -20,521 15,454 -5,704 W3 -13,629 15,454 -6,262 ILTED END STRUT VlS -14,019 15,454 752 W2 -14,019 -0 -7,014 I -----STD VERTICALS SE SQ END Vl END PNL V2 INTERIOR TC COMPRESSION= -42,378.63 7,501 752 2,064 MAX MAX INT TC PANEL LENGTH= 24.00 -847 -7,043 8,297 -7,516 6,735 -5,954 5,173 -4,392 3,611 -2,830 2,508 2,508 -2,830 3,611 -4,392 5,173 -5,954 6,735 -7,516 8,297 -7,043 -847 16,794 1.126 -1.041 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.331 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.041 -1.126 -2.234 30.43 28 .14 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36 .13 36 .13 36 .13 36 .13 36 .13 36 .13 36.13 36 .13 36 .13 28 .14 30.43 60.38 -7,501 1.000 27.02 -847 1.126 30.43 -2,064 1.000 27.02 BC TENSION= 41,461.98 INT BC PANEL LENGTH= TL= 15,003.25 PP DISTANCE o-2 3-6 4-8 5-3 7/8 7-3 7/8 9-3 7/8 11-3 7/8 1;3-3 7/8 15-3 7/8 17-3 7/8 19-3 7/8 21-3 7/8 23-3 7/8 25-3 7/8 27-3 7/8 29-3 7/8 31-3 7/8 33-3 7/8 35-3 7/8 37-3 7/8 39-3 7/8 41-3 7/8 43-1 3/4 41-11 3/4 48.00 ITRESS ANALYSIS: 28K232/128 J4 17-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA SE LENGTH WORKING LENGTH DEPTH 28 46-7 3/4 46-3 3/4 I : PANLS LE= I, PANELS LE= RST HALF LE= i.RST DIAG LE= 4-8 3-6 o-7 7/8 5-3 7/8 . IPTHS LE= 28.000 JLTIPLE LOADING: I 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP .. CENTERLINE= 28.000 EFF DEPTH 27.02 RE= 4-8 RE= 3-6 RE= •0-: 7 7/8 RE= 5-3 7/8 RE= 28.000 J LOAD OF 1,000 Ls·s. AT PANEL PT 12 23 .32 'LE 23 .32 'RE' l LOAD OF 480 LBS AT PANEL PT 12 23.32'LE 23.32'RE DITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ODITIONAL CHORD LOADS ARE ONLY ADDEO TO SUMMARY -NOT STRESS ANALYSIS I DITIONAL TOP CHORD LOAD : 6300 TRA SHEAR ADDED TO EACH WEB= 500 ~IFORM TC LOAD= 292 UNIFORM BC LOAD= 0 5-12-97 IL LOADS SHOWN REDUCED BY 25% ACTIONS Rl= +5,626.22 R2= +5,626.22 MIN SHR= -------------STRESS ANALYSIS------------- 1,406.55 TL= 11,252.44 ' MEM TC F BC F SHEAR W2 -10,514 0 5,261 WEB F 12,874 csc 2.234 WEB L 60.38 PP DISTANCE 0-2 [LTED END STRUT I 4 -i 1 I 4 I 7 t V1S -10,222 W3 -10,222 W4 -15,390 W5 -15,390 W6 -21,823 l-J7 -21 , 823 we -26,699 W9 -26,699 Wl0 -30,019 W11 -30,019 W12 -31,783 W12 -31,783 Wll -30,019 W10 -30,019 W9 -26,699 W8 -26,699 W7 -21,823 W6 -21,823 W5 -15,390 W4. -15,390 1 W3 -10,222 ' LTED ENO STRUT V1S -10,514 2 W2 -10,514 SE SQ END Vl END PNL V2 INTERIOR 0 11,590 11,590 18,801 18,801 24,456 24,456 28,554 28,554 31,096 31,096 31,096 31,096 28,554 28,554 24,456 24,456 18,801 18,801 11,590 11,590 564 4,696 4,277 3,839 3,401 2,963 2,525 2,087 1,649 1,211 773 -774 -1,212 -1;650 -2,088 -2,526 -2,964 -3,402 -3,840 -4,278 -4,696 11,590 564 -o -5,261 -----STD VERTICALS 5,626 564 TC COMPRESSION= -36,508.97 1,548 MAX MAX INT TC PANEL LENGTH= 24.00 -635 -5,412 6,390 -5,804 5,218 -4,633 4,047 -3,461 2,875 -2,289 1,881 1,881 -2,289 2,875 -3,461 4,047 -4,633 5,218 -5,804 6,390 -5,412 -635 12,874 1.126 -1.041 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.041 -1.126 -2.234 30.43 28.14 36 .13 36 .13 36 .13 36 .13 36 .13 36.13 36 .13 36.13 36 .13 36 .13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 28 .14 30.43 60.38 -5,626 1.000 27.02 -635 1.126 30.43 -1,548 1.000 27.02 BC TENSION= 31,096.48 INT BC PANEL LENGTH= 3-6 4-8 5-3 7-3 9-3 11-3 13-3 15-3 17-3 19-3 21-3 23-3 25-3 27-3 29-3 31-3 33-3 35-3 37-3 39-3 41-3 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 43-1 3/4 41-11 3/4 48.00 .RESS ANALYSIS: 28K232/128 J4 7-0202 SMAC lsE LENGTH WORKING LENGTH I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA 5-12-97 46-7 3/4 46-3 3/4 I :: PANLS LE= : PANELS LE= 4-8 3-6 DEPTH 28 EFF DEPTH 27 .02 RE= 4-8 RE= 3-6 l:RST HALF LE= ..:RST OIAG LE= 0-7 7/8 5-3 7/8 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= -'0-: 7 7 /8 RE= 5-3 7/8 .. IPTHS LE= 28.000 ULTIPLE LOADING: CENTERLINE= 28.000 RE= 28.000 I l~IFORM TC LOAD= -207 UNIFORM BC LOAD= 0 TE: UNIFORM LOAD IS NET UPLIFT _L LOADS SHOWN REDUCED BY 25% EACTIONS Rl= -3,595.01 R2= -3,595.01 MIN SHR= 898.75 WEB L 60.38 I MEM -~~-;------;~ ~TRESS :~~~~SIS -~~;-F----~;~ 1 W2 6,667 0 -3,336 -7,455 2.234 • L TED END STRUT V1S 6,460 0 -400 _ W3 6,460 -7,315 -2,936 3 W4 9,660 -7,315 -2,639 I W5 9,660 -11,728 -2,328 W6 13,521 -11,728 -2,018 $ W7 13,521 -15,038 -1,707 I W8 16,279 -15,038 -1,397 W9 16,279 -17,244 -1,086 9 WlO 17,934 -17,244 -776 • Wll 17,934 -18,347 -465 W12 18,485 -18,347 -155 _ W12 18,485 -18,347 155 3 W11 17,934 -18,347 465 I W10 17,934 -17,244 776 W9 16,279 -17,244 1,086 6 we 16,279 -15,038 1,397 W7 13,521 -15,038 1,707 W6 13,521 -11,728 2,018 I 9 W5 9,660 -11,728 2,328 • W4 9,660 -7,315 2,639 W3 6,460 -7,315 2,936 LTED END STRUT I 3 I AX fx I VlS 6,667 W2 6,667 SE SQ ENO Vl END PNL V2 INTERIOR TC COMPRESSION= -7,315 -400 0 3,336 -----STD VERTICALS 3,595 -400 -310 0.00 MAX INT TC PANEL LENGTH= 24.00 MAX 450 3,058 -3,530 3,114 -2,699 2,284 -1,868 1,453 -1,202 1,202 -1,202 -1,202 1,202 -1,202 1,453 -1,868 2,284 -2,699 3,114 -3,530 3,058 450 -7,455 1.126 -1.041 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.041 -1.126 -2.234 30.43 28 .14 36 .13 4 36 .13 36 .13 36.13 36 .13 36.13 36 .13 36 .13 36 .13 36.13 36 .13 36.13 36 .13 36 .13 36 .13 36.13 36 .13 36.13 28 .14 30.43 60.38 -3,595 1.000 27.02 450 1.126 30.43 310 1.000 27.02 BC TENSION= 0.00 INT BC PANEL LENGTH= TL= -7,190.02 PP DISTANCE o-2 3-6 4-8 5-3 7/8 7-3 7/8 9-3 7/8 11-3 7/8 13-3 7/8 15-3 7/8 17-3 7/8 19-3 7/8 21-3 7/8 23-3 7/8 25-3 7/8 27-3 7/8 29-3 7/8 31-3 7/8 33-3 7/8 35-3 7/8 37-3 7/8 39-3 7/8 41-3 7/8 43-1 3/4 41-11 3/4 48.00 I tK232/128 J4 -0202 SMAC CARLSBAD IM -------MULTIPLE ANALYSIS SUMMARY TC TEN TC COM BC TEN BC COM 1 6,667 -15,239 0 0 ;:> 6,460 -14,947 15,454 -7,315 I: 9,660 -20,521 15,454 -7,315 9,660 -20,521 25,068 -11,728 s 13,5?1 -29,097 25_,068 -11,728 I 13,521 -29,097 32,608 ...:15 ,038 16,279 -35,599 32,608 -15,038 8 16,279 -35,599 38,072 -17,244 -17,934 -40,026 38,072 -17,244 17,934 -40,026 41,461 -18,347 18,485 -42,378 41,461 -18,347 t 18,485 -42,378 41,461 -18,347 17,934 -40,026 41,461 -18,347 17,934 -40,026 38,072 -17,244 5 16,279 -35,599 38,072 -17,244 I 16,279 -35,599 32,608 -15,038 13,521 -29,097 32,608 -15,038 3 13,521 -29,097 25,068 -11,728 I 9,660 -20,521 25,068 -11,728 9,660 -20,521 15,454 -7,315 6,460 -14,947 15,454 -7,315 2 6,667 -15,239 0 -o I 0 0 0 0 0 0 0 0 5 0 0 0 0 lxrMUM UNIFORM LOAD: TOP CHORD= 292 I I I I I I I I RUN ON 5-12-97 CA ·JAA ------- WEB TEN WEB COM 16,794 -7,455 3,058 -7,043 8,297 -3,530 3,114 -7,516 6,735 -2,699 2,284 -5,954 5,173 -1,868 1,453 -4,392 3,611 -1,202 1,202 -2,830 2,508 -1,202 2,508 -1 , 202 1,202 -2,830 3,611 -1,202 1,453 -4,392 5,173 -1,868 2,284 -5,954 6,735 -2,699 3,114 -7,516 8,297 -3,530 3,058 -7,043 16,794 -7,455 0 -7,501 450 -847 310 -2,064 I tK232/128 J4 7-0202 SMAC CARLSBAD CA lM -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM BC TEN BC COM WEB TEN 1 6,667 -15,239 0 -o 16,794 1; 6,460 -14,947 15,454 -7,315 3,058 9,660 -20,521 15,454 -7,315 8,297 4 9,660 -20,521 25,068 -11,728 3,114 5 13,521 -29,097 25.,068 -11,728 6,735 I~ 13,521 -29,097 32,608 -15,038 2,284 16,279 -35,599 32,608 -15,038 5,173 B 16,279 -35,599 38,072 -17,244 1,453 ' 17,934 -40,026 38,072 -17,244 3,611 17,934 -40,026 41,461 -18,347 1,202 1 18,485 -42,378 41,461 -18,347 2,508 t 0 0 0 0 0 0 0 0 0 450 0 0 0 0 310 rXIMUM UNIFORM LOAD: TOP CHORD= 292 I I I I I I I I I I I RUN ON 5-12-97 JAA WEB COM -7,455 -7,043 -3,530 -7,516 -2,699 -5,954 -1,868 -4,392 -1,202 -2,830 -1,202 -7,501 -847 -2,064 I fternatioal Structural Products El Paso , Texas ~MBER SIZES: 28K232/128 J4 17-0202 SMAC = 50,000.000 :NOING LOAD = 0.000 = 28.000 ITSIDE DEPTH = 25 ~EA= 0.7150 y(x) = 0.5690 ' = 28 · CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1.2341 Rz JAA 30,000.000 42,378.637 27.020 = 0.3940 fEA = 0.8740 Rx = 0.6110 = 0.5850 Sl = 0.5589 :TUAL EFF DEPTH= 26.846 l:JRRECTED LOAD TC= 42,~53.310 .,Rx= 39.279 USING L = 24.00 IRz = 30.612 USING L = .12.00 • = 25,932.7 USING L/R= 39.27 X LOAD (FILLERS)= 45,783.68 LLER PANELS REQD = 6 Rz = 0.3920 Ryy = 1.2455 Ss = 0.2310 Os = 1.0000 GAP BETWEEN CHORD= 1.000 BC = 41,730.714 L/Ryy= 28.903 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 96,785.67 Cm= 0.00000 MAX LOAD NO FILLER= 39,736.33 MIN WELD LEN 2X = 0.375 I (fa/Fa) = 0.94094 USING TC= 28 = 2 X 2 X .232 STRESS = 29,182.31814 USING BC= 25 = 2 X 2 X .187 = 511.650 CHORD WT/FT END PANEL CHECK W= 292 itD PANEL ALLOWABLE FORCES REDUCED 10 % W,D PANEL CHECK = LEFT END LENGTH XIAL LOAD = 15,338.42 AXIAL STRESS fa a = 12,807.12 F'e = I PANEL PT =-7,769.44 fb MIO-PANEL 0.924 fa/Fa = ~NEL PT= 16,544.2 MID PANEL= 0.8176 NO FILLERS lrTOM CHORD L/Rz= 121.827 TC OAL/Ryy = AX BRIDGING CHECK TC= 15.05' BC= 24.68' = = = = 10.967 40.00 8,774.84 34,842.84 2,895.29 0.685 L/R=102.04 446.192 .,MENT OF INERTIA= 568.0 LL 360= 213.6 LL 240~ 320.4 ~ TENSION STRESS= 10,643.83 C COMPRESSION CENTER 9:: COMPRESSION ACTUAL= 18,466.63 ALLOW= 14,531.7 NO FILLER II:: COMPRESSION ACTUAL= 18,466.63 ALLOW= 28,082.9 FILLER I LLOW I I I I ****************BC FILLERS REQD**************** BC COMP LOAD= 24,261.62 @ l/ryy BROG SPACE= 9-3 7/8 RUN ON 5-12-97 I Is DESIGN: 28K232/128 -0202 SMAC I 1!'1BER W2 !. W3 I W4 W5 W6 :, I ~ I ? I I I I I I I I I I I I W7 we 1../9 W10 Wll (..J12 SE Vl V2 sz 1G 1G 1G 20 lC 20 15 lE 15 lC 15 10 10 15 TC= 28 QTY ACTUAL T 2 8 16,794 1 3,058 :1. 8,297 1 3,114 1 6,735 1 2,284 1 5,173 1 1,453 1 3,611 1 1,202 1 2,508 2 B 0 1 450 1 310 J4 RUN ON 5-12-97 CARLSBAD CA JAA = 2 X 2 X .232 BC= 25 = 2 X 2 X .187 ------WEB DESIGN ------ ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 21,543 7,455 7,888 8.2 .138 .1 1/2 X 1 1/2 X .138 11,968 7,043 7,141 3.5 .138 1 1/2 X 1 1/2 X .138 11,968 3,530 4,966 4.1 .138 1 1/2 X 1 1/2 X .138 14,665 7,516 8,220 4.1 .125 2 X 2 X .125 9,877 2,699 4,145 4.1 .113 1 1/2 X 1 1/2 X .113 14,665 5,954 8,220 3.3 .125 2 X 2 X .125 7,908 1,868 2,300 3.2 .109 1 1/4 X 1 1/4 X .109 10,877 4,392 4,544 2.4 .125 1 1/2 X 1 1/2 X .125 . 7,908 1,202 2,300 2.3 .109 1 1/4 X 1 1/4 X .109 9,877 2,830 4,145 2.0 .113 1 1/2 X 1 1/2 X .113 7,908 1,202 2,300 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTICALS 12,483 7,501 8,020 4.7 .109 1 X 1 X .109 5,617 1,061 1,451 2.0 .035 1 X 1 X .109 7,908 2,277 3,984 2.0 .076 1 1/4 X 1 1/4 X .109 I I I I I I I I I I I I I I -fa/F'e)*Q*Fb)) /.09= I I I I I JOB NUMBER: 97-202 JOB NAME: SMAC LOCATION: CARLSBAD.CA "AXIAL LOAD AND BENDING", END PANEL Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Radue.= Panel point <= 0.6 Fy = ( fa + fb ) / 0,9= Mid panel<=- 2.000 in. 0.232 in. 50.000 ksi 1.000 in 1.000 40.000 in 15,338.42 lbs. 6,300.00 lbs. 292.00 lbs./ ft. 3.00 in. 1.00 No filler 30,000.00 psi 10,510.44 OK 1.00 0.55 OK BENDING JOIST NAME: 281<2321128 MARK: J4 A= Ix= rx = lz= rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = KVrz= Cc= Fa= F'e= Cm= ONE ANGLE 0.874 in•2 0.327 in•4 0.611 in 0.134 in•4 0.392 in 0.585 in 1.000 1.50 in 14,316.67 lbs-in. 12,187.50 lbs-in. 4,386.17 psi 5,073.23 psi 4,318.75 psi 30,000.00 psi 102.10 107.00 14,216.89 psi 14,325.95 psi 0.91 At= ltx = rtx = Panel P. Stx = Mid Papal Stx = With filler Kl/rx= Cc= Fa= F'e = Cm= Panel point<= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= + Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= Page 1 3-Jul-97 PROPERTIES: 3.497 in•2 4.233 in•4 1.100 in 2.822 in•a 2.822 in•3 SEE NEXT PAGE: 36.36 107.00 26,332.50 psi 112,975.38 psi 0.99 30,ooo.oo psi 10,510.44 OK 1.00 0.35 OK I I I I I I I I I I I I I I I I I I I ISP INC Shape: L U 2.000 H 2.000 T 0,232 x tl.ooo V 3.000 cc .180. 00 A 0.8?4 Vbar -0.585 Xbar -0.585 Ix 0.32? Iy 0.32? Rx O. 6.11 Ry 0.611 Rz O. 392 e 225.oo I Shape: L U 2.000 H 2.000 T O. 232 X 1,000 V 3.000 cc 2?0. 00 A 0.8?4 Vbar-0.585 Xbar 0.585 Ix 0.32? Iy 0.32? Rx O. 611 Ry . 0.611 Rz 0.392 e 315.oo 0 - July 3, 1997 Shape: L u 2.000 H 2.000 T 0.232 X .. -0.232 V o·.ooo cc 90,000 A 0.8?4 Vbar 0.585 Xbar -0.585 Ix 0.32? Iy 0,32? Rx 0.611 Ry 0.611 Rz 0.392 e 135.00 - Shape: L U 2.000 H 2.000 T 0.232 X .1. 232 V 0.000 cc o. 000 A Vbar Xbar Ix Iy Rx Ry Rz e 0.8?4 0.585 0.585 0.321 0.32? 0.61.1 0.611 0.392 45,000 -f--------1-------~-I - I I n A 3.49? Wgt 1.1. 889 'r'bar 1,500 Xbar 0.500 Ix 4,233 ly 6.399 Iw 6,399 Iz 4,233 Ixy O, 000 Rx .1.100 Ry 1.353 Rz 1.100 8 0.000 I RESS ANALYSIS: 28K232/128 JS SMAC I.S.P. / MEXAM, INC RUN ON 5-12-97 1-0202 ·SE LENGTH ,s-0 3/4 PANLS LE= WORKING LENGTH 44-8 3/4 4-8 CARLSBAD CA JAA DEPTH 28 EFF DEPTH 26.846 RE= 4-8 RE= 3-6 I PANELS LE= RST HALF LE= RST DIAG LE= 3-6 1-10 3/8 6-6 3/8 9 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= 1.-10 3/8 RE= 6-6 3/8 1~THS LE= 28.000 'L TIPLE LOADING: I CENTERLINE= 28.000 I. LOAD OF 1,000 LBS AT PANEL PT 11 LOAD OF 480 LBS AT PANEL PT 11 '.TRA SHEAR ADDED TO EACH WEB= 500 RE= 28.000 22.53'LE 22.53'LE 22.53'RE 22.53'RE IIFORM TC LOAD= 232 UNIFORM BC LOAD= 0 ' ACTIONS Rl= +5,928.58 R2= +5,928.58 MIN SHR= -------------STRESS ANALYSIS------------- 1,482.15 J MEM TC F BC F SHEAR WEB F CSC WEB L 60.30 I W2 -11, 147 0 5,541 13,572 2 .246 LTED END STRUT 30.27 34.94 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 34.94 3 I VlS -10,762 W3 -10,762 W4 -18,538 W5 -18,538 W6 -24,839 W7 -24,839 we -29,481 W9 -29,481 WlO -32,463 W11 -32,463 l Wll -32,463 - WlO -32,463 W9 -29,481 .. , we -29 ,481 W7 -24,839 W6 -24,839 W5 -18,538 I 3 W4 -18,538 I W3 -10,762 LTED END STRUT VlS -11,147 W2 -11,147 SE SQ END Vl END PNL V2 INTERIOR 0 14,766 14,766 21,896 21,896 27,367 27,367 31,179 31 , 179 33,332 33,332 31,179 31,179 27,367 27,367 21,896 21,896 14,766 14,766 14,766 -o -----STD Ix TC COMPRESSION= -32,463.40 738 4,803 4,219 3,755 3,291 2,827 2,363 1,899 1,435 971 -972 -1,436 -1,900 -2,364 -2,828 -3,292 -3, 7.56 -4;220 -4,803 738 -5,541 VERTICALS 5,928 738 463 AX INT TC PANEL LENGTH= 24.00 MAX MAX I I -832 -6,904 6,331 -5,708 5,086 -4,464 3,841 -3,219 2,596 -1,988 -1,988 2,596 -3,219 3,841 -4,464 5,086 -5,708 6,331 -6,90~ -832 13,572 1.127 -1.301 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1. 341' -1.341 1.341 -1.341 1.341 -1.341 1.301 -1.127 -2.246 30.27 60.30 -5,928 1.000 26.84 -832 1.127 30.27 -463 1.000 26.84 BC TENSION= 33,332.35 INT BC PANEL LENGTH= TL= 11,857.17 PP DISTANCE 0-2 3-6 4-8 6-6 3/8 8-6 3/8 10-6 3/8 12-6 3/8 14-6 3/8 16-6 3/8 18-6 3/8 20-6 3/8 22-6 3/8 24-6 3/8 26-6 3/8 28-6 3/8 30-6 3/8 32-6 3/8 34-6 3/8 36-6 3/8 38-6 3/8 41-6 3/4 40-4 3/4 48.00 I .RESS ANALYSIS: 28K232/128 JS 1·-0202 SMAC I.S.P. I MEXAM, INC CARLSBAD CA RUN ON JAA ~SE LENGTH WORKING LENGTH ,5-0 3/4 44-8 3/4 : PANLS LE= 4-8 DEPTH 28 EFF DEPTH 26.846 RE= 4-8 RE= 3-6 I PANELS LE= RST HALF LE= .RST DIAG LE= 3-6 1-10 3/8 6-6 3/8 9 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= '1--10 3/8 RE= 6-6 3/8 l:PTHS LE= 28.000 CENTERLINE= 28.000 RE= 28.000 JL TIPLE LOADING: I I LOAD OF 1,000 LBS AT PANEL PT 11 22.53'LE 22.53'RE LOAD OF 480 LBS AT PANEL PT 11 22.53'LE 22.53'RE )DITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ~DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS i;DITIONAL TOP CHORD LOAD 6300 "<TRA SHEAR ADDED TO EACH WEB= 500 ~IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 IL LOADS SHOWN REDUCED BY 25% ACTIONS Rl= +4,446.44 R2= +4,446.44 MIN SHR= -------------STRESS ANALYSIS------------- 1,111.61 TL= 5-12-97 8,892.87 r MEM W2 TC F BC F SHEAR -8,360 0 4,156 WEB F 10,459 csc 2.246 WEB L 60.30 PP DISTANCE o-2 IL TED END STRUT I + I 7 -I 4 I V15 W3 W4 1.-JS W6 l,J7 W8 W9 WlO l411 Wll WlO W9 i,.J8 W7 W6 7 l../5 1i3 W4 F W3 ILTED ~ND VlS t W2 -8,071 -8,071 -13,903 -13,903 -18,629 -18,629 -22,110 -22,110 -24,347 -24,347 -24,347 -24,347 -22,110 -22,110 -18,629 -18,629 -13,903 -13,903 .-8, 071 STRUT -8,360 -8,360 1 I SE SQ END Vl END PNL V2 INTERIOR 0 11,074 11,074 16,422 16,422 20,525 20,525 23,384 23,384 24,999 24,999 23,384 23,384 20,525 20,525 16,422 16,422 11,074 11,074 553 3,602 3,165 2,817 2,469 2,121 1,773 1,425 1,077 729 -728 -1,076 -1,424 -1,772 -2, 120 -2,468 -2,816 -3, 164 -3,602 11,074 553 0 -4,156 -----STD VERTICALS ,AX TC COMPRESSION= -29,072.~5 4,446 553 347 MAX MAX rx INT TC PANEL LENGTH= 24.00 -624 -5,340 4,916 -4,449 3,982 -3,515 3,048 -2,582 2,115 -1,648 -1,648 2,115 -2,582 3,048 -3,515 3,982 -4,449 4,916 -5,340 -624 10,459 1.127 -1.301 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.34i -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1 .. 341 1.301 -1.127 -2.246 30.27 34.94 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 34.94 30.27 60.30 -4,446 1.000 26.84 -624 1.127 30.27 -347 1.000 26.84 BC TENSION= 24,999.26 INT BC PANEL LENGTH= 3-6 4-8 6-6 8-6 10-6 12-6 14-6 16-6 18-6 20-6 22-6 24-6 26-6 28-6 30-6 32-6 34-6 36-6 38-6 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 41-6 3/4 40-4 3/4 48.00 I -RESS ANALYSIS: 28K232/128 JS •7 -0202 SMAC I.S.P. I MEXAM, INC CARLSBAD CA RUN ON JAA ~SE LENGTH WORKING LENGTH ,5-0 3/4 44-8 3/4 DEPTH 28 : PANLS LE= I PANELS LE= RST HALF LE= :RST DIAG LE= 4-8 3-6 1-10 3/8 6-6 3/8 9 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP LE= 28.000 JL TIPLE LOADING: CENTERLINE= 28.000 I IIFORM TC LOAD= -207 . UNIFORM BC LOAD= 0 TE: UNIFORM LOAD IS NET UPLIFT _L LOADS SHOWN REDUCED BY 25% R2= -3,472.10 MIN SHR= EFF DEPTH 26.846 RE= 4-8 RE= 3-6 RE= >1-.10 3/8 RE= 6-6 3/8 RE= 28.000 868.03 TL= STRESS ANALYSIS ------------- 5-12-97 -6,944.20 'ACTIONS Rl= __ -3,472.10 MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE l W2 6,463 0 -3,213 -7,218 2.246 60.30 0-2 ILTED END STRUT VlS 6,205 0 -494 557 1.127 30.27 3-6 2 W3 6,205 -8,472 -2,719 3,539 -1.301 34 .94 , 4-8 f. W4 10,554 -8,472 -2,328 -3, 123 1.341 36.00 6-6 3/8 W5 10,554 -12,358 -2,018 2,707 -1.341 36.00 8-6 3/8 ::::, W6 13,885 -12,358 -1,707 -2,290 1.341 36.00 10-6 3/8 s W7 13,885 -15,134 -1,397 1,874 -1.341 36.00 12-6 3/8 I W8 16,105 -15,134 -1,086 -1,457 1.341 36.00 14-6 3/8 vJ9 16,105 -16,799 -776 1,164 -1.341 36.00 16-6 3/8 :, WlO 17,216 -16,799 -465 -1,164 1.341 36.00 18-6 3/8 I v111 17,216 -17,355 -155 1,164 -1.341 36.00 20-6 3/8 W11 17,216 -17,355 155 1,164 1.341 36.00 22-6 3/8 2 W10 17,216 -16,799 465 -1,164 -1.341 36.00 24-6 3/8 ' l.J9 16,105 -16,799 776 1,164 1.341 36.00 26-6 3/8 W8 16,105 -15,134 1,086 -1,457 -1.34:( 36.00 28-6 3/8 W7 13,885 -15,134 1,397 1,874 1.341 36.00 30-6 3/8 6 W6 13,885 -12,358 1,707 -2,290 -1.341 36.00 32-6 3/8 I W5 10,554 -12,358 2,018 2,707 1.341 36.00 34-6 3/8 W4 10,554 -8,472 2,328 -3,123 -1.341 36.00 36-6 3/8 9 W3 6,205 -8,472 2~719 3,539 1.301 34.94 38-6 3/8 'LTED END STRUT VlS 6,463 -8,472 -494 557 -1.127 30.27 41-6 3/4 W2 6·,463 -0 3,213 -7,218 -2.246 60.30 40-4 3/4 I; -----STD VERTICALS SE SQ END 3,472 -3,472 1.000 26.84 Vl END PNL -494 557 1.127 30.27 3 V2 INTERIOR -310 310 1.000 26.84 t~ TC COMPRESSION= 0.00 MAX BC TENSION= 0.00 INT TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH= 48.00 I I I l·~K232/128 J5 1-0202 SMAC CARLSBAD l:M -------MULTIPLE ANALYSIS SUMMARY TC TEN TC COM 6,463 -13,085 11 6,205 -12,796 10,554 -18,628 ~ 10,554 -18,628 I 13,885 . -24 ,839 13,885 -24,839 16,105 -29,481 3 16,105 -29,481 1; 17,216 -32,463 17,216 -32,463 17,216 -32,463 I 17,216 -32,463 16,105 -29,481 i 16,105 -29,481 .i 13,885 -24,839 13,885 -24,839 10,554 -18,628 3 10,554 -18,628 1· 6,205 -12,796 6,463 -13,085 1 0 0 I 0 0 0 0 .~XIMUM UNIFORM LOAD: I I I I I I I I BC TEN BC COM 0 0 14,766 -8,472 14,766 -8,472 21,896 -12,358 21,89? -12,358 27,367 -15,134 27,367 -15,134 31,179 -16,799 31,179 -16,799 33,332 -17,355 . 33,332 -17,355 31,179 -16,799 31,179 -16,799 27,367 -15,134 27,367 -15,134 21,896 -12,358 21,896 -12,358 14,766 -8,472 14,766 -8,472 0 -o 0 0 0 0 0 0 TOP CHORD= 232 RUN ON 5-12-97 CA JAA ------- WEB TEN WEB COM 13,572 -7,218 3,539 -6,904 6,331 -3, 123 2,707 -5,708 5,086 -2,290 1,874 -4,464 3,841 -1,457 1,164 -3,219 2,596 -1,164 1,164 -1,988 1,164 -1,988 2,596 -1,164 1,164 -3,219 3,841 -1,457 1,874 -4,464 5,086 -2,290 2,707 -5,708 6,331 -3,123 3.,539 -6,904 13,572 -7,218 0 -5,928 557 -832 .f 310 -463 I l1K232/128 JS 17-0202 SMAC CARLSBAD CA l~M -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM BC TEN BC COM WEB TEN 6,463 -13,085 0 -o 13,572 I; 6,205 -12,796 14,766 -8,472 3,539 ·' 10,554 -18,628 14,766 -8,472 6,331 l 10,554 -18,628 21,896 -12,358 2,707 5 13,885 -24,839 21~896 -12,358 5,086 I 13,885 -24,839 27,367 -15,134 1,874 16,105 -29,481 27,367 -15,134 3,841 3 16,105 -29,481 31,179 -16,799 1,164 I 17,216 -32,463 31,179 -16,799 2,596 17,216 -32,463 33,332 -17,355 1,164 l 0 0 0 0 0 I 0 0 0 0 557 0 0 0 0 310 ~XIMUM UNIFORM LOAD: TOP CHORD= 232 I I I I I I I I I I I I RUN ON 5-12-97 JAA WEB COM -7,218 -6,904 -j, 1,23 -5,708 -2,290 -4,464 -1,457 -3,219 -1,164 -1,988 -5,928 -832 -463 I fternatioal Structural Products :MBER SIZES: 28K232/128 J5 El Paso , Texas l-0202 SMAC I :NDING LOAD. = = = 50,000.000 0.000 28.000 ' TSIDE DEPTH = 21 ~EA= 0.5520 y(x) = 0.5530 ' = 24 - ' EA= 0.6730 Rx = 0.6190 = 0.5650 Sl = 0.4566 :TUAL EFF DEPTH= 26.882 IRRECTED LOAD TC= 32,419.928 Rx= 38.772 USING L = 24.00 1Rz = 30.456 USING L = ~2.00 I = 25,555.0 USING L/R= 38.77 X LOAD (FILLERS)= 34,741·.02 ~LLER PANELS REQD = 4 CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1.2233 Rz ·Rz = 0.3940 Ryy Ss = 0.1797 Os GAP BETWEEN CHORD= BC = L/Ryy= 29.223 USING WITH FILLERS K= F'e= 99,336.75 MAX LOAD NO FILLER= MIN WELD LEN 2X = JAA 30,000.000 32,463.403 26.846 = 0.3960 = 1.2319 = 0.9808 1.000 33,287.721 L = 3'6.00 1.00 Cm= 0.00000 30,216.75 0.375 I (fa/Fa) STRESS = = 0.94252 USING TC= 24 = 2 X 2 X .176 30,151.92153 USING BC= 21 = 2 X 2 X .143 = 381.057 CHORD WT/FT END PANEL CHECK W= 232 - ~D PANEL ALLOWABLE FORCES REDUCED 10 % D PANEL CHECK = LEFT END LENGTH IAL LOAD = 13,068.03 AXIAL STRESS fa 3 = 12,870.12 F'e = 8,976.00 fb MID-PANEL = 0.918 fa/Fa I PANEL PT = = ~NEL PT= 18,684.8 MID PANEL= 0.8805 NO FILLERS IRST PANEL CHECK= LEFT END LENGTH XIAL LOAD = 12,779.86 AXIAL STRESS fa • = 16,309.13 F'e PANEL PT == 8,976.01 fb MID-PANEL 0.912 fa/Fa = ~NEL PT= 18,470.7 MID PANEL= 0.6248 NO FILLERS lrTOM CHORD L/Rz= 121.212 TC OAL/Ryy = ~X BRIDGING CHECK TC= 14.88' BC= 24.46' 8.454 = 40.00 = 9,708.79 = 35,761.23 = 2,651.17 0.754 L/R=lOl.52 = 36.38 = 9,494.69 = 43,244.05 = 1,073.39 0.582 L/R= 92.32 435.708 'MENT OF INERTIA= 439.2 LL 360= 183.3 LL 240= 275.0 C TENSION STRESS= 12,773.52 l COMPRESSION CENTER COMPRESSION ACTUAL= 17,331.76 ALLOW= 11,333.1 NO FILLER COMPRESSION ACTUAL= 17,331.76 ALLOW= 20,390.9 FILLER I ****************BC FILLERS REOD**************** LLOW BC COMP LOAD= 18,432.65 @ l/ryy BROG SPACE= 8-11 1/8 I I RUN ON 5-12-97 I l·:B DESIGN: 28K232/128 '-0202 SMAC I l'MBER . W2 I W3 3 I ·, 1: } I'. ~ I 1· I I I I I I I I I I W4 W5 W6 W7 we W9 WlO Wll SE Vl V2 sz 1E 20 1C 20 15 lE 15 lC 15 15 10 10 10 TC= 24 QTY ACTUAL T 2 8 13,572 1 3;539 1 6,331 1 2,707 1 5,086 1 1,874 1 3,841 1 1,164 l 2,596 1 1,164 2 B 0 1 557 1 310 JS RUN ON 5-12-97 CARLSBAD CA JAA = 2 X 2 X .176 BC= 21 = 2 X 2 X .143 ------WES DESIGN ------ ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 19,579 7,218 7,270 7.4 .125 ,1 1/2 X 1 1/2 X .125 14,665 6,904 8,417 3.8 .125 2 X 2 X .125 9,877 3,123 4,182 3.8 .113 1 1/2 X 1 1/2 X .113 14,665 5,708 8,249 3.1 .125 2 X 2 X .125 7,908 2,290 2,323 3.2 .109 1 1/4 X 1 1/4 X .109 10,877" 4,464 4,589 2.5 .125 1 1/2 X 1 1/2 X .125 7,908 1,457 2,323 2.4 .109 1 1/4 X 1 1/4 X .109 9,877 3,219 4,182 2.0 .113 1 1/2 X 1 1/2 X .113 7,908 1,164 2,323 2.0 .109 l 1/4 X 1 1/4 X .109 7,908 1,988 2,323 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTICALS 12,483 5,928 8,070 3.7 .109 1 X 1 X .109 5,617 994 1,470 2.0 .033 1 X 1 X .109 6,241 626 2,077 2.0 .021 1 X 1 X .109 I I I I I I I I I .I .I I I fa/F'e)*Q*Fb) ) /,09= I I I I I JOB NUMBER: 97-202 JOB NAME: SMAC LOCATION: CARLSBAD.CA "AXIAL LOAD AND BENDING". END PANEL Leg= Thickness= Fy= Gap= K= Length= Gravity Axial L.oad = Lateral axial load = W= Bearing Depth = Radue.= 2.000 in. 0.176 in. 50.000 ksi 1.000 in 1.000 40.000 in 13,069.00 lbs. 6,300.00 lbs. 232.00 lbs./ ft. 3.00 in. 1.00 No filler Panel point <= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel <:z 30,000.00 psi 11,950.88 OK 1.00 0.64 OK BENDING A= Ix= rx = lz= rz= y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= KVrz = Cc= Fa= F'e= Cm= JOIST NAME: 281<2321128 MARK: JS ONE ANGLE 0.673 inA2 0.258 inA4 0.619 in 0.105 inA4 0.394 in 0.565 in 0.981 1.50 in 13,316.67 lbs-in. 11,625.00 lbs-in. 4,854.75 psi 5,901.03 psi 5,151.40 psi 30,000.00 psi 101.42 108.04 14,323.08 psi 14,517.56 psi 0,90 At= ltx = rile= Panel P. Stx = Mid Panel Stx = With filler KVrx = Cc= Fa= F'e= Cm= Panel point <= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= + Cm*fb/((1-fa/F'e)*Q*Fb) ) /,09= Page 1 3-Jul-97 PROPERTIES: 2.692 inA2 3.385 inA4 1.121 in 2.257 inA3 2.257 inA3 SEE NEXT PAGE: 35.67 108.04 25,962.26 psi 117,358.56 psi 0.99 30,000.00 psi 11,950.88 OK 1.00 0.41 OK I I ISP INC July 3, 1997 I I Shape: Shape: Shape: Shape: L L L L • u 2.000 u 2.000 u 2.000 u 2.000 H 2.000 H 2.000 H 2.000 H 2.000 T 0 • .176 T 0,.1?6 T 0 • .1?6 T 0,.176 I X 0 .. 000 X .1.000 X ·-0 • .1 ?6 X .1 • .1 76 V 3.000 V 3,000 V 0.000 V 0.000 ex .180,00 ex 2?0.00 ex 90.000 cc 0.000 A 0.673 A 0.6?3 A 0.6?3 A 0.6?3 I Ybar -0.565 Ybar -0. 565 'Ybar 0,565 'Ybar 0.565 Xbar -0. 565 Xbar 0.565 Xbar -0.565 Xbar 0,565 Ix 0.258 Ix 0,258 Ix 0,258 Ix 0,258 Ii:, 0,258 Ii:, 0.258 Ii:, 0.258 Iy 0,258 Rx 0,6,.19 Rx 0.6.19 Rx 0.6.19 Rx 0,6.19 I Ry 0,6.19 Ry 0.6.19 Ry 0.6.19 Ry 0,6.19 Rz 0.394 Rz 0.394 Rz 0.394 Rz 0,394 e 225,00 e 3.15,00 e .135.00 e 45,000 0 A 2,692 I I I Wgt 9,.153 Ybar .1.500 Xbar 0,500 Ix 3,385 Iy 4.63.1 I -- Iw 4,63.1 Iz 3,385 Ixy 0.000 Rx 1, .12.1 Ry '!1..3.12 I ------------------------~------------------------------------· I Rz .1 • .12J. e 0.000 -- I I ri...,__ ___ _ I n I I I I I I ITRESS ANALYSIS: 24K232/128 J6 17-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA ASE LENGTH WORKING LENGTH DEPTH 24 35-5 5/8 35-1 5/8 I ::: PANLS LE= I:: PANELS LE= IRST HALF LE= IRST DIAG LE= 4-0 3-0 1-8 3/4 5-8 3/4 1~PTHS LE= 24.000 'JL TIPLE LOADING: I 7 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 24.000 EFF DEPTH 23.16 RE= 4-0 RE= 3-0 RE= •1.,. 8 3/4 RE= 5-8 3/4 RE= 24.000 T LOAD OF 1,900 LBS AT PANEL PT 9 Ir LOAD OF 480 LBS AT PANEL PT 12 17.73'LE 23.73'LE 17.73'RE 11.73'RE XTRA SHEAR ADDED TO EACH WEB= 500 NIFORM TC LOAD= 292 UNIFORM BC LOAD= O 5-12-97 IEACTIONS R1= __ +5,787.80 R2= +5,951.74 MIN SHR= STRESS ANALYSIS------------- 0 MEM TC F BC F SHEAR WEB F CSC 1,487.93 WEB L 51.50 TL= 11,739.54 PP DISTANCE 11 W2 -10,674 0 5,374 13,062 2.223 ILTED END STRUT VlS -10,252 812 0 14,351 14,351 21,767 21,767 26,762 26,762 29,336 29,336 27,417 27,417 22,580 22,580 14,824 14,824 -915 1.126 26.08 12 W3 -10,252 3 W4 -18,362 4 W5 -18,362 5 W6 -24,567 16 W7 -24,567 . 7 we ~28,351 8 W9 -28,351 19 W9 -28,679 O W8 -28,679 1 W7 -25,549 12 W6 -25,549 3 W5 -19,004 4 W4 -19,004 5 W3 -10,578 IILTED END STRUT VlS -10,999 .6 W2 -10,999 I; 9 SE SQ END Vl END PNL V2 INTERIOR 4,561 3,870 3,286 2,702 2,118 1,534 950 -633 -1,217 -1,801 -2,865 -3,449 -4,033 -4,725 14,824 812 o -5·,53a -----STD VERTICALS 5,951 812 11AX TC COMPRESSION= -28~679.44 1,064 MAX MAX I I I AX INT TC PANEL LENGTH= 24.00 -6,804 -1.344 31 .13 6,293 1.440 33.35 -5,452 -1.440 33.35 4,611 1.440 33.35 -3,770 -1.440 33.35 2,929 1.440 33.35 -2, 142 -1 .440 33.35 -2,142 1.440 33.35 2,474 -1.440 33.35 -3,315 1.440 33.35 4,847 -1.440 33.35 -5,688 1.440 33.35 6,529 -1.440 33.35 -7,025 1.344 31.13 -915 -1.126 26.08 13,426 -2.223 51.50 -5,951 1.000 23.16 -915 1.126 26.08 -1,064 1.000 23.16 BC TENSION= 29,336.40 INT BC PANEL LENGTH= o-2 3-0 4-0 5-8 3/4 7-8 3/4 9-8 3/4 11-8 3/4 13-8 3/4 15-8 3/4 17-8 3/4 19-8 3/4 21-8 3/4 23-8 3/4 25-8 3/4 27-8 3/4 29-8 3/4 32-5 5/8 31-5 5/8 48.00 I .RESS ANALYSIS: , .. -0202 24K232/128 J6 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA ~SE LENGTH 35-5 5/8 I · PANLS LE= WORKING LENGTH 35-1 5/8 4-0 3-0 DEPTH 24 EFF DEPTH 23 .16 RE= 4-0 RE= 3-0 I, PANELS LE= .RST HALF LE= .RST DIAG LE= 1-8 3/4 5-8 3/4 7 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= '1-8 3/4 RE= 5-8 3/4 I LE= 24.000 IL TIPLE LOADING: CENTERLINE= 24.000 RE= 24.000 LOAD OF 480 LBS AT PANEL PT 12 23.73'LE 11.73'RE - -LOAD OF 1,000 LBS AT PANEL PT 9 17.73'LE 17.73'RE DITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION )DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS I DITIONAL TOP CHORD LOAD : 6300 TRA SHEAR ADDED TO EACH WEB= 500 ~IFORM TC LOAD= 292 UNIFORM BC LOAD= 0 IL LOADS SHOWN REDUCED BY 25% ACTIONS Rl= +4,340.85 R2= +4,463.80 -------------STRESS ANALYSIS MIN SHR= -------------1,115.95 TL= 5-12-97 8,804.66 l;:i MEM . W2 TC F BC F SHEAR WEB F csc WEB L PP DISTANCE -8,005 0 4,030 IL TED END STRUT I l I 7 • 1 I VlS W3 W4 W5 W6 W7 W8 W9 W9 W8 W7 W6 W5 -7,689 -7,689 -13,771 -13,771 -18,425 -18,425 -21,263 -21,263- -21,509 -21,509 -19,162 -19,162 -14,253 4 W4 -14,253 r W3 LTED END VlS -7,933 STRUT -8,249 8 ~J2 -8,249 SE SQ END Vl END PNL V2 INTERIOR 0 10,763 10,763 16,325 16,325 20,071 20,071 22,002 22,002 20,562 20,562 16,935 16,935 11,118 11,118 609 3,420 2,902 2,464 2,026 1,588 1,150 712 -475 -913 -1,351 -2, 149 -2,587 -3,025 -3,543 11,118 609 0 -4,153 -----STD VERTICALS tx TC COMPRESSION= -26,234.58 4,463 609 798 MAX MAX ~x INT TC PANEL LENGTH= 24.00 I I 10,074 2.223 51.50 -686 1.126 26.08 -5,271 -1.344 31.13 4,899 1.440 33.35 -4,269 -1.440 33.35- 3,638 1.440 33.35 -3,007 -1.440 33.35 2,376 1.440 33.35 -1,746 -1.440 33.35 -1,607 1.44o' 33.35 2,035 -1.440 33.35 -2,666 1.440 33.35 3,815 -1.440 33.35 -4,446 1.440 33.35 5,076 -1.440 33.35 -5,436 1.344 31.13 -686 -1 .126 26.08 10,348 -2.223 51.50 -4,463 1.000 23.16 -686 1.126 26.08 -798 1.000 23.16 BC TENSION= 22,002.30 INT BC PANEL LENGTH= o-2 3-0 4-0 5-8 3/4 7-8 3/4 9-8 3/4 11-8 3/4 13-8 3/4 15-8 3/4 17-8 3/4 19-8 3/4 21-8 3/4 23-8 3/4 25-8 3/4 27-8 3/4 29-8 3/4 32-5 5/8 31-5 5/8 48.00 I .RESS ANALYSIS: 24K232/128 J6 ·-0202 SMAC '~SE LENGTH WORKING LENGTH I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA ;5-5 5/8 35-1 5/8 DEPTH 24 I : PANLS LE= I. PANELS LE= RST HALF LE= .RST DIAG LE= 4-0 3-0 1-8 3/4 5-8 3/4 LE= 24.000 !L TIPLE LOADING: I 7 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 24.000 IIIFORM TC LOAD= -207 UNIFORM BC LOAD= lTE: UNIFORM LOAD IS NET.UPLIFT .L LOADS SHOWN REDUCED BY 25% 0 :ACTIONS Rl= -2,727.39 R2= -2,727.39 MIN SHR= EFF DEPTH 23 .16 RE= 4-0 RE= 3-0 RE= 1.-. 8 3/4 RE= 5-8 3/4 RE= 24.000 681.85 TL= -------------STRESS ANALYSIS ------------- 5-12-97 -5,454.77 I MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE W2 4,980 0 -2,507 -5,575 2.223 51.50 o-2 ILTED END STRUT VlS 4,756 0 -432 486 1.126 26.08 3-0 ~ W3 4,756 -6,621 -2,075 2,790 -1.344 31.13 4-0 i W4 8,390 -6,621 -1,707 -2,459 1.440 33.35 5-8 3/4 W5 8,390 -9,838 -1,397 2,012 -1.440 33.35 7-8 3/4 W6 10,965 -9,838 -1,086 -1,565 1.440 33.35 9-8 3/4 > W7 10,965 -11,769 -776 1,117 -1.440 33.35 11-8 3/4 I W8 12,252 -11,769 -465 -981 1.440 33.35 13-8 3/4 W9 12,252 -12,412 -155 981 -1.440 33.35 15-8 3/4 7J W9 12,252 -12,412 155 981 1.440 33.35 17-8 3/4 I W8 12,252 -11,769 465 -981 -1.440 33.35 19-8 3/4 W7 10,965 -11,769 776 1,117 1.440 33.35 21-8 3/4 .2 W6 10,965 -9,838 1,086 -1,565 -1.440 33.35 23-8 3/4 I ws 8,390 -9,838 1,397 2,012 1.440 33.35 25-8 3/4 W4 8,390 -6,621 1,707 -2,459 -1 .440' 33.35 27-8 3/4 W3 4,756 -6,621 2,075 2,790 1.344 31.13 29-8 3/4 rLTED END STRUT I VlS 4,980 -6,621 -432 486 -1 .126 26.08 32-5 5/8 · W2 4,980 -0 2,507 -5,575 -2.223 51.50 31-5 5/8 -----STD VERTICALS -SE SQ END 2,727 -2,727 1.000 23.16 Vl END PNL -432 486 1.126 26.08 V2 INTERIOR -310 310 1.000 23 .16 ,~ TC COMPRESSION= 0.00 MAX BC TENSION= 0.00 INT TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH= 48.00 I I I I t K232/128 J6 -0202 SMAC -------MULTIPLE ANALYSIS TC TEN TC COM BC TEN 4,980 -12,730 0 4,756 -12,414 14,351 8,390 -18,496 14,351 8,390 -18,496 21,767 10,965 -24,567 214767 10,965 -24,567 26,762 12,252 -28,351 26,762 i 9 12,252 -28 ,351 29 ,33'6 12,252 -28,679 29,336 12,252 -28,679 27,417 I l 10,965 -25,549 27,417 10,965 -25,549 22,580 8,390 -19,004 22,580 8,390 -19,004 14,824 ' 5 4,756 -12,658 14,824 4,980 -12,974 0 0 0 0 I 3 0 0 0 CARLSBAD CA SUMMARY BC COM 0 -6,621 -6,621 -9,838 -9,838 -11,769 -11,769 -12,412 -12,412 -11,769 -11,769 -9,838 -9,838 -6,621 -6,621 -o 0 0 0 WEB TEN 13,062 2,790 6,293 2,012 4,611 1,117 2,929 981 981 2,474 1,117 4,847 2,012 6,529 2,790 13,426 0 486 310 , o o o AXIMUM UNIFORM LOAD: TOP CHORD= 292 I I I I I I I I I I JAA WEB COM -5,575 -6,804 -2,459 -5,452 -1,565 -3,770 -981 -2, 142 -2, 142 -981 -3,315 -1,565 -5,688 -2,459 -7,025 -5,575 -5,951 -915 -1,064 RUN ON 5-12-97 I IK232/128 J6 -0202 SMAC CARLSBAD CA IM -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM BC TEN BC COM WEB TEN 4,980 -12,974 0 -o 13,426 I 4,756 -12,658 14,824 -6,621 2,790 8,390 -19,004 14,824 -6,621 6,529 8,390 -19,004 22,580 -9,838 2,012 I 10,965 -25,549 22~580 -9,838 4,847 10,965 -25,549 27,417 -11,769 1,117 12,252 -28,679 27,417 -11,769 2,929 3 12,252 -28,679 29,336 -12,412 981 I 0 0 0 0 0 0 0 0 0 486 0 0 0 0 310 IXIMUM UNIFORM LOAD: TOP CHORD= 292 I I I I I I I I I I I I RUN ON 5-12-97 JAA WEB COM -5,575 -7,025 -2,459 -5,688 -1,565 -3,770 -981 -2,142 -5,951 -915 -1~064 I l ternatioal Structural Products _MBER SIZES: 24K232/128 J6 El Paso , Texas '-0202 SMAC I -NDING LOAD = = = 50,000.000 0.000 24.000 llTSIDE DEPTH = 21 :EA= 0.5520 y(x) = 0.5530 = 23 . IEA = 0.6250 Rx = 0.6210 = 0.5600 Sl = 0.4303 :TUAL EFF DEPTH= 22.887 IRRECTED LOAD TC= 29,021.536 'Rx= 38.647 USING L = 24.00 'Rz ~ 30.379 USING L = 12.00 t = 24,898.3 USING L/R= 38.64 IX LOAD (FILLERS)= .31,434~14 .LLER PANELS REOD = 4 CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1.2233 Rz JAA 30,000.000 28,679.443 23 .160 = 0.3960 ~Rz = 0.3950 Ryy = 1.2284 Ss = 0.1673 Qs = 0.9521 "GAP BETWEEN CHORD= 1.000 BC = 29,686.335 L/Ryy= 29.304 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 99,979.70 Cm= 0.00000 MAX LOAD NO FILLER= 27,454.68 MIN WELD LEN 2X = 0.375 I (fa/Fa) STRESS = = 0 .93248 USING TC= 23 = 2 X 2 x· .163 26,889.79650 USING BC= 21 = 2 X 2 X .143 IORO WT = ~D PANEL ALLOWABLE ID PANEL CHECK = IAL LOAD = l = I PANEL PT = = ~NEL PT= 19,529.5 IRsr PANEL CHECK= .. IAL LOAD = ~ = I PANEL PT = = 288 .190 CHORD WT/FT END PANEL CHECK W= 292 FORCES REDUCED 10 % LEFT END LENGTH 13,129.48 AXIAL STRESS fa 15,598.68 F'e 9,025.91 fb MID-PANEL 0.936 fa/Fa = = MID PANEL= 0.7896 NO FILLERS LENGTH AXIAL STRESS fa F'e fb MID-PANEL fa/Fa = LEFT END 12,809.99 17,900.79 9,025.92 0.923 MID PANEL= 0.6208 NO FILLERS 121.212 TC OAL/Ryy = 8.123 = 34.00 = 10,503.58 = 49,816.87 = 2,518.62 0.673 L/R= 86.07 = 32.81 = 10,247.99 = 53,487.92 = 1· ,208 .23 0.572 L/R= 83.06 343.204 ~NEL PT= ~9,273.9 lrroM CHORD L/Rz= ~X BRIDGING CHECK IMENT OF INERTIA= TC= 14.84' BC= 24.46' 307.9 LL 360= 265.2 LL 240= 397.9 ~ TENSION STRESS= 9,918.56 ~ COMPRESSION CENTER I: COMPRESSION ACTUAL= 12,560.99 COMPRESSION ACTUAL= 12,560.99 ALLOW= 11,333.1 ALLOW= 20,390.9 NO FILLER FILLER I ****************BC FILLERS REQD**************** '_LOW BC COMP LOAD= 17,993.36 @ 1/ryy BROG SPACE= 9-1 7/8 I I RUN ON 5-12-97 I l~B DESIGN: 24K232/128 J6 7-0202 SMAC RUN ON 5-12-97 CARLSBAD CA JAA I TC= 23 = 2 X 2 X .163 BC= 21 = 2 X 2 X .143 ------WEB DESIGN ------ IJMBER sz QTY ACTUAL T l W2 RP 1 13,426 2 W3 1J 1 2,790 ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 27,106 5,575 5,855 2.7 .346 ,1 1/8" ROD 13,453 7,025 7,378 3.1 .156 1 1/2 X 1 1/2 X .156 13 W4 lC 1 6,529 4 W5 1G 1 2,012 5 W6 15 1 4,847 9,877 2,459 4,858 3.9 .113 1 1/2 X 1 1/2 X .113 11, 96Ef 5,688 5,972 2.8 .138 1 1/2 X 1 1/2 X .138 7,908 1;565 2,827 3.0 .109 1 1/4 X 1 1/4 X .109 b W7 1C 1 1,117 9,871 3,770 4,858 2.3 .113 1 1/2 X 1 1/2 X .113 17 W8 10 1 2,929 9 W9 15 1 981 6,241 981 1,405 2.0 .109 1 X 1 X .109 7,908 2,142 2,827 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTICALS I~ SE 10 2 B 0 Vl 10 1 486 1 Y2 10 1 310 12,483 5,951 9,021 3.7 .. 109 1 X 1 X .109 5,617 1,060 2,067 2.0 .035 l X 1 X .109 6,241 1,209 2,900 2.0 .040 1 X 1 X .109 I I I I I I I I I I I I I I I I I I I I I I .1 I I lfa/F'e)'Q•Fb)) /.09= I I I I I JOB NUMBER: 97-202 JOB NAME: SMAC LOCATION: CARLSBAD,CA "AXIAL LOAD AND BENDING". END PANEL- Leg= Thickness= Fy= Gep= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Radue.= Panel point <= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= 2.000 in. 0.163 in. 50.000 ksi 1.000 in 1.000 34.000 in 13,130.00 lbs. 6,300.00 lbs. 292. 00 lbs./ ft. 3.00 in. 1.00 No filler 30,000.00 psi 12,641.57 OK BENDING A= Ix= IX= lz= rz= y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= Kl/rz = Cc= Fa= Pe= Cm= JOIST NAME: 241<232/128 MARK: JS ONE ANGLE 0.625 inA2 0,241 inA4 0.621 in 0,098 inA4 0.395 in 0.560 in 0.952 1.50 in 12,966.17 lbs-in. 11,427.84 lbs-in. 5,247.80 psi 6, 129.61 psi 5,402.38 psi 30,000.00 psi 86.05 109.65 17,337.21 psi 20,168.29 psi 0.92 At= ltx = rtx = Panel P. Stx = Mid Panel Stx = With filler Kl/rx = Cc= Fa= F'e = Cm= Panel point <= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= 1.00 0.60 OK + cm•fb/((1-fa/F'e)"Q·Fb) ) 1.09= Page 1 3-Jul-97 PROPERTIES: 2.502 inA2 3,173 inA4 1.126 in 2,115 inA3 2.115 inA3 SEE NEXT PAGE: 30.19 109.65 25,917.44 psi ·163,823.46 psi 0.99 30,000.00 psi 12,641.57 OK 1.00 0.44 OK I I ISP INC July 3, 1997 I I Shape: Shape: Shape: Shape: L L L L ;, u 2.000 u 2.000 u 2.000 u 2.000 H 2.000 H 2,000 H 2.000 H 2.000 T 0.163 T 0,163 T 0.163 T 0.163 I X 0.000 X 1.000 X ·-0.163 X 1,163 V 3,000 V 3.000 V 0.000 V 0.000 ex 180.00 ex 270.00 IX 90,000 IX 0.000 A 0.625 A 0,625 A 0,625 A 0.625 I 'r'bar -0.560 'r'bar -o. 560 'r'bar 0.560 Vbar 0,560 Xbar -0.560 Xbar 0,560 Xbar-0.560 Xbar 0.560 Ix 0,241 Ix 0.241 Ix 0.241 Ix 0,241 Iy 0.241 Iy 0.241 Iy 0,24.1 Iy 0.24.1 Rx 0.62.1 Rx 0,62.1 Rx 0,62.1 Rx 0,62.1 I Ry 0,62.1 Ry 0.621 Ry 0,62.1 Ry 0,62.1 Rz 0,395 Rz 0,395 Rz 0.395 Rz 0.395 e 225,00 e 3.15.00 e 135,00 e 45,000 0 A 2,502 I I I Wgt 8,506 Vbar .1.500 Xbar 0.500 Ix 3,173 ly 4,242 I - Iw 4.242 Iz 3,173 lxy 0,000 Rx .1,126 Ry .1,302 I ~~ -------------------1-____ ..., ___ _ I Rz .1 • .126 e 0.000 -- I I I _n I I I I I I I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS: !8K232i128 J7 97-1)202 SMAC BASE ~ENGTH 2.S-10 3i8 WORKING LENGTH :s-s 3;a E( PANLS ~~= 3-0 LS.?. I ME:<Al'I, INC CARLSBAD CA JAA DEPTH EFF DEPTH !?,37 RUN ON 7-3-97 APP TC PANELS L~= 2-0 £ND STRUT TI~T~J RE= "J-t: ~E= ~-,j FIRST HALF LE= 1-11 1/8 SPECIAL 1ST CG~F RE= 1-~1 1/8 :IRST ~!AG LE= 4-11 1/8 RE= 4-11 1i8 RE= 16. 00:) MULTIPLE LOADING: ?i LQAD JF 1,000 LBS AT ?~NEL PT 7 '.2,93'LE 12.93'RE EXTRA SHEAR ADDED TO EACH WEB= SOO UNIFORM TC LOAD= 232 UNifDRM ac LOAD= 0 ~£ACTIONS Rl= +3;461.63 R2= +3,461.63 ~:N SHR= 865.4! T:..= 6,'323.25 -------------S7RESS ANALYSIS------------- NO MEM TC F BC F SHEAR wC:B F CSC WEB L PP D !STANCE .-, W3 -~ -~;: .... , ..-. : ---w4 -12, s11 4 w~ -12.~:1 ·r ... , =·. : ,• =. ,. I;; -:.:77 :-~ -::: SQ ~~D :~ Yl E~D r~L i~ 92 INTER!~R 0 '3,576 9,575 14, 8!)5 17,468 ~7,408 14, ;3(?5 ?.575 3,24S t:'C'• .. , ,J,J..., -571 1.215 21.11 2-0 2,6% -5,330 -1.667 28.97 2.1~4 4,~75 11705 29.S2 4-1: 11£ !,66C -3,6~4 -1.705 29.62 6-il !/B 732 -7~1 :,gs: :.10s 29.52 s-1: 1;9 .·~. -:,, . -'.. ?OS 't --·-1: ... l•},.,J 2'3, b2 2910:2 -:.21~ 2!.:: 23-1~ 3;9 0 -.3,248 -2.~98 38.18 22-10 318 -----3TD vE;TICAL3 ---- 3,46t -3,461 1.000 17.37 552 -5?! 1.2!5 2: .11 464 -464 1.000 17 -~7 l • ~. ~~{ re ~OMP~~;~:JN= -16,457:5~ 24.JC M~J IS~ 3~ ~ANEL LENGTH= I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS: 18K232/128 J7 I. S. P. / MEXAH, INC R!JN ON 7-3-'37 APP 97-1)202 S11AC CARLSBAD CA JAA BASE LENGTH 25-10 3/8 WORKING LENGTH 25-6 3/8 DEPTH EFF DEPTH 18 17.37 BC ~ANLS L~= 3-0 TC PANEi..3 t..t= 2-0 FIRST HALF LE= 1-11 1/8 FIRST DIAS LE= 4-11 l!S ~E?THS L~= 18.000 MULTIPLE t..OADIN6: 5 9C PANELS AT 4-0 E~D STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 19.000 ~E= 2-ij RE= 1-0 RE= 1-11 !i8 i=:E= 4 " i!B RE= i~. ')(H} PT LOAD OF 1,000 LBS AT PANEL PT 7 12, '33' LE 12."33' ~E ADDITrONAL CHORD LOADS ARE ADDED AS BOTH. COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ~NALYSIS ADDITIONAL TOP CHORD LOAD 6300 EXTRA SHEAR ADDED TO EACH WEB= 500 UNIFORM TC LOAD= 232 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED 81 25% REACTIONS RI= ~2,536.22 R2= +2,596.22 MIN SHR= 64S.C5 TL= 5,192.44 -------------S~RESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB f CSC WEB L PP D[STANCE 1 W2 -4, 76·3 TILTED END 3TRUT ·.;1s 2 '43 ·1 \../4 <: W5 .. At: S W7 -'.~7 8 JG , A5 1(, \i4 -4,483 -4,483 -'3i 383 -1, :382 . --~-, --: .:-""'...:. . . .. ... --... k., -J"t..:- -·3. ~33 _.:. 10:, J ! ..: .. ·-.J 11 w3 -4,483 TI i.fEii ~ND .3TRUT 1/~S -4 1 7S·3 1~ ~2 -4,763 i) ?1182 7,!8L : : ~ 11)3 : ~ I : :I 3 ~:~' :c: ... ;;, :· ... :, '._,. : ~: ... vw 7, :.3;: 7,:82 7; :32 (: 1, 5'?S 1,215 337 -54'3 -1? 5'33 -2f (122 414 -503 !.215 21.li 2-0 -4.206 -1.667 28,'17 3-!) 3,565 1.705 29.62 4-11 liB -2.976 -1.705 29.62 ~-!I 1/8 :· ·:--:-·: .:. ~ , ... u..:.. -:,739 3? 56'~ -4,206 -1.705 1. 067 -SrB -1. 215 6,455 -~.1·18 23.'37 21. 11 '38. \:3 l '" • ~ ' •• -. -~-.:. -.. f =· 1.:_f' '!O .1.U • • .., •"" 13-1! 1/8 23-10 3;a 22-i(i 3i8 -----57D VERTICALS----- !2 Jc. 3~ END 2~596 -2f5~5 1,000 17,37 t4 ,~ ~:JD '?'.1L 414 -503 1.2:5 211:: !5 V2 :NTE~!QR 348 -348 1.000 !7,?7 ~AX TC COMPRESSION= -17!068,16 MAi BC TENSIQN= 12,10!.71 MAX INT TC PANE~ '..ENGTH = 24,!)(l MH.i :IC ac PANEL LENGTH = 48 .(II) I I I I I I I .I I I I ·1 I I I I I STRESS ANALYSIS: 18K232/128 J7 97-0202 SNAC BASE LENGTH 25-li) 3i3 WORKING LENGTH 25-i> 3/8 I. S. P. / l'IEXAM, INC CARLSBAD CA JAA DEPTH EFF DEPTH :3 17.37 RUN ON 7-3-'37 APP BC PANLS LE= 3-0 TC PANELS LE= 2-0 ~IRST HALf LE= !-!l 1/8 ::RST DIAS Lt= 4-11 1/8 5 ac PANELS ~r ~-0 E~lD spur TIL ~ED SPE::: IAL l ST COMP RE= 3-(: RE= 2-(l RE= 1-11 :n RE= 4-~1 1i3 DEPTHS LE= '.8.000 CENTERLINE= 18.00C UNiFORN TC LOAD= -207 UNIFORM BC LOAD= 1) NOTE: UNIFORM LOAD IS NET UPLIFT ALL LOADS SHOWN REDUCED BY 257. REACTIONS Rl= -1,9B1.86 R2= -1,981.B6 ~IN SHR= -------------STRESS ANALYSIS------------- 435.47 il= -3, '363. 73. NO MEN TC F BC f SHEAR ~EB f CSC WEB L 38. '.8 P? DI3:MIC: 0 -'.,839 -4,043 2.198 .... ., i.i-:.. \JlS 3 W4 4 W5 5 \.i6 S W7 7 wi "C--~.J ·: ')JC-..:, ,., ,,J (l 5,S(;a -5,30i> 618(18 -7,881 8,524 -7,881 81 524 -8 / 73'3 a,s24 -8,72'3 · ~=1s 3.E/,O -5, 3(:S -363 -776 -455 -!55 4f5 449 1. 215 21, 1 ! 2-:) 2,451 -1.667 28.97 3-0 -:.353 1.705 29.~2 4-1: 1/9 1,323 -1.705 29.6~ b-11 1/8 -845 1.105 29,5z a-1! 1,e 645 -1.705 29.62 10-11 1/8 a45 1.105 29,s2 12-1: 11s -3!5 -!.705 29.62 14-i: !!S 1, W2 2,600 -0 1,829 -4,043 -2.198 38.18 22-10 3/8 13 SE SQ END 14 iJ1 END ?~iL 15 v: INTERIO~ -----STf JER7ICALS ---- 1, '381 -1.981 -36"3 44'3 -;:(i .21 ;; 1.000 17.37 1.215 1, 01)0 ..... =~. \J'~ I I I I I ,. I I I I I I I I I I I I I 18K:32/l 28 J7 97-1).202 SMAC -------MULTIPLE MEI'! TEN T·-· COM . ._. I 1_ . 41725 -'3, 4'14 ., 4 7-;,c--·:i, 2(18 ;. ,1 ... ..J .., 6,808 -14, 108 .J 4 5,308 -14, 108 a; 8,524 -17,068 " 5 a,524 -17,063 ., 3,524 -17, ')68 I 8 3,524 -1 j'' 1)68 'j 6,808 -H, 108 l (i Q! 8(i8 -14,108 11 .f "MC-'1' i .(.,J - 13, ~08 12 4,725 -9,494 .,, 0 0 l·~ 14 0 0 15 0 I) MAXIMUM ~NffQR:1 LGAD: .,..nr1 i:..1r RUN ON ?-3-97 CARLSBAD CA JAA APP HNA:..'1S13 SUMMARY ------- B•· ·-· :~il BC CiJM WEa TEN tiES ::.::::1 :) (l 8,240 --!,043 '3,576 -5,306 2,451 -~, .330 ·,, 576 -5,306 4,475 -1,35~ 14,805 -7/l81 1 ')•1'; 11.JL...J -3,034 14,805 -7 ,881-· ,2, 3'32 -845 17,-168 -8,739 845 -2,101 17,468 -3,739 845 -2! 101 141il05 -7,881 2.8·32 -345 14,805 -7,881 i··i-~ ~? •.i'-J -:3, 6i34 3, S76 -5,306 4,475 -i I 353 13f ~7& :-5,306 2,451 I:' ~ •• .,, .. -.i, .j . .j\J 0 -0 3,240 -4,043 0 (• -) 0 -3,461 (I 0 449 -671 (I 0 310 -464 ,:HOR:= ---':I., ,..,~ I I I I I I I I I I I I I I I I I I I 18K232/1~8 J7 "37-021}2 SMAC -------CONSOL~DATE LEF~ ~EM TC. ~C:N TC i:QM 3C TEN • "7•')C lo+ I, 1.._J -'3,494 (i ·1 .!.725 -·3, 208 3,576 3 6!:308 -14, 103 '3,576 4 5,308 -14, 108 14, S(i5 :J .3, :24· -i?,063 14,8~j5 s 3,524 -17,063 i7,468 7 r) 0 !) 8 t) ... i) '·' '3 :J (! rj GARLSBAD CA 1-c ~IGHT -------- BC CGM WEB TEN -i) :3, 240 -5,S06 i .ti:-• "-1'1.Jl -5,300 4,475 -71881 1 ,,,.,,, ,J..::.:l -7, 881 .. ·j i;,:i•; *!u ..... -a~ 73·3 845 (· ,., ··' V (I 44S r) 310 MAX!!'l1~M •JNirGRM LOAD: TOP CHORD= 232 JAA WEB RUN ON 7-3-97 APP CGM -4 I (j{~ -5,330 1 8"~ -f ,.:J -3,684 -845 -2.1i)1 -2,46i -57~ -4a4 , I I I I I I I I I 1· I I I I I I I Internatio3l Structur3l Products MEMBER SIZES: 18K232/128 J7 El Paso , Texas "37-0202 SMAC CARLSBAD CA JAA APP Fy = 30 1000.000 Fb = 30,000,000 BENDING LOAD = 0.~00 ~SSUME} FORCE = :7,068.165 OUTSIDE DEr-;-H = 18.00(1 ASSUMED ~FF DEPTH= 17.370 BC = lC AREA= 0.3260 y(x1 = 0.4170 iyy = 1.0299 Rz = 0.2970 TC = 20 · AREA= 1),4840 Rx = ~.&260 Rz = 0.3980 Ryy = ;,21'32 y = 0.5460 Sl ACT~AL EFF DEPTH= CORRECTED LOAD TC= = 0.247j ~5 = 0.1306 as = 0.3342 17,037 aAP SCWE~N C!iQRD= 1.000 ~7.401.774 BC = 17,310.3'35 :Ax = 38.338 USI:iG L = 24,i)O U~yy= 2"3,525 USING L = 36,00 L/Rz = 31).151) USIN& L = 12.00 WiTH Flli..E~S K= 1.00 Fa= 22,117.4 USING UR= 38.33 F~e= 101,596.17 Gm= 0,00000 MAX LOAD (r!LLERS)= 21,623.76 MAX LOAD NO FILLER= 1'3,200,34 NO INTERIOR FILLERS REgUIRED TC (fa/Fa) = 0.81275 USlNG TC= 20 = 2 X 2 X ,125 BC S:RESS = 27,315.55811 USING 3C= 1C = 1 1/2 X 1 1/2 X .113 CHO~!) W~ = !44,636 C~DRfi Wi/FT END PANEL ALLOWABLE FORCES REDUCED 10 X END PANEL CHECK = LEFT END i.ENGTH AXIAL LOAD f3 fo ?ANEl. ?T C,n ft PANEi. PT Cm = 91580.20 AXiAi. STRESS = 18,226.32 ~-r · e = 6,304,14 fQ I-HD-PANEL = t).'375 i;;;:-~ = 61804.i4 fb MiD-PHNEL = 0,917 fa/Fa = 5, 5•30 = 22,00 ia = 10,000.21 = 120,907.83 = 545.87 = t), 548 = 1,824. ,j2 = O.olti PANEL PT= 16,503.:5 MID ?ANEL= i;,71)1)5 NO FILLERS UR= aa. 4i 3GTiJM CHORD L:qz: = 251.27: ::3.S ~~ 360= 255.0 ~L 2~0= 332.5 TC TENSIJM STRESS = 3,978.53 BC c~MP~ESSION :ENiE~ BC CONPFESSION ACTUAL= 81909.92 ALLOW= 3,764.8 NO FILLER BC COMPRESSION ~CTUAL= 8,909.?2 ~i.LQW= 9,098.3 Fi~LER MAI BC BROG DIST= 8-1! 1/4 ~Q~ !tryy BC COHP CHECK MAX BROG BC 1/ryy of 200 = !?, !5 RUN ON 7-3-97 .I I I I I I I I I I I I I I I I I I I WEB DESI~N: 18K232/128 il RUN aN :-3-'37 APP 97-•)202 3MAC CARLSBAD GA TC= 20 = 2 1 2 X .125 BC= IC= '. 1!2 X ! 1!2 i .113 ------~~3 DES:3N ------ NU~3ER :iZ QTY ACTUAL T ALLOW : ACTUAL C ALLOW C WELD THK AN6i.E NAME 1 w2 RH 1 3 W6 7 SE a V: '3 Y2 ~ ,_ i •• I 10 2 B 8,240 16,398 4,042 4,11) 2,0 .:38 7/3 1 RGD 2,451 '3,877 51330 5,783 3.2 ,1!3 1 1/2 X 1 1/2 I ,113 4,475 t 1 ·308 11853 .. 31_733 2.8 , 1t)'3 1 li4 X 1 :i4 X , !(.-~ 4il'j 'j ~ ,-. ..Ji i.J 5,241 845 11977 2.0 .109 1 X 1 X .10~ 7 J '3:)3 :2 I 1 (i l 3 J 733 2 IO 1 1 (!'j 1 i; 4 :{ : ~ f ~ :{ l ~ !)'3 ----S-:'ANDAR;J ·S;ICALS ---- 12! 483 2,46: 10,251 2.2 .103 l X 1 X .10~ 51617 . ?~2 31103 2,0 ,025 1 X 1 X ,109 61241 5Si 41142 2.0 .018 1 X i X • 11)'3 I I I I I I I I I I I I I I ,fa/F'e)*Q·Fb) ) /.09= I I I I I JOB NUMBER: 97-202 JOB NAME: SMAC LOCATION: CARLSBAD.CA "AXIAL LOAD AND BENDING". END PANEL Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Radue.= Panel point<= 0.6 Fy = ( fa + fb ) / 0.9= Mid panel<= 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 22.000 in 9,680.20 lbs. 6,300.00 lbs. 232.00 lbs./ fl. 3.00 in. 1.00 No filler 30,000.00 psi 12,567.96 OK 1.00 0.56 OK BENDING JOIST NAME: 181<2321128 MARK: J7 A= Ix= rx = lz= rz= y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= KYrz= Cc= Fa= F'e = Cm= ONE ANGLE 0.484 in•2 0.190 in•4 0.626 in 0.077 in•4 0.398 in 0.546 in 0.834 1.50 in 10.619.67 lbs-in. 10,107.94 lbs-in. 4,994.94 psi 6,316.22 psi 6,011.86 psi 30,000.00 psi 55.34 117.14 20.243.88 psi 48.760.98 psi 0.97 ,. At= ltx = rtx = Panel P. Stx = Mid Panel Stx = With filler KYrx= Cc= Fa= F'e= Cm= Panel point <= 0.6 Fy = ( fa + fb ) / 0.9a Mid panel<= + cm•fb/((1-fa/F'e)*Q·Fb)) /.09= Page 1 3-Jul-97 PROPERTIES: 1.938 in•2 2.522 in•4 1.141 in 1.681 in•3 1.681 in•3 SEE NEXT PAGE: 19.29 117.14 23,814.99 psi 401,510.68 psi 1.00 30,000.00 psi 12,567.96 OK 1.00 0.50 OK I I I I I I I I I I I I I I I I I I I .-1 ISP INC July 3, 1997 Shape: Shape: Shape: Shape: L L L L .. u 2.000 u 2.000 u 2.000 u 2.000 H 2.000 H 2.000 H 2.000 H 2.000 T 0.125 T 0.125 T 0.125 T 0.125 X 0.000 X 1.000 X -0.125 X 1,125 V 3.000 V 3,000 V 0.000 V 0.000 cc 180.00 cc 2?0.00 cc 90.000 cc 0.000 A 0,484 A 0,484 A 0.484 A 0,484 Ybar -0.546 Ybar-0.546 'Vbar 0.546 'Vbar 0.546 Xbar -0~546 Xbar 0.546-Xbar-0.546 Xbar 0.546 Ix 0.190 Ix 0.190 Ix 0.190 Ix 0.190 I!at 0.190 I!at 0.190 Iy 0.190 Iy O.l.90 Rx 0.626 Rx 0,626 Rx 0.626 Rx 0,626 Ry 0.626 Ry 0.626 Ry 0.626 Ry 0.626 Rz 0,398 Az 0.398 Az. 0.398 Az 0,398 e 225.00 e 3l.5.00 e l.35.00 e 45.000 0 A J..938 I I Wgt 6.588 'Vbar l.,500 Xbar 0,500 Ix 2,522 Iy 3.l.50 Iw 3,l.50 Iz 2,522 Ixy 0.000 Ax l.. l.4l. Ry J.,2?5 ----------------------~------------------------------------·· Az 1. l.4l. e 0.000 - I n I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS: 14K264/16O J8 LS.P. / ME:lAM, INC RUN ,JN 7-3-97 APP 97-1)202 SMAC CARLS3AD CA JAA BASE LENGTH 16-3 i/8 wORnNe ~ENGTH !5-1! 1/8 JEPTH EFF DEPTH 14 13,1)37 BC ~ANLS LE= 2-S TC ?;JELS ~E= :-3 F!RST HALf ~E= 1-1 112 ;:~ST ~IA6 ~~= 3-7 1/2 DrC-1"j.j,-C:i"': .,.J LE= 14, •)O!J 4 ~C PANE~S Ai 3-0 END STRUT TILTED S?ECIAL :s: COMP CENTER~lNE= !4.000 RE= 2-6 RE= 1-·3 RE= 1-1 li1 ;.E= 3-7 1/2 ~:S = 14. 00(: ?: ~OAD JF 1,001) L33 AT PANEL Pi· 6 3.l3'~E 3 I~/ ~•c I•'-' 1\1- EXTRA SHE~R ADDEJ TO EACH WEB= 500 jNIFJRM TC LJAD= 264 UNIFORM BC LOAD= 0 REACTIONS Rl= +2,602.38 R2= +2,602.38 ~iN SHR= 650,59 TL= S1204,75 -------------s;RE5S ANALYSIS------------- NG ME/'1 TC 'i 3C F SHEAR ,IEE F ·:.:;:: wEB '.. ~p : : :T Mil:-E 7:~TED END STRUT 11S 2 \.i3 3 ,i4 4 ws J ilo f ;,6 :~: \':: , .-W2 -4,824 -41324 -a,ass -9,8% -: .. , 3:'G C . •. -.. -:·. t) 6~338 0,838 ::), 406 10,406 1.::, 4(i6 1(;, 4,)5 45; 1 ~ 490 :10·34 5'38 -:,·;8 -:,.,. -3,5!5 2,~92 -2, 717 I ·"'1 ' r: i. i.i ,J 1. 7(·'-t ~5.3~ 1"" ~1 .o. :_ .. ·i·--.-."" _,:, i. .. . ., . ., ...... , ~4,l..i.. -;--:, ... r") .,,,_.~.;. ..... ., -it.''": i..i.,t.i. .-,.·, ... .-, ;..;.,j,,..:.. l '.;.-. l ,-,. -, ! ... --:-...:. .. ~ i J: ., . i.-::, ~ -. , ... , ;.-l,' -:=-7 1/2 .-I f :.• • 1:-.. • / 1,,, . : . . "1 ... -.:;. '. ~ .. ~ ::: -!,215 :5,;~ !~-;: S I -• I t-o·; -: • i '.J -----STD VE~::2~~3 ---- i l S: :j[ ENC 12 'i '. Elli; P~H. :3 v, INTERIOR MAX ~c ~JMPRESSI~N= -1:1370.25 -+57 i,3% -2.602 i,000 :2.03 -:55 !.215 1~.34 -1,395 i,000 13,03 ~AX 3C TE~SIDN= 10,~05.6S I I I I I I I I I I I I I I I I I I STRESS ANALYSIS: !4Kl64/160 J3 I.S.P. I ~EXAM1 INC RUN ON APP 7-3-'17 97-0202 SMA,: C.~RLSBAD GA JAA ?~SE LENGTH !S-3 !/8 BC ?AN~S ._:: ~OP.KING LENGTH :s-11 ua ~EPTH '.+ ~ 3C ~ANELS AT 3-0 !C ?ANELS I== i-g END STRUT T!L!ED F!RST D!AG L~= 3-7 1i2 Eff DEPTH ~E= 2-6 ~E= i-.5 ~E= • :i2 1~E= 3-7 !/2 RE= :4.000 ?T LOAD OF 11000 LBS AT ?~NE~?: ~ 3.13 1LE 3.13'~E ~DDiTIONAL CHORD LOADS ARE ADDEr A·3 BOTH GOMPRESSION ANO iENSION ADDITIONAL CHORD LQADS ARE ONL! ;nDED rn SLll'l:'!ARY -NOT STRESS ANAUSIS ADDITIONAL TOP C~1}RD LO:;;; .S;(l(, ~XTRA SHEAR ADDEJ T~ EACH ~E~= 500 UNIFORM TC LOAD= 264 -i~~C~IO~S ~l= ·'.!951,78 R:= +:!35:.76 ~iN SHR= -------------STRE35 ANALYS:S ------------- NC mt i ~2 ,it • tit .,, •. n't iC F -:3,855 -.. f ... -::! o~~· -~ :.-'"· ..... .,,/. - .-4 -.-, . . -~' JJ- --.. --.: i: -':j :!~!ED END s~~~! ·,i1s -3f 3~5 BC r 0 .) 5, 1"2"3 5! 1213 ~ .., • I . ~ -~v-... "'\",' ! ! . ..,·,;"? ; ~ .j(i"'! s, 12'3 SHEAR : tC'·-= .a. I 1•.J£ . '. -'" I ~ ,!. j . ·-· I • i"T aJ .i.!.' 34:.:: -4:5 -:,8!6 .. .•.e ~ -i., t,.; l I -:'{-f .: '~'t csc 2,353 L2t5 -;,442 : .. 7i)4 -:,704 ~Ea~ 30.38 15,34 18.31 22,22 pp n:sTANCE :)-2 1-'3 2-S 3-7 !/2 ~-: .. - ~-: 'I ' • /'"• ·"' .... : ... .. , ... -:-j C -!,795 5,437 -2.36S 30.8B 13-9 1!2 . . 3E .. - ~~~:-. -~~:i ,, ... ·,~ -----·3TD "iff:iC:AL3 ---- . :.=· .. f ....... I • -• -: t :f:, . --1 ! s _:: :,~; .... ~ --1·--·: ----. ·--i ! ;,,~, ::: I I I I I I I I I I I I I I I I I I I STRESS ANALYSIS: 14K264/160 j8 I .S.P, / MEXAM, ING RUN ON 7-3-"37 97-0202 SMAC CARLSBAD CA JAA APP BASE LENGTH WORKING LENGTH DE?TH EFF DEPTri 16-3 1 /:3 15-11 1/8 14 13. (137 ;: ?ANE~3 L~= :-3 ~ND STiUi Til~EJ ri~ST HALF LE= I-: 1/2 SPECIAL !ST COMP F:RST DIAG LE= 3-7 './2 UNI~JRM ;c LOAD= -2G7 UN IFQR~ 3C L GAD= i: ALL LOADS SHOWN REDUCED BY 251 ~:E= R~= RE= RE= 1-'3 -. "7 t !•'"'1 .~-: ~.-!. RE~C!IDNS R!= -!,236.34 R2= -'.,236.34 M!N SHR= ?09,18 TL= -2,472.SB -------------STRESS ANALYS'.S ------------- ~O :'1E~ TC l: SC ; SHEAR ;~E3 F ;:sc NEB ~ ?? Di ST hNC: :!t ,-. •i -,,·;!:' l1J. .:.f-·.1,.; .. W3 2,205 3 ii.i 3,888 4 ~~ 3,888 5 ~6 4,531 "3 .,- .; .: : :-t·= _, ..... ..,. :: ! :·3: 2, :3'3 ~ 1' ~~ ~~D PNL 13 V2 :NT~RIOR .) -2,s:7 :.36S 30,ae c-2 -3,084 -3, i)84 -4,370 -4, 37(; -4,37;:j f 19\-· --,, .,;,_: :: ., .... , -:.:! ·.:-~": -3f (1E,4 ........ , • :..! ::- :) -263 -532 -34'3 -115 11-· ilO -:ss 326 -·3·32 5•35 -516 f ··-1 .- .. I --J 1.215 -t. 44": ls?04 -1. 704 1. 7(!.1 -:.7:)4 i 1,· . 15.&4 18,31 •"'\·~ --i··· i.i., :.;.. -~·") ·:t-·1 ..:. ... s "'~ ,•_ .... ·"'·-~· ·1·· ·,·j .:. ...... .:. • z ~'7.. .., ... J _ ... -----;:~ ~E~T~CALS ---- -2sa 325 1.215 15.s~ -231 232 1,000 ·~r.:< P•: E:'lSIGN= '). :j(• 1-9 2-E; 8-1 1/2 3-7 ~; 2 ~ -~ ......... ..,; = :_ ,: ' ·,; • ~ ~ ..I,: ..... I I I I I I I I I I I I I I I I I I 14¥.2&4 / l S,) JS '37-')202 SMAC -------~~LT:?,.~E AtlA~YSIS SUMMA~'! 2 ,; t C' 'J ::, ., ::, '3 ..... i I) .. 1·· 13 :C ';::4 E :.:~ BC :~N 3C C:Ol1 ~,;::5 4,7:5 4,725 4, ?25 -t, 7t5 -+,7Z5 ~,~25 ~!7:S 1 .,.-,C' ~, ! L.-.J (' ·/ -~,580 -B,343 -; : I ~-37 -11~3'37 -:.3.252 -·' ·~1:7 ·"!'"'·' 'l -..---~; ! ::·: j t) 6,338 £,838 1t), 41)'.: 10j 4i)t 10! 4•:n: 10,f)E 6,3~C 6:8'}8 -3,(>84 -·~,084 -~, 371) -4,37i) .. -4, 37::: -4 1 3/(i ,, ,; ~EB ml ;,354 : ,218 3,3'32 5135 ..2,042 2! (142 5135 -. ....... .JMi -~q ,_.;..:, • •"1-t:J ·: .i..:.'.J S!SS4 0 32& APP WEB ,:.Q:1 -2,637 -315J5 -'3'32 -2,717 -526 -525 -·3'3:2 ... -t,.., -.:., Oi.J- -555 -1,3% RUN ON 7-3-'37 I I I I I I I I I I I I I I I I I I I 14K264/160 J8 97-0202 Sl'IAC CARLSBAD eA -------CONSOLIDATE LEFT & RIGHT-------- m1 :·:: TE~ TC COM 3i2 TP1 BC COM 'ilE3 Tm 2 3 7 .. ,;2s 4,725 4~:25 4!725 4172~ 0 ;) -:3,530 -:3,343 -~:,397 -11,397 -13,252 ~All~~~ UNIFQRM LOAD: 5!325 ~.838 10!406 10141)€ 0 -0 -.3, ;)84 -3,084 -4,370 -"1:3?:> 0 :) TOP CHORD= 2s.1 E. ,=354 1, 21a 3,3'3:: 326 JM APP -2,037 -3,515 -'3'32 -2,;02 C'!!"C' -.,;y,; RUN ON 7-3-'37 I I I I I I I I I I I I I I I I I I I Internatioal Structural Products MEMBER SIZES: 14K254/160 JS El ?~sc, 1 7eBs 37-,)2G2 SMAC 3ENDI:'i:: LuAD Q~~-~:~: }E~~;.; BC -~ r· -l.'.· = = (i J (it)(: r-c. .-;J ~:33UMED F,:~:-:E ,,., •.:-:.-.. ..J; •}:.=! AREA= 0.3250 y(xl = 0.4170 R)y = i.0239 ~z = 0.2370 iC = 1(i .. ~RE~= 0.4840 Rx y = 0,5460 51 AC7liAL ~~~ ~E?7H = = :~5250 Rz = ),:seo ~YY = !.2132 = 0,2479 Ss = 0,:306 ~~ = 0:3342 1J1~27 3A? PE!WE~~ :~OR]= !,};0 Liiz = 22.512 USIN6 L = 3.00 WITH F!~~E~S K= : t )l) Fa= 22,958/3 us1;~s L.'~= 25,52 F'2= ·180,5:5.4! Gin= i).\H)t)O(i MAX LDAa !FILLERS)= 221446.50 MAX LOAD NC FILLER= 20,919,20 NO lN;ERIOR rILLERS li:EQU!RED TC (fa/Fa; = 0.59631 ~SiNe ;~= :o = 2 1: : .125 BC STRESS = 15,961.10209 US!~G BC= !C = ! !/2 X 1/2 X .113 = = 8,580.24 AXIAL S7~~~~ ;~ = 13,JC8.S2 ~'e = _.,jJ = V, :·::l~ frJ.f?a : =~N~~ ~~= :21'~~.~ ~iD P~~~~= J.3~3~ ~~ -:~-~R~ re TENSION STRESS= 4,38:,:~ ec CGMPRE53IQN CENTER -.; r J;; :: 13 . .J') = 162, 103. 38 = 7%,45 ~C ~QMP~E~SiON AC7UAL= 41370.48 MAX B~ BRDG ~!ST= 1~-9 ~,3 FJR hL~JW= ;,S33, ! NG FIL_ER l!r1y ac ::~P ~HECK 7-3-·37 .• I I I I I I I I I I I I I I I I I I I WEB DESIGN: 14K264/160 JB RUN ON 7-3-97 APP 97-0202 SMC CARLSBAD CA JAA TC= 20 = 2 X 2 X ,125 BC= lC = 1 1/2 X 1 1/2 I .113 ------~EB DESIGN------ NUNBER SZ QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 1 W2 RH 1 61854 16,398 21637 7,013 2,0 ,138 7/8° ROD 2 W3 10 1 1,21B 61241 3,515 4,066 2.2 .109-1 l 1 X .109 3 W4 10 1. 3,392 61241 992., 31464 2.1,i091 X 1 X .109 4 W5 10 ! 595 6,241 2,717 3,.64 2.0 ,109 1 X 1 X .109 5 ~6 10 1 2,042 S,241 526 31464 2.J .109 l I 1 X ,109 ----STANDARD VER:ICALS ---- 6 SE 7 \/1 10 2 B ! t) 1 8 1/2 10 1 326 12,483 5,617 6,241 21602 621 1,462 · 11,076 2.0 .087 1 X 1 X ,109 41087 2.0 .020 1 X 1 X .!09 4,948 2.0 ,049 ! I 1 I .109 I I I I I I I I I I I I I I -fa/F'e)"Q*Fb) ) /.09= I I I I I JOB NUMBER: 97-202 JOB NAME: SMAC LOCATION: CARLSBAD.CA "AXIAL LOAD AND BENDING". END PANEL- Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Radue.= Panel point <= 0.6 Fy = ( fa + fb ) / 0.9• Mid panel<• 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 19.000 in 8,580.24 lbs. 6,300.00 lbs. 264.00 lbs.I ft. 3.00 in. 1.00 No filler 30,000.00 psi 11,820.40 OK BENDING JOIST NAME: 14K264/16b MARK: J8 A= Ix= rx = lz= rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= Kl/rz = Cc= Fa= Pe= Cm= ONE ANGLE 0.484 inA2 0.190 inA4 0.626 in 0.077 inA4 0.398 in 0.546 in 0.834 1.50 in 10,442.75 lbs-in. 10,008.42 lbs-in. 04,427.37 psi 6,210.99 psi 5,952.67 psi 30,000.00 psi 47.79 117.14 21,114.58 psi 65,374.83 psi 0.98 At= ltx = rtx = Panel P. Stx = Mid Panel Stx = With filler Kl/rx= Cc= Fa= F'e= Cm= Panel point <= 0.8 Fy = ( fa + fb ) / 0.9= Mid panel<= 1.00 0.51 OK . + Cm*fb/((1-fa/F'e)*Q*Fb) ) /,09= Page 1 3-Jul-97 PROPERTIES: 1.938 inA2 2.522 inA4 1.141 in 1.681 inA3 1.681 inA3 SEE NEXT PAGE: 16.66 117.14 24,012.36 psi 538,313.49 psi_ 1.00 30,000.00 psi 11,820.40 OK 1.00 0.47 OK I I I I I I I I I I I I I I I I I I ISP INC July 3, 1997 Shape: Shape: Shape: Shape: L L L L u 2.000 u 2.000 u 2.000 u 2.000 H 2,000 H 2.000 H 2.000 H 2.000 T O.l.25 T O.l.25 T O.l.25 T O.l.25 )( 0:000 )( l..000 )( ~:..0.-1.25 X l.. l.25 V 3.000 V 3.000 V 0.000 V 0.000 ex ·1.80.00 ex 2?0.00 ex 90.000 ex 0.000 A 0.484 A 0.484 A 0.484 A 0.484 Ybar-0.546 Ybar -0.546 Ybar 0.546 Ybar 0.546 )(bar -0. 546 Xbar 0,546 Xbar-0,546 Xbar 0,546 Ix O.l.90 Ix O.l.90 Ix O,l.90 Ix O.l.90 ht O.l.90 Iy O.l.90 Iy O.l.90 Iy O.l.90 Rx 0.626 Rx 0.626 Fix 0.626 Rx 0.626 Ry 0.626 Ry 0.626 Ry 0.626 Ry 0.626 Rz 0.398 Rz 0,398 Rz · 0.398 Rz 0.398 e 225.00 e 3l.5.00 e J.35.00 e 45.000 0 I I - r ----------------------~------------------------------------1 I I I -I -I I - rlu..-------------'-iB--/ __ __,._ ____________ .__1 ______ un A l..938 Wgt 6.588 Ybar l..500 Xbar 0.500 Ix 2,522 Iy 3.l.50 Iw 3°, l.50 Iz 2.522 Ixy 0.000 Rx l.. l.4l. Ry l..2?5 Rz l.. l.4l. e 0.000 I STRESS ANALYSIS: 10K264/160 J9 I.S.P. / MEXAM, INC 197-0202 SMAC CARLSBAD CA JAA RUN ON 7-3-97 APP BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH I 5-a 112 s-4 112 10 9 .166 RE= 2-2 BC PANLS LE= 2-2 11,TC PANELS LE= 1-8 .. IRST HALF LE= 0-8 1/4 FIRST DIAG LE= 2-10 1/4 1 BC PANELS AT 2-0 END STRUT TILTED SPECIAL 1ST COMP RE= 1-8 RE=,1 0-8 1/4 RE= 2-10 1/4 tEPTHS LE= 10.000 MULTIPLE LOADING: ·I CENTERLINE= 10.000 ~T LOAD OF 1,000 LBS AT PANEL PT 3 r.XTRA SHEAR ADDED TO EACH·WEB= 500 UNIFORM TC LOAD= 264 UNIFORM BC LOAD= 0 RE= 10.000 2.85 1 LE 2.85'RE REACTIONS Rl= +1,209.50 R2= +l,209.50 MIN SHR= 302.38 TL= 2,419.00 INo MEM -;~-;------;~ ;TRESS ::~sis-~;-;----~;~ 1 W2 -2,648 0 1,011 4,236 2.802 WEB L PP DISTANCE 25.69 0-2 f ILTED END STRUT VlS -2,416 0 354 -423 1.195 2 W3 -2,416 3,007 656 -1,556 -1.345 • 3 W3 -2,416 3,007 -656 -1,556 1.345 ILTED END STRUT VlS -2,648 -423 -1.195 3,007 354 4 W2 -2,648 4,236 -2.802 0 -1,011 -----STD VERTICALS 10.95 12.33 12.33 10.95 25.69 Is SE SQ END 1,209 -1,209 1.000 9.16 6 Vl END PNL 354 -423 l.195 10.95 • 7 V2 INTERIOR O O O. 000 0. 00 px TC COMPRESSION= -2,648.48 MAX BC TENSION= 3,007.38 .MAX INT TC PANEL LENGTH= 14.25 MAX INT BC PANEL LENGTH= I I 1· I I I I 1-8 2-2 2-10 1/4 4-0 1/2 3-6 1/2 22.50 'STRESS ANALYSIS: 10K264/160 J9 I.S.P. / MEXAM, INC 97-0202 SMAC CARLSBAD CA J~ laASE LENGTH WORKING LENGTH DEPTH EFF DEPTH RUN ON 7-3-97 APP 5-8 1/2 5-4 1/2 10 9.166 I BC PANLS LE= RE= 2-2 TC PANELS LE= IFIRST HALF LE= FIRST DIAG LE= 2-2 1-8 o-8 1/4 2-10 1/4 1 BC PANELS AT 2-0 END STRUT TILTED SPECIAL 1ST COMP RE= 1-8 RE=.i Q-8 1/4 RE= 2-10 1/4 I-DEPTHS LE= 10.000 MULTIPLE LOADING: I CENTERLINE= 10.000 RE= 10.000 PT LOAD OF 1,000 LB~ AT PANEL PT 3 2.85'LE 2.85'RE .,ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL T9P CHORD LOAD : 6300 ' EXTRA SHEAR ADDED TO EACH WEB= 500 UNIFORM TC LOAD= 264 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 25% 226.78 ' REACTIONS Rl= ~907.13 R2= -------------STRESS +907.13 MIN SHR= ANALYSIS------------- . NO MEM TC F BC F 1 W2 -1,986 0 ' TILTED ENO STRUT VlS -1,812 0 2 W3 -1,812 2,255 I 3 W3 -1,812 2,255 ,TILTED END STRUT VlS -1,986 2,255 W2 -1,986 I 4 5 SE SQ END 6 Vl END PNL 0 -----STD I 7 V2 INTERIOR MAX TC COMPRESSION= -6,711.36 SHEAR WEB F CSC 758 3,527 2.802 266 49Z -492 266 -758 VERTICALS -317 -1,335 -1,335 -317 3,527 1.195 -1.345 1.345 -1.195 -2.802 WEB L 25.69 10.95 12.33 12.33 10.95 25.69 907 -907 1.000 9.16 266 -317 1.195 10.95 0 0 0.000 0.00 MAX INT TC PANEL LENGTH= 14.25 MAX BC TENSIO~= 2,255.53 MAX INT BC PANEL LENGTH= 1· I I I I I TL= PP DISTANCE 0-2 1-8 2-2 2-10 1/4 4-0 1/2 3-6 1/2 22.50 ISTRiss llNALYsrs: 1OK264/160 97-0202 IBASE LENGTH _ 5-8 l/2 SMAC J9 I.S.P. / MEXAM, INC CARLSB,AD CA JAA RUN ON 7-3-97 APP I BC PANLS LE= WORKING LENGTH 5-4 1/2 DEPTH 10 EFF DEPTH 9.166 RE= 2-2 re PANELS LE= IFIRST HALF LE= FIRST DIAG LE= 2-2 1-8 0-8 1/4 2-10 1/4 1 BC PANELS AT 2-0 END STRUT TILTED SPECIAL 1ST COMP RE= 1-8 RE=, 0-8 1/4 RE= 2-10 1/4 'DEPTHS LE= 10.000 MULTIPLE LOADING~ I CENTERLINE= 10.000 UNIFORM TC LOAP= -207 UNIFORM BC LOAD= 0 RE= 10.000 ' NOTE: UNIFORM LOAD IS NET .UPLIFT ALL LOADS SHOWN REDUCED BY 25% REACTIONS Rl~ -417.23 R2= -417.23 MIN SHR= ANALYSIS------------- 104.31 TL= -834.47 INo MEM -;~-;------;~ :TRESS 1 W2 787 0 SHEAR WEB F CSC -300 -843 2.802 WEB L PP DISTANCE 25.69 o-2 -208 -92 ITILTED END STRUT VlS 651 0 2 W3 . 651 -734 249 140 140 1.195 -1.345 1.345 10.95 12.33 12.33.1 3 W3 651 -734 92 ' TILTED END STRUT VlS . 787 -734 -208 249 -843 -1.195 10.95 25.69 4 W2 787 0 300 -2.802 I 5 -----STD VERTICALS SE SQ END 417 -417 1.000 9.16 10.95 0.00 0.00 LENGTH= 6 Vl END PNL -208 249 1.195 7 V2 INTERIOR O O 0.000 IMAX TC COMPRESSION= 0.00 MAX BC TENSION= MAX INT TC PANEL LENGTH= 14.25 MAX INT BC PANJL I I I' I I I I 1-8 2-2 2-10 1/4 4-0 1/2 3-6 1/2 22.50 I 110K264/160 J9 97-0202 SMAC CARLSBAD CA IMEM -------MULTIPLE ANALYSIS SUMMARY------- TC TEN TC COM 1 4,725 -6,711 I! 4,725 -6,537 4,725 -6,537 4,725 -6,711 5 . 0 0 ,~ 0 0 0 0 IMAXIMUM UNIFORM LOAD: I I I I I I: I 1· 1· I I _I I BC TEN BC COM WEB TEN 0 0 4,236 3,007 -734 140 3,007 -734 140 0 0 4,236 0 0 0 ~ 0 0 249 0 0 0 TOP CHORD= Z64 RUN ON 7-3-97 JAA APP WEB COM -843 -1,556 .Ll,556 -843 -1,209 -423 0 I 110K264/160 J9 97-0202 SMAC CARLSBAD CA IMEM ------·-CONSOLIDATE LEFT & RIGHT-------- TC TEN 1 4,725 Ii 4,725 0 0 5 0 ,.MAXIMUM ~NIFORM I I I I I I I. I I I I I I I TC COM -6,711 -6,537 0 0 0 LOAD; BC TEN BC COM WEB TEN 0 0 4,236 3,007 -734 140 0 0 0 0 0 249 0 0 0 TOP CHORD= i64 RUN ON 7-3-97 JAA APP WEB COM -843 -1,556 ,-1,209 -423 0 I l[nternatioal Structural Products IJmMBER SIZES: 10K264/160 J9 El Paso, Texas ;7-0202 SMAC .CARLSBAD CA ly 3ENDING LOAD = = 50,000.000 Fb = 0.000 ASSUMED FORCE = = 10.000 ASSUMED EFF DEPTH= l)UTSIDE DEPTH 3C = lC AREA= 0.3260 y(x) = 0.4170 re = 20. Ryy 1.0289 Rz JAA APP 30,000.000 6,537.199 9.166 ), . = 0.2970 t REA = 0.4840 Rx = 0.626~ ~ = 0.5460 Sl = 0.3479 ~CTUAL EFF DEPTH= 9.031 acoRRECTED LOAD TC= 6,630.516 -~/Rx= 22.763 USING L ·= 14.25 L/Rz = 17.902 USING L = 7.12 . Fa= 22,958.9 USING L/R~ 29.52 tMAX LOAD (FILLERS)= 22,446.50 0 INTERIOR FILLERS REQUIRED Rz = 0.3980 Ryy = 1.2192 Ss = 0.1306 Qs = 0.8342 GAP BETWEEN CHORD= 1.000 BC = 3,050.313 L/Ryy= ~9.525 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 288,184.14 Cm= 0.00000 MAX LOAD NO FILLER= 21,869.65 lll'C (fa/Fa) Ilse STRESS = = 0.29834 USING TC= 20 = 2 X 2 X .125 4,678.39568 USING BC= lC = 1 1/2 X 1 1/2 X .113 ICHORD WT = IEND PANEL ALLOWABLE ND PANEt CHECK = !AXIAL LOAD = Fa = r.~ PANEL PT == PANEL PT= 9,681.2 31.950 CHORD WT/FT END PANEL CHECK W= 264 FORCES REDUC~D 10 % LEFT END LENGTH 6,807.16 AXIAL STRESS fa 19,257.10 F'e 2,649.08 fb MID-PANEL = 0.988 fa/Fa = MID PANEL= 0.4031 NO FILLERS &A~TOM CHORD L/Rz= ~ BRIDGING CHECK TC= = 5.590 = 18.00 7,032.19 = 180,615.41 831.14 0.365 ·L/R= 45. 22 = = 52.899 MOMENT OF INERTIA= ITC TENSION STRESS= 4,950.87 75.757 TC OAL/Ryy 14.73' BC= 20.57' 32.3 LL 360=7,780.0 LL 240=#,###.# BC COMPRESSION CENTER 8Bc COMPRESSION ACTUAL= .MAX BC BROG DIST= 31-0 MAX BROG BC 1/ryy of 200 I I I I I . 744.48 ALLOW= 12,386.~ NO FILLER 1/8 FOij 1/ryy BC COMP CHECK = 17.15' RUN ON 7-3-97 I ~B DESIGN: 10K264/160 ~9 "97-0202 SMAC RUN ON 7-3-97 APP CARLSBAD CA JAA I TC= 20 = 2 X 2 X .125 BC= lC = 1 1/2 X 1 1/2 X .113 ------WEB DESIGN------ 'NUMBER SZ QTY ACTUAL T 1 W2 RH 1 4,236 2 W3 10 1 140 AtLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 16,398 843 10,994 2.0 .13~ 7/8" ROD 6,241 1,556 5,216 2.0 .109 l X 1 X .109 ----STANDARD VERTICALS 13 SE 10· 2 B 0 4 Vl 10 1 249 12~483 1,209 11,710 2.0 .040 1 X l X .109 5,617 457 4,831 2.0 .015 1 X 1 X .109 I I I I I I I I I I I I I I I I I I I I I I I I I I I .I -fa/F'e)'Q"Fb) ) /.09= I I I I I JOB NUMBER: 97-202 JOB NAME: SMAC LOCATION: CARLSBAD.CA "AXIAL LOAD AND BENDING". END PANEL Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc.= Panel point <= 0.6 Fy = { fa + fb ) / 0.9:s Mid panel<• 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 18.000 in 6,807.16 lbs. 6,300.00 lbs. 264.00 lbs./ ft. 3.00 in. 1.00 No filler 30,000.00 psi 10,736.60 OK 1.00 0.45 OK BENDING JOIST NAME: 101<264/160 MARK: J9 ONE ANGLE A= Ix= rx= lz= rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb= Mid Panel fb = Fb= Kl/rz = Cc= Fa= F'e = Cm= Q.'484 inA2 Q,19Q inA4 0.626 in a.on inA4 0.398 in 0.546 in 0.834 1.50 in 10,341.00 lbs-in. 9,951.19 lbs-in. 3,512.47 psi 6,150.48 psi 5,918.63 psi 30,000.00 psi 45.28 117.14 21,391.13 psi 72,840.48 psi 0.99 ·+ cm•fb/((1-fa/F'e)"Q·Fb)) /.09:s Page 1 At= ltx= rtx = Panel P. Stx = Mid Panel Stx = With filler Kl/rx = Cc= Fa= F'e = Cm= Panel point <= 0.6 Fy = • { fa + fb ) / 0.9= Mid panel<= 3-Jul-97 PROPERTIES: 1,938 inA2 2.522 inA4 1.141 in 1.681 inA3 1.681 inA3 SEE NEXT PAGE: 15.78 117.14 24,076.03 psi 599.787.56 psi 1.00 30,000.00 psi 10,736.60 OK 1.00 0.43 OK I I I I I I I I I I I I I I I I I I ISP INC Shape: L u 2.000 H 2.000 T 0.1.25 X 0.000 V 3.000 ex 1.80.00 A 0.484 't'bar -0.546 Xbar -0.546 Ix 0.1.90 ·Iy 0.J.90 Rx 0.626 Rl!el 0.626 Rz 0.398 e 225.00 I ri July 3, l.997 Shape: Shape: Shape: L L L u 2.000 u 2.000 u 2.000 H 2.000 H 2.000 H 2.000 T 0.1.25 T -· o. J.25 T 0.J.25 X J..000 X -0.125 X J.. J.25 V 3.000 V 0.000 V 0.000 ex 270.00 a: 90.000 a: 0.000 A 0.484 A 0.484 A 0.484 't'bar -o. 546 't'bar 0.546 't'bar 0.546 Xbar 0.546 Xbar-0,546 Xbar 0.546 Ix 0.1.90 Ix 0,1.90 Ix 0.1.90 Iy 0.1.90· .IY 0,J.90 I'!,1 0.J.90 Rx 0,626 Rx 0,626 Rx 0.626 Ry 0.626 Ry 0,626 Ry 0.626 Rz 0.398 Rz 0.398 Az 0.398 e 3J.5.00 e J.35.00 e 45.000 0 I -,... ----~------------------------------------· I I I .... I ~ A 1..938 Wgt 6.588 't'bar J..500 Xbar 0.500 Ix 2.522 Iy 3,J.50 Iw 3.1.50 ·1z 2,522 Ixy 0.000 Rx J.. J.4J. Ry J..275 Rz J.. J.4J. e 0.000 I STRESS ANALYSIS: 18K264/160 Ji0 I.S.P. / MEXAM, INC 197-0202 SMAC CARLSBAD CA JAA BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH I 17-9 17-s 1a 17.37 RUN ON APP 9C PANLS LE= 3-0 RE= 3-0 7-3-97 ITC PANELS LE= !:IRST HAi,F LE= FIRST DIAG LE= 2-0 1-10 1/2 4-10 1/2 3 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= 2-0 RE=-1-10 1/2 RE= 4-10 1/2 IDEPTHS LE= 18.000 CENTERLINE= 18.000 RE= MULTIPLE LOADING: I I-PT LOAD OF 1,000 LBS AT PANEL PT 5 EXTRA SHEAR ADD~D TO EACH-Wl?;B= 500 8.88'LE UNIFORM TC LOAD= 264 UNIFORM BC LOAD= 0 ' REACTIONS Rl= +2,799.00 R2= +2,799.00 MIN SHR= -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB F CSC 1 W2 -5,005 0 2,557 6,719 2.198 ITILTED END STRUT VlS -4,575 0 621 -755 1.215 2 W3 -4,575 7,082 1,935 -3,985 -1.636 I 3 W4 -8,867 7,082 1,292 -3,056 1.705 4 W5 -8,867 9,923 764 -2,155 -1.705 5 ws -8,867 9,923 -763 -2,155 1.705 6 W4 -8,867 7,082 -1,291 3,056 -1.705 I 7 W3 -4,575 7,082_ -1,935 -3,985 1.636 TILTED END STRUT VlS -5,005 7,082 621 I 8 W2 -5,005 -----0 -2,557 STD VERTICALS -755 6,719 -1.215 -2.198 18.000 8.SS'RE 699.75 WEB L 38.18 21.11 28.42 29.62 29.62 29.62 29.62 28.42 21.11 38.18 9 SE SQ END 2,799 -2,799 1.000 17.37 110 Vl END PNL 11 V2 INTERIOR MAX TC COMPRESSION= -8,867.97 I MAX INT TC PANEL LENGTH = 24. 00 I I I I I 621 -755 1.2is 21.11 528 -528 1.000 17.37 MAX BC TENSION= 9,923.58 MAX INT BC PANEL LENGTH= TL= 5,598.00 PP DISTANCE 0-2 2-0 3-0 4-10 1/2 6-10 1/2 8-10 1/2 10-10 1/2 12-10 1/2 15-9 14-9 48.00 I STRESS ANALYSIS: 18K264/l60 Jl0 I.S.P. / MEXAM, INC RUN ON APP ~7-0202 SMAC CARLSBAD CA JAA 'ASE LENGTH WORKING LENGTH DEPTH EFF DEPTH 17-9 17-5 18 17.37 I 3C PANLS LE= l;"'C PANELS LE= IRST HALF LE= IRST DIAG LE= 3-0 2-0 1-10 1/2 4-10 1/2 IEPTHS LE= 18.000 MULTIPLE LOADING: I 3 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 18.000 RE= 3-0 RE= 2-0 RE=~ J.-10 1/2 RE=-4-10 1/2 RE= 18.000 E LOAD OF 1,000 LBS AT PANEL PT 5 8.88'LE 8.88'RE DITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION D!TIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD : 6300 11:XTAA SHEAR ADDED TO EACH WEB= 500 AJNIFORM TC LOAD= 264 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 25% 524.81 TL= 7-3-97 4,198.50 ' EACTIONS Rl= +2,099.25 R2= +2,099.25 MIN SHR= -------------STRESS ANALYSIS------------- NO MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE t l W2 -3,753 0 1,917 5,314 2.198 38.18 0-2 ILTED END STRUT VlS -3,431 0 466 -566 1.215 -1.636 1.705 -1.705 1.705 -1.705 1.636 21.11 28.42 29.62 29.62 29.62 29.62 28.42 2-0 3-0 4-10 6-10 8-10 2 W3 -3,431 5,312 1,451 -3,193 13 W4 -6,650 5,312 969 2,505 4 ws -6,650 7,442 573 -1,830 5 ws -6,650 7,442 -572 -1,830 16 W4 -6,650 5,312 -968 2,505 7 W3 -3,431 5,312 -1,451 -3,193 TILTED END STRUT VlS -3,753 18 W2 -3, 753 5,312 466 0 -1,917 -----STD VERTICALS -566 5,314 -1.215 -2.1~8 21.11 38.18 SQ END END PNL INTERIOR 2,099 -2,099 1.000 17.37 MAX TC COMPRESSION= -11,375.98 rAX INT TC PANEL LENGTH= 24.00 I I I I 466 -566 1.215 21.11 396 -396 1.000 17.37 MAX BC TENSION= 7,442.69 MAX INT BC PANiL LENGTH= 10-10 12-10 15-9 14-9 48.00 1/2 1/2 1/2 1/2 1/2 .STRESS ANALYSIS: 18K264/160 JlO I.S.P. / MEXAM, INC 197-0202 SMAC CARLSBAD CA JAA RUN ON APP 7-3-97 BASE LENGTH WORKING LENGTH DEPTH EFF D!PTH 17-9 17-5 18 17.37 I BC PANLS LE= 3-0 RE= 3-0 ITC PANELS LE= FIRST HALF LE= FIRST DIAG LE= 2-0 1-10 1/2 4-10 1/2 3 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= 2-0 RE=.-1-10 1/2 RE= 4-10 1/2 'DEPTHS MULTIPLE I LE= 18.000 LOADING: -CENTERLINE:; 18.000 IUNIFORM TC LOAD= -207 .. UNIFORM BC LOAD= NOTE: UNIFORM ~OAD IS NET-UPLIFT ALL LOADS SHOWN REDUCED BY 25% 0 REACTIONS Rl~ -1,351.97 R2; -1,351.97 MIN SHR= RE= 18.000 337.99 TL= -2,703.94 INo MEM -;c-;------;c :TRESS ::~!SIS-;;;-;----~;~ 1 W2 2,367 0 -1,209 -2,658 2.198 WEB L PP DISTANCE 38.18 0-2 ITILTED END STRUT VlS 2,115 0 -365 444 1.215 2 W3 2,115 -3,208 -844 1,381 -1.636 I 3 W4 3,852 -3, 208 -465 -794 1. 705 4 ws 3,852 -4,066 -155 576 -1.705 5 W5 3,852 -4,066 155 576 1.705 6 W4. 3,852 -3,208 465 -794 -1.705 I 7 W3 2,115 -3,208 844 1,381 1.636 TILTED END STRUT VlS 2,367 -3,208 -365 0 1,209 STD VERTICALS 444 -2,658 -1.215 -2.198 21.11 28.42 29.62 29.62 29.62 29.62 28.42 21.11 38.18 I 8 W2 2,367 ----- 9 SE SQ END 1,351 -1,351 1.000 17.37 10 Vl END PNL 111 V2 INTERIOR MAX TC COMPRESSION= I I I I I I MAX INT TC PANEL LENGTH= -365 444 1.215 21.11 -310 310 1.0'00 17.37 0.00 MAX BC TENSION= 0.00 24.00 MAX INT BC PANEL LENGTH= 2-0 3-0 4-10 1/2 6-10 1/2 8-10 1/2 10-10 1/2 12-10 1/2 15-9 14-9 48.00 I 118K264/160 JlO 97-0202 SMAC CARLSBAD CA -------MULTIPLE ANALYSIS TC TEN TC COM BC TEN 4,725 -8,478 0 4,725 -8,156 7,082 4,725 -11,375 7,082 4,725 -11,375 9,923 4,.725 · -11,375 .,9,923 4,725 -11,375 7,082 4,725 -8,156 7,082 4,725 -8,478 ··o 0 0 0 0 0 0 0 O· 0 SUMMARY BC COM 0 -3,208 -3,208 -4,066 -4,066 -3,208 -3,208 0 0 0 0 I MAXIMUM UNIFORM LOAD: TOP CHORD= 2(p4 I I I I I I I I I I I I WEB TEN 6,719 1,381 3,056 576 576 3,056 1,381 6,719 0 444 310 JAA RUN ON 7-3-97 APP WEB COM -2,658 -3,985 .l -:-794 .,...2, 155 -2,155 -794 -3,985 -2,658 -2,799 -755 -528 I 118K264/160 JlO 97-0202 SMAC CARLSBAD CA -l~EM 1 -------CONSOLIDATE LEFT TC TEN TC COM BC TEN 4,725 -8,478 0 Ii 4,725 -8,156 7,082 4,725 -11,375 7,082 4,725 -11,375 9,923 5 . 0 0 0 ,~ 0 0 ~ 0 0 0 0 & RIGHT-------- BC COM WEB TEN 0 6,719 -3,208 1,381 -3,208 3,056 -4,066 576 0 () 0 444 0 310 IMAXIMUM UNI FORM LOAD: TOP CHORD= 264 I I I I I I I I I I I I I JAA RUN ON 7-3-97 APP WEB COM -2,658 -3,985 ~ -.794 -2,155 -2,799 -755 -528 I IInternatioal Structural Products El Paso, Texas MEMBER SIZES: 18K264/160 JlO 97-0202 SMAC CARLSBAD CA JAA APP IFy BENDING LOAD = = = 50,000.000 0.000 18.000 ' OUTSIDE DEPTH BC = lC AREA= 0.3260 y(x) = 0.4170 TC = 2Q IAREA = 0.4840 Rx = 0.6260 y = 0.5460 Sl = 0.3479 ACTUAL EFF DEPTH= 17.037' ICORRECTED LOAD TC= 11,598.333 L/Rx = 38.338 USING L = 24.00 L/Rz = 30.150 USING L = 12.00 Fa= 22,117.4 USING L/R= 38.33 IMAX LOAD (FILLERS)= 21,623.76 NO INTERIOR FILLERS REQUIRED Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy .-1. 0289 Rz Rz = 0.3980 Ryy Ss = 0.1306 Qs GAP BETWEEN CHORD= BC = L/Ryy= 29.525 USING WITH FILLERS K= F'e: 101,596.17 MAX LO.Al;) NO FILLER= 30,000.000 11,375.982 17.370 ,l • = 0.2970 = 1.2192 = 0.8342 1.000 10,117.552 L = 36.00 1.00 Cm= 0.00000 19,200.34 ITC (fa/Fa) = 0.54173 USING TC= 20 = 2 X 2 X .125 BC STRESS = 15,517.71928 USING BC= lC = 1 1/2 X 1 1/2 X .113 ICHORD WT = END PANEL ALLOWABLE IENO PANEL CHECK = AXIAL LOAD = Fa = l fb PANEL PT = Cm = PANEL PT= 16,424.5 IFIRST PANEL CHECK= AXIAL LOAD = Fa = l fb PANEL PT Cm = = PANEL PT= 16,085.6 lsoTTOM CHORD L/Rz= 99.270 CHORD WT/FT = . END PANEL CHECK W= 264 FORCES REDUCED 10 % LEFT END LENGTH 8,644.52 AXIAL STRESS fa 18,226.32 F'e 7,494.28 fb MIO-PANEL 0.977 fa/Fa = MID PANEL= 0.5257 NO FILLERS LENGTH AXIAL STRESS fa F'e fb MID-PANEL fa/Fa = LEFT END 8,316.43 15,998.67 7,494.28 0.930 MID PANEL= 0.6262 NO FILLERS 161.616 TC OAL/Ryy = 5.590 ::c 22.00 = 8,930.29 = 120,907.83 = 764.15 0.489 L/R= 55.27 = 34.50 = 8,591.35 = 49,165.63 = • 1,982.62 0.537 L/R= 86.68 171.410 MAX BRIDGING CHECK MOMENT OF INERTIA= ITC TENSION STRESS= BC COMPRESSION CENTER TC= 14.73' BC= 20.57' 113.6 LL 360= 803.3 LL 240=1,204.9 4,976.60 IBC COMPRESSION ACTUAL= BC COMPRESSION ACTUAL= 4,146.29 4,146.29 ALLOW::: ALLOW= 3,764.8 9,098.3 NO FILLER FILLER I ****************BC FILLERS REQD**************** MAX BC BRDG DIST= 13-1 5/8 FOR 1/ryy BC co~ CHECK IMAX BRDG BC 1/ryy of 200 = 17.15 I RUN ON 7-3-97 I I WEB DESIGN: 18K264/160 Jl0 97-0202 SMAC CARLSBAD CA JAA RUN ON 7-3-97 APP I TC= 20 = 2 X 2 X .125 BC= lC = 1 1/2 X 1 1/2 X .113 I NUMBER sz QTY ACTUAL T 1 W2 RH 1 6,719 2 W3 18 1 1,381 I I I I I I I I I I I I I I I 3 W4 4 WS 5 SE 6 Vl 7 v2 10 l 3,056 15 1 576 10 2 B 0 10 1 444 10 l 310- ------WEB DESIGN------ ALLOW TACTUAL C ALLOW C WELD T!iK ANGLE NAME 16,398 2,658 4,110 2.0 ;13,8 7/8" ROD 8,999 3,.985 4,502 2.5 .110 1 1/4 X 1 1/4 X .125 §,241 794 1,877 2.0 .109 1 X 1 X .109 7,908 2,155 3,733 2.0 .109 1 1/4 X 1 1/4 X .lOS ----STANDARD VERTICALS --a;-- 12,483 2,799 10,251 2~0 .094 1 X 1 X .109 5,617 813 3,103 2.0 .027 1 X l X .109 6,241 585 4,142 2.0 .019 1 X + X .109 I I I I I I I I I I I I I I I I I I I -fa/F'e)*Q*Fb) ) /.09= JOB NUMBER: 97.202 JOB NAME: SMAC LOCATION: CARLSBAD.CA "AXIAL LOAD AND BENDING". END PANEL Leg= Thickness= Fy= Gap= K= Length= Gravity Axial t:oad = Lateral axial load = W= Bearing Depth = Reduc.= Panel point <= 0.6 Fy = ( fa + fb ) / 0.9• Mid panel<• 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 22.000 in 8,644.52 lbs. 6,300.00 lbs. 264.00 lbs./ ft. 3.00 in. 1.00 No filler 30,000.00 psi 12,080.79 OK 1.00 0.53 OK BENDING JOIST NAME: 181<2641160 MARK: J10 A= Ix= rx= lz= rz= y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= Kl/rz = Cc= Fa= F'e = Cm= ONE ANGLE 0.484 in•2 0.190 in"4 0.626 in o.on in"4 0.398 in 0.546 in 0.834 1.50 in 10,781.00 lbs-in. 10,198.69 lbs-in. 4,460.54 psi 6,412.17 psi 6,005.83 psi 30,000.00 psi 55.34 117.14 20,243.88 psi 48,760.98 psi 0.97 ---------~-~ At= ltx = rtx= Panel P. Stx = Mid Panel Stx = With filler Kl/rx = Cc= Fa= F'e= Cm= -~ 3-Jul-97 PROPERTIES: 1.938 in"2 2.522 in"4 1.141 in 1.681 in"3 1.681 10-3 SEE NEXT PAGE: 19.29 117.14 23,814.99 psi 401,510.68 psi 1.00 Panel point <= 0.6 Fy = 30,000.00 psi 12,080.79 OK ~ + Cm*fb/((1-fa/F'e)*Q*Fb)) /,09:z Page 1 ( fa + fb ) / 0.9= Mid panel<= 1.00 0.48 OK ·---~~ I I ISP INC July 3, 1997 I I Shape: Shape: Shape: Shape: ~ L L L L u 2.000 u 2.000 u 2.000 u 2.000 H 2.000 H 2.000 H 2.000 H 2.000 T 0 •• 1.25. T 0.1.25 T -0.1.25 T 0.1.25 I X 0.000 X 1..000 X -o.-.J.25 X 1..125 V 3.000 V 3.000 V 0.000 V 0.000 ex 1.80.00 ex 270.00 ex 90.000 ex 0.000 A 0.484 A 0.484 A 0.484 A 0.484 ·1 Vbar-0.546 Vbar-0.546 Vbar 0.546 Vbar 0.546 Xbar-0.546 Xbar 0.546 Xbar-0.546 Xbar 0.546 Ix 0.1.90 Ix 0.1.90 Ix 0.1.90 Ix 0.1.90 Iy 0.1.90 Iy 0.1.90 ,IY 0.1.90 Iy 0.1.90 Rx 0.626 Rx 0.626 Rx 0.626 Rx 0.626 I Ry 0.626 Ry 0.626 Ry 0.626 Ry 0.626 Rz 0.398 Rz 0.398 Rz" 0.398 Rz 0.398 e 225.00 e 31.5.00 e 1.35,00 e 45.000 0 I I I A 1.,938 Wgt 6,588 Vbar 1..500 Xbar 0.500 Ix 2.522 I Iy 3,1.50 Iw 3.1.50 Iz 2.522 Ixy 0,000 Rx 1. .1.41. I ----~------------------------------------1 I I Ry '1 J. • 275 Rz 1.. 1.41. e 0.000 ,--I I I n I I I I I I I I TRESS ANALYSIS: 24K232/128 J11 .-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA 5-12-97 "4sE LENGTH WORKING LENGTH .35-7 3/4 35-3 3/4 I ::: PANLS LE= 4-0 3-0 DEPTH 24 EFF DEPTH 23.16 RE= 4-0 RE= 3-0 I PANELS LE= RST HALF LE= £RST DIAG LE= 1-9 7/8 5-9 7/8 7 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= ~1"" 9 7/8 RE= 5-9 7/8 IPTHS LE= 24.000 JLTIPLE LOADING: CENTERLINE= 24.000 RE= 24.000 I I LOAD OF 1,000 LBS AT PANEL PT 9 LOAD OF 350 LBS AT PANEL PT 16 XTRA SHEAR ADDED TO EACH WEB= 500 17.82'LE 32.65'LE ~IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 17.82'RE 3.00'RE I ACTIONS R1= +4,624.33 R2= +4,918.17 MIN SHR= -------------STRESS ANALYSIS------------- 1,229.54 0 MEM TC F BC F SHEAR WEB F CSC WEB L 51.50 I W2 -8,531 0 4,295 10,664 2.223 LTED END STRUT V1S -8,192 W3 -8,192 W4 -14,821 W5 -14,821 -W6 -19,762 W7 -19,762 W8 -22,780 5 I 8 W9 -22,780 W9 -22,838 W8 -22,838 I 1 W7 -19,937 W6 -19,937 W5 -15,112 W4 -15,112 • 5 W3 -8,594 I LTED END STRUT V1S -9,115 .6 W2 -9,115 ,, 8 e SE SQ END Vl END PNL V2 INTERIOR 0 11,629 11,629 17,532 17,532 21,511 21,511 23,567 23,567 21,628 21,628 17,765 17,765 11,978 11,978 656 3,639 3,080 2,616 2,152 1,688 1,224 760 -703 -1,167 -1,631 -2,095 -2,559 -3,023 -3,583 11,978 1,006 -o -4~589 -----STD VERTICALS ,~ TC COMPRESSION= -22,838.51 4,918 1,006 464 MAX MAX I I :1 INT TC PANEL LENGTH= 24.00 -738 -5,694 5,155 -4,487 3,819 -3,151 2,482 -1,814 -1,770 2,401 -3,070 3,738 -4,406 5,074 -5,616 -1,133 11,317 1.126 -1.375 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.375 -1 .126 -2.223 26.08 31.85 33.35 33.35 33.35 33.35 33.35 33.35 33.35 33.35 33.35 33.35 33.35 33.35 31.85 26.08 51.50 -4,918 1.000 23.16 -1,133 1.126 26.08 -464 1.000 23.16 BC TENSION= 23,567.96 INT BC PANEL LENGTH= TL= 9,542.50 PP DISTANCE o-2 3-0 4-0 5-9 7/8 7-9 7/8 9-9 7/8 11-9 7/8 13-9 7/8 15-9 7/8 17-9 7/8 19-9 7/8 21-9 7/8 23-9 7/8 25-9 7/8 27-9 7/8 29-9 7/8 32-7 3/4 31-7 3/4 48.00 . ··-· ----~ I TRESS ANALYSIS: 24K232/128 Jll 17-0202 SMAC ASE LENGTH WORKING LENGTH ,5-7 3/4 35-3 3/4 C PANLS LE= 4-0 3-0 I.S.P. I MEXAM, INC CARLSBAD CA DEPTH 24 EFF DEPTH 23.16 RUN ON JAA RE= 4-0 RE= 3-0 I:: PANELS LE= IRST HALF LE= IRST DIAG LE= 1-9 7/8 5-9 7/8 7 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= ~1-9 7/8 RE= 5-9 7/8 tPTHS LE= 24.000 -CENTERLINE= 24.000 RE= 24.000 ULTIPLE LOADING: I .T LOAD OF 1,000 LBS AT PANEL PT 9 17.82'LE 17.82'RE F LOAD OF 350 LBS AT PANEL PT 16 32.65'LE 3.00'RE DDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION EDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS DITIONAL TOP CHORD LOAD : 6300 TRA SHEAR ADDED TO EACH WEB= 500 NIFORM TC LOAD= 232 UNIFORM BC LOAD= 0 ... L LOADS SHOWN REDUCED BY 25% 11:ACTIONS R1= +3,468.25 R2= +3,688.63 MIN SHR= 922 .16 TL= -------------STRESS ANALYSIS ------------- 5-12-97 7,156.88 If) MEM -~ W2 TC F BC F SHEAR WEB F csc WEB L PP DISTANCE -6,398 0 3,221 ILTED END STRUT t 4 I 7 ~ t VlS W3 W4 W5 W6 W7 we W9 W9 we W7 W6 W5 .4 W4 15 W3 ILTED END V1S W2 -6,144 -6,144 -11,116 -11,116 -14,821 -14,821 -17,085 -17,085 -17,128 -17,128 -14,952 -14,952 -11,334 -11,334 -6,445 STRUT -6,836 -6,836 ·8 SE SQ ENO Vl END PNL V2 INTERIOR 0 8,722 8,722 13,149 13,149 16,133 16,133 17,675 17,675 16,221 16,221 13,323 13,323 8,984 8,984 8,984 0 -----STD l!x TC COMPRESSION= -21,853.88 492 2,729 2,310 1,962 1,614 1,266 918 570 -527 -875 -1,223 -1,571 -1,919 -2 :·267 -2,687 754 -3,442 VERTICALS 3,688 754 348 MAX 1AX INT TC PANEL LENGTH= 24.00 MAX I I 8,276 2.223 51.50 -554 1.126 26.08 -4,442 -1.375 31.85 4,046 1.440 33.35 -3,545 -1.440 33.35 3,044 1.440 33.35 -2,543 -1.440 33.35 2,042 1.440 33.35 -1,540 -1.449 33.35 -1,480 1.440 33.35 1,981 -1.440 33.35 -2,482 1.440 33.35 2,983 -1.440 33.35 -3,484 1.440 33.35 3,986 -1.440 33.35 -4,384 1.375 31.85 -849 -1.126 26.08 8,766 -2.223 51.50 -3,688 1.000 23.16 -849 1.126 26.08 -348 1.000 23.16 BC TENSION= 17,675.97 INT BC PANEL LENGTH= o-2 3-0 4-0 5-9 7/8 7-9 7/8 9-9 7/8 11-9 7/8 13-9 7/8 15-9 7/8 17-9 7/8 19-9 7/8 21-9 7/8 23-9 7/8 25-9 7/8 27-9 7/8 29-9 7/8 32-7 3/4 31-7 3/4 48.00 I rRESS ANALYSIS: 24K232/128 Jll .-0202 SMAC ~SE LENGTH WORKING LENGTH ,s-7 3/4 35-3 3/4 PANLS LE= 4-0 I.S.P. / MEXAM, INC CARLSBAD CA DEPTH 24 EFF DEPTH 23 .16 RUN ON JAA RE= 4-0 RE= 3-0 5-12-97 I PANELS LE= 3-0 ~ST HALF LE= 1-9 7/8 RST DlAG LE= 5-9 7/8 7 BC PANELS AT 4-O END STRUT TILTED SPECIAL 1ST COMP RE= J1-. 9 7/8 RE= ·5-9 7/8 IPTHS LE= 24.000 CENTERLINE= 24.000 RE= JLTIPLE LOADING: I ~IFORM TC LOAD= -207 UNIFORM BC LOAD= ilTE: UNIFORM LOAD IS NET UPLIFT _L LOADS SHOWN REDUCED BY 25%. 0 l?:ACTIONS R==-·-==~:~_:_::: R2= -2,741.13 STRESS ANALYSIS MIN SHR= D MEM TC F BC F SHEAR L W2 5,007 I LTED END STRUT V1S 4,780 2 W3 4,780 W4 8,516 W5 8,516 W6 11,090 I ::, W7 11,090 W8 12,377 W9 12,377 I ~ W9 12,377 I W8 12,377 _ 2 W7 11,090 W6 11,090 • W5 8,516 . W4 8,516 W3 4,780 IL TE·o END STRUT I VlS 5,007 W2 5,007 1: SE SQ END Vl END PNL 0 -2,521 0 -6,746 -6,746 -9,964 -9,964 -11,894 -11,894 -12,538 -12,538 -11,894 -11,894 -9,964 -9,964 -6,746 -6,746 -439 -2,082 -1,707 -1,397 -1,086 -776 -465 -155 155 465 776 1,086 1,397 1,707 2,082 -6,746 -439 -o 2,521 -----STD VERtICALS 2,741 -439 -310 WEB F -5,606 494 2,864 -2,459 2,012 -1,565 1,117 -986 986 986 -986 1,117 -1,565 2,012 -2,459 2,864 494 -5,606 csc 2.223 1.126 -1.375 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 t -1.440 1.375 -1.126 -2.223 24.000 685.28 WEB L 51.50 26.08 31.85 33.35 33.35 33.35 33.35 33.35 33.35 33.35 33.35 33.35 33.35 33.35 33.35 31.85 26.08 51.50 23.16 26.08 23 .16 X ,,X V2 INTERIOR TC COMPRESSION= INT TC PANEL LENGTH= 0.00 MAX 24.00 MAX -2,741 1.000 494 1 .126 310 1.000 BC TENSION= 0.00 LENGTH= INT SC PANEL I I I TL= -5,482.27 PP DISTANCE o-2 3-0 4-0 5-9 7/8 7-9 7/8 9-9 7/8 11-9 7/8 13-9 7/8 1~-9 7/8 17-9 7/8 19-9 7/8 21-9 7/8 23-9 7/8 25-9 7/8 27-9 7/8 29-9 7/8 32-7 3/4 31-7 3/4 48.00 I I 4K232/128 Jl 1 7-0202 SMAC CARLSBAD CA l~M 1 I; 4 ,~ 7 3 ,.~ 1 1; 4 ·~ a ,, -------MULTIPLE ANALYSIS SUMMARY TC TEN TC COM BC TEN BC COM 5,007 -11,123 0 0 4,780 -10,869 11,629 -6,746 8,516 -15,841 11,629 -6,746 8,516 -15,841 17,532 -9;964 11,090 -19,762 17 .. ,53_2 -9,964 11,090 -19,762 21,511 -11,894 12,377 -2~,780 21,5~1 -11,894 12,377 -22,780 23,567 -12,538 12,377 -22,83~ 23,567 -12,538 12,377 -22,838 21,628 -11,894 11,090 -19,937 21,628 -11,894 11,090 -19,937 17,765 -9,964 8,516' -16,059 17,765 -9,964 8,516 -16,059 11,978 -6,746 4,780 -11,170 11,978 -6,746 5,007 -11,561 0 -o 0 0 0 0 0 0 0 0 0 0 0 0 ~XIMUM UNIFORM LOAD: TOP CHORD= 232 ., I I I I I I I I I WEB TEN 10,664 2,864 5,155 2,012 3,819 1,117 2,482 986 986 2,401 1,117 3,738 2,012 5,074 2,864 11,317 0 494 310 JAA WEB COM -5,606 -5,694 -2,459 -4,487 -1,565 -3, 151 -986 -1,814 -1,770 -986 -3,070 -1,565 -4,406 -2,459 -5,616 -5,606 -4,918 -1,133 -464 RUN ON 5-12-97 I .K232/128 J11 -0202 SMAC CARLSBAD CA IM -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM BC TEN BC COM WEB TEN 1 5,007 -11,561 0 -o 11,317 I 4,780 -11,170 11,978 -6,746 2,864 8,516 -16,059 11,978 -6,746 5,155 4 8,516 -16,059 17,765 -9,964 2,012 l 11,090 -19,937 17-, 76_5 -9,964 3,819 11,090 -19,937 21,628 -11,894 1,117 12,377 -22,838 21 ,62_8 -11,894 2,482 3 12,377 -22,838 23,567 -12,538 986 I 0 0 0 0 0 0 0 0 0 494 1 0 0 0 0 310 lxrMUM UNIFORM LOAD: TOP CHORD= 232 I I I I I I I I I I I I RUN ON 5-12-97 JAA WEB COM -5,606 -5,694 -~.459 -4,487 -1,565 -3,151 -986 -1,814 -4,918 -1,133 -464 I l,ternatioal Structural Products ~MBER SIZES: 24K232/128 Jll El Paso , Texas .:-0202 :'.NDING LOAD l~TSI~E2 ~EPTH = = = SMAC 50,000.000 0.000 24.000 CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= ~EA= 0.4840 y(x) = 0.5460 Ryy -1.2192 Rz ' = 21 · ,~EA= ·0.5520 Rx = 0 .5530 Sl_ :TUAL EFF DEPTH= 11RRECTED LOAD TC= /Rx= 38.461 USING /Rz = 30.303 USING la= 23,634.0 USING ~X LOAD (FILLERS)= 0 INTERIOR FILLERS = 0.6240 = 0.3869 22.901 23,096.806 L = 24.00 L =.12.00 L/R= 38.46 26,352' .94 REQUIRED Rz = 0.3960 Ryy Ss = 0.1478 Qs GAP BETWEEN CHORD= BC = L/Ryy= 29.428 USING WITH FILLERS K= F'e= 100,948.03 MAX LOAD NO FILLER= JAA 30,000.000 22,838.513 23 .160 Ii = 0.3980 = 1.2233 -0.8979 1.000 23,834.504 L = 36.00 1.00 Cm= 0.00000 23,179.89 I: (fa/Fa) = 0.88520 USING TC= 21 = C STRESS = 24,622.42186 USING BC= 20 = 2 X 2 X .143 2 X 2 X .125 ,,ORD WT = 254.932 CHORD WT/FT END PANEL CHECK W= 232 itlD PANEL ALLOWABLE FORCES REDUCED 10 % r.D PANEL CHECK = LEFT END LENGTH XIAL LOAD = 11,692.44 AXIAL STRESS fa a = 15,144.03 F'e = a; PANEL PT __ = 8,304.76 fb MID-PANEL ~ 0.936 fa/Fa = ANEL PT= 18,895.7 MID PANEL= 0.8068 NO FILLERS lRST PANEL CHECK= LEFT END LENGTH XIAL LOAD = 11,297.33 AXIAL STRESS fa aa = 16,880.87 F'e ao PANEL PT = 8,304.77 fb MID-PANEL m = 0.919 fa/Fa = ANEL PT= 18,537.8 MID PANEL= 0.6569 NO FILLERS loTTOM CHORD L/Rz= 120.603 TC OAL/Ryy = -AX BRIDGING CHECK TC= 14.78' BC= 24.38' 7.150 ~ = 34.00 = 10,590.98 = 50,299.36 = 2,197.07 0.699 L/R= 85.85 = 33.88 = 10,233.09 = SQ,671.26 = 1,187.81 0.606 L/R= 85.54 346.395 IOMENT OF INERTIA= 271.3 LL 360= 230.1 LL 240= 345.2 C TENSION STRESS= 11,33~.29 IC COMPRESSION CENTER C COMPRESSION ACTUAL= 12,680.17 ALLOW= 10,037.6 NO FILLER iC COMPRESSION ACTUAL= 12,680.17 ALLOW= 17,081.8 FILLER I ****************BC FILLERS REQD**************** :LLOW BC COMP LOAD= 15,034.52 @ 1/ryy BROG SPACE= 9-2 5/8 I I RUN ON 5-12-97 I Is DESIGN: 24K232/128 -0202 SMAC I IMBER W2 1 • ' I I . I I I I I I I I I I I I W3 W4 W5 W6 W7 W8 W9 SE V1 V2 sz RP 1E 15 lC 15 18 10 15 10 10 10 TC= 21 QTY ACTUAL T 1 11,317 1 2,864 1· 5,155 1 2,012 1 3,819 1 1,117 1 2,482 1 986 2 B 0 1 494 1 310 J11 CARLSBAD CA = 2 X 2 X .143 BC= 20 = 2 X ------WEB DESIGN ------ ALLOW TACTUAL C ALLOW C WELD 27,106 5,606 5,862 2.2 10,877 5,694 5,739 3.1 7 ,908_ 2,459 2,830 3.2 9,877' 4,487 4,862 2.7 7,908 1,565 2,830 2.4 8,999 3,151 3,195 2.0 6,241 986 1,406 2.0 7,908 1,814 2,830 2.0 .----STANDARD VERTICALS 12,483 4,918 9,024 3 .1 s ·,617 1,248 2,070 2.0 6,241 579 2,904 2.0 ,, n~·w•-., ~.i""t:~ RUN ON 5-12-97 JAA 2 X .125 THK ANGLE NAME .3tf6 ,1 1/8" ROD .125 1 1/2 X 1 1/2 X .125 .109 1 1/4 X 1 1/4 X .109 .113 1 1/2 X 1 1/2 X .113 .109 1 1/4 X 1 1/4 X .109 .110 1 1/4 X 1 1/4 X .125 .109 1 X 1 X .109 .109 1 1/4 X 1 1/4 X .109 .109 1 X 1 X .109 .042 1 X 1 X .109 .019 1 X 1 X .109 I I I I I I I I I I I I I I I I I I I JOB NUMBER: 97-0202 JOB NAME: SMAC LOCATION: CARLSBAD, CA "AXIAL LOAD AND BENDING", Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Be,!ring Depth = Reduc.= END PANEL- 2.000 in. 0.143 in. 50.900 ksi 1.000 in 1.000. 34.000 in 11,700.00 lbs. 6,300.00 lbs. 232.00 lbsJ ft. 3.00 in. 1.00 No filler ISP Corp. 3-Jul-97 JOIST NAME: 241<232/128 MARK: J11 A= Ix= rx= lz= rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz= Cc= ONE ANGLE 0.552 in"2 0.214 in"4 0.624 in 0.087 inA4 0.396 in 0.553 in 0.898 1.50 in 12,243.67 lbs-in. 11,021.44 lbs-in. 5,303.72 psi 6,473.56 psi 5,827.34 psi 30,000.00 psi 85.78 112.92 Fa= 16,839.67 psi Fe = 20,293.08 psi Cm= 0.92 PROPERTIES: At= 2.206 in"2 ltx = 2.837 in"4 rtx = 1.134 in Panel P. Stx = 1.891 in"3 Mid Panel Stx = 1.891 ln"3 SEE NEXT PAGE: Kl/rx = 29.98 Cc= 112.92 Fa = 24,555.93 psi Fe= 166,129.65 psi Cm= 0.99 With filler Panel point <= 0.6 Fy = 30,000,00 psi (fa+ fb) / 0.9= 13,085.87 OK Panel point <= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 13,085.87 OK Mid panel<= 1.00 Mid panel <= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09=-0.65 OK (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.49 OK I I I I I I I I I I I I I I I I I I I ISP INC July 3, 1997 Shape: Shape: Shape: Shape: ~ L L L L . u ,!.000 u 2.000 u a.ooo u 2.000 H 2.000 H 2.000 H 2.000 H 2.000 T · o. l.43 T 0, l.43 T -· 0,l.43 T o .. l.43 X -0.500 X 0,500 X -=o. 643 X 0,643 V 3.000 V 3,000 V 0.000 V 0.000 ex l.80.00 cc 2?0.00 « 90,000 ex 0.000 A 0.552 A 0,552 A 0.552 A 0.552 'w'bar -0. 553 'w'bar -o. 553 'w'bar 0.553 'w'bar 0.553 Xbar -0. 553 Xbar 0.553 Xbar-0.553 Xbar 0.553 Ix 0.2l.4 I>< o. 2l.4 l>c 0.2l.4 I>< 0.2l.4 ht 0.2J.4 h, 0.2J.4 Iy 0,2J.4 ly 0.2J.4 A>< 0.624 A>< 0.624 Rx 0.624 Rx 0.624 Ry 0.624 Ry 0.624 fly 0,624 Ry 0.624 Rz 0.396 Rz 0,396 Rz 0,396 Rz 0.396 e 225.00 e 3J.5.00 e J.35.00 e 45.000 II A 2,206 I I Wgt ?.50J. 'w'bar J..500 Xbar 0.000 Ix 2.83? ly 3,659 Iw 3,659 Iz 2,83? -lxy 0.000 Rx l..J.34 Ry J.,288 ---------------------------------------------------------------Rz l.,J.34 e 0.000 -- rl I n I TRESS ANALYSIS: 24K232/128 J12 r-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA 5-12-97 ~SE LENGTH WORKING LENGTH DEPTH 24 135-7 3/4 35-3 3/4 : PANLS LE= I: PANELS LE= IRST HALF LE= IRST OIAG LE= 4-0 3-0 1-9 7/8 5-9 7/8 tPTHS LE= 24.000 JLTIPLE LOADING: I 7 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP -CENTERLINE= 24.000 EFF DEPTH 22.901 RE= 4- RE= 3- RE= ~1-- RE= 5- 0 0 9 9 RE= 24.000 7/8 7/8 I LOAD OF 1,000 LBS AT PANEL PT 9 LOAD OF 350 LBS AT PANEL PT 16 17.82'LE 32.65'LE 17.82'RE 3.00'RE XTRA SHEAR ADDED TO EACH WEB= 500 NIFORM TC LOAD= 272 UNIFORM BC LOAD= 0 t ACTIONS Rl= +5,330.58 R2= +5,624.42 MIN SHR= -------------STRESS ANALYSIS------------- 1,406.10 0 MEM TC F BC F SHEAR WEB F CSC WEB L 51.38 I W2 -9,933 O 4,945 12,218 2.243 LTED END STRUT VlS -9,530 W3 -9,530 W4 -17,208 W5 -17,208 W6 -22,875 W7 -22,875 W8 -26,263 8 W9 -26,263 W9 -26,321 W8 -26,321 I 1 W7 -23,052 W6 -23,052 ws -17,502 W4 -17,502 E 5 W3 -9,936 t LTED END STRUT V1S -10,523 6 W2 -10,523 17 8 SE SQ END Vl END PNL V2 INTERIOR 0 13,519 13,519 20,326 20,326 24,854 24,854 27,101 27,101 24,972 24,972 20,562 20,562 13,872 13,872 13,872 0 -----STD T~ COMPRESSION= -26,321.92 769 4,175 3,520 2,976 2,432 1,888 1,344 800 -743 -1,287 -1,831 -2,375 -2,919 -3,463 -4,119 1,119 -5~239 VERTICALS 5,624 1,119 544 MAX 19 AX 1AX INT TC PANEL LENGTH= 24.00 MAX I I I -868 -6,466 5,823 -5,035 4,247 -3,459 2,671 -2,036 -2,036 2,589 -3,377 4,165 -4,953 5,741 -6,388 -1,263 12,877 1.128 -1.382 1.448 -1.448 1.448 -1.448 1.448 -1.448 1.448 -1.448 1.448 -1.448 • 1.448 -1.448 1.382 -1 .128 -2.243 25.85 31.66 33 .17 33 .17 33 .17 33.17 33 .17 33.17 33 .17 33.17 33 .17 33.17 33 .17 33.17 31.66 25.85 51.38 -5,624 1.000 22.90 -1,263 1.128 25.85 .-544 1 . 000 22 . 90 BC TENSION= 27,101.53 INT BC PANEL LENGTH= TL= 10,955.00 PP DISTANCE o-2 3-0 4-0 5-9 7/8 7-9 7/8 9-9 7/8 11-9 7/8 13-9 7/8 15-9 7/8 17-9 7/8 19-9 7/8 21-9 7/8 23-9 7/8 25-9 7/8 27-9 7/8 29-9 7/8 32-7 3/4 31-7 3/4 48.00 ------>··-~. I TRESS ANALYSIS: 24K232/128 J12 ,7-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA ~SE LENGTH WORKING LENGTH 135-7 3/4 35-3 3/4 ::: PANLS LE= 4-0 3-0 DEPTH 24 EFF DEPTH 22.901 RE= 4-0 RE= 3-0 I:: PANELS LE= IRST HALF LE= tRST DIAG LE= 1-9 7/8 5-9 7/8 7 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= >1-9 7/8 RE= 5-9 7/8 l.::PTHS LE= 24.000 -CENTERLINE= 24.000 RE= 24.000 JLTIPLE LOADING: I IT LOAD OF 1,000 LBS AT PANEL PT 9 17.82'LE 17.82'RE T LOAD OF 350 LBS AT PANEL PT 16 32.65'LE 3.00'RE DDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ' ODITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS DDITIONAL TOP CHORD LOAD : 6300 TRA SHEAR ADDED TO EACH WEB= 500 NIFORM TC LOAD= 272 UNIFORM BC LOAD= 0 ·-L LOADS SHOWN REDUCED BY 25% ~ACTIONS Rl= +3,997.94 R2= +4,218.31 MIN SHR= 1,054.58 -------------STRESS ANALYSIS------------- TL= 5-12-97 8,216.25 a:> MEM -~ W2 TC F BC F SHEAR WEB F CSC WEB u PP DISTANCE -7,449 0 3,708 9,444 2.243 51.38 0-2 ILTED END VlS W3 W4 t 4 W5 W6 W7 t 7 W8 W9 W9 W8 I? 0 W7 W6 W5 4 W4 15 W3 ILTED END VlS W2 STRUT -7, 147 -7,147 -12,906 -12,906 -17,156 -17,156 -19,697 -19,697 -19,741 -19,741 -17,289 -17,289 -13,126 -13,126 -7,452 STRUT -7,892 -7,892 I' 7 8 SE SQ END Vl END PNL V2 INTERIOR 0 10,139 10,139 15,245 15,245 18,640 18,640 20,326 20,326 18,729 18,729 15,421 15,421 10,404 10,404 10,404 0 -----STD l!x TC COMPRESSION= -24,466.44 576 3,131 2,640 2,232 1,824 1,416 1,008 600 -557 -965 -1,373 -1,781 -2, 189 -2~597 -3,089 839 -3,929 VERTICALS 4,21~ 839 408 MAX IAX INT TC PANEL LENGTH= 24.00 MAX I I -651 -5,022 4,548 -3,957 3,366 -2,775 2,184 -1,593 -1,532 2,123 -2,714 3,305 -3,896 4,487 -4,964 -947 9,938 1.128 -1.382 1.448 -1.448 1.448 -1.448 1.448 -1.44? 1.448 -1.448 1.448 -1.448 1.448 -1.448 1.382 -1 .128 -2.243 25.85 31.66 33 .17 33.17 33 .17 33.17 33 .17 33 .17 33 .17 33.17 33 .17 33.17 33 .17 33.17 31.66 25.85 51.38 -4,218 1.000 22.90 -947 1.128 25.85 -408 1.000 22.90 BC TENSION= 20,326.15 INT BC PANEL LENGTH= 3-0 4-0 5-9 7-9 9-9 11-9 13-9 15-9 17-9 19-9 21-9 23-9 25-9 27-9 29-9 7/8 7/8 7/8 7/8 7/8 7/8 718 7/8 7/8 7/8 7/8 7/8 7/8 32-7 3/4 31-7 3/4 48.00 I fRESS ANALYSIS: 24K232/128 Jl2 .-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA 5-12-97 ~SE LENGTH WORKING LENGTH 35-7 3/4 35-3 3/4 I : PANLS LE= 4-0 3-0 DEPTH 24 EFF DEPTH 22.901 RE= 4-0 RE= 3-0 I~ PANELS LE= RST HALF LE= CRST DIAG LE= 1-9 7/8 5-9 7/8 7 BC PANELS AT 4-0 END STRUT TILTED SPECIAL· 1ST COMP RE= -'1-, 9 7/8 RE= 5-9 7/8 , LE= 24.000 JL TIPLE LOADING: CENTERLINE= 24.000 RE= 24.000 I WIFORM TC LOAD= -207 UNIFORM BC LOAD= 0 .TE: U~IFORM LOAD IS NET UPLIFT _L LOAOS SHOWN REDUCED BY 25% ~ACTIONS Rl= · -2,741.13 R2= -2,741.13 MIN SHR= I MEM -~~-;------;~ ;TRESS :~~~~SIS-~;;-;----~;~ 685.28 l.JEB L 51.38 ~ W2 5,064 O -2,521 -5,657 2.243 I LTED END STRUT V1S 4,834 0 -439 2 W3 4,834 -6,822 -2,082 • i ~ I 2 • W4 8,612 -6,822 -1,707 W5 8,612 -10,076 -1,397 W6 11,215 -10,076 -1,086 W7 11,215 -12,029 -776 W8 12,517 -12,029 -465 W9 12,517 -12,680 -155 W9 12,517 -12,680 155 W8 12,517 -12,029 465 W7 11,215 -12,029 776 W6 11,215 -10,076 1,086 W5 8,612 -10,076 1,397 W4 8,612 -6,822 · 1,707 W3 4,834 -6,822 2,082 ILTED END STRUT I VlS 5,064 W2 5,064 I l SE SQ END Vl END PNL V2 INTERIOR TC COMPRESSION= -6,822 -o -----STD -439 2,521 VERTICALS 2,741 -439 -310 0.00 MAX -~ INT TC PANEL LENGTH= 24.00 MAX I I I 495 2,879 -2,473 2,023 -1,574 1,124 -992 992 992 -992 1,124 -1,574 2,023 -2,473 2,879 495 -5,657 1.128 -1.382 1.448 -1.448 1.448 -1.448 1.448 -1.448 1.448 -1.448 1.448 -1.448 1.448 • -1.448 1.382 -1 .128 -2.243 25.85 31.66 33 .17 33.17 33 .17 33.17 33 .17 33 .17 33 .17 33.17 33 .17 33.17 33 .17 33.17 31.66 25.85 51.38 -2,741 1.000 22.90 495 1.128 25.85 310 1.000 22.90 BC TENSION= 0.00 INT BC PANEL LENGTH= TL= -5,482.27 PP DISTANCE o-2 3-0 4-0 5-9 7/8 7-9 7/8 9-9 7/8 11-9 7/8 13-9 7/8 15-9 7/8 17-9 7/8 19-9 7/8 21-9 7/8 23-9 7/8 25-9 7/8 27-9 7/8 29-9 7/8 32-7 3/4 31-7 3/4 48.00 I 11-K232/128 J12 7-0202 SMAC CARLSBAD l:M -------MULTIPLE ANALYSIS SUMMARY TC TEN L 5,064 I! 4,834 8,612 :1-8,612 • 11,215 11,215 12,517 3 12,517 t 12,517 · 12,517 l 11,215 ~ 11,215 8,612 8,612 I 4,834 5,064 0 3 0 r 0 ~XIMUM UNIFORM I I I I I I I I I I TC COM -12, 174 "".'11,872 -17,631 -17,631 -22,875 -22,875 -26_,263 -26,263 -26,321 -26,321 -23,052 -23,052 -17,851 -17,851 -12,177 -12,617 0 0 0 LOAD: BC TEN BC COM 0 0 13,519 -6,822 13,519 -6,822 20,326 -10,076 20·,32p -10,076 24,854 -12,029 24,85:4 -12,029 27,101 -12,680 27,101 -12,680 24,972 -12,029 . 24,972 -12,029 20,562 -10,076 20,562 -10,076 13,872 -6,822 13,872 -6,822 0 -o 0 0 0 0 0 0 TOP CHORD= 272 RUN ON 5-12-97 CA JAA ------- WEB TEN WEB COM 12,218 -5,657 2,879 -6,466 5,823 -~,*73 2,023 -5,035 4,247 -1,574 1,124 -3,459 2,671 -992 992 -2,036 992 -2,036 2,589 -992 1,124 -3,377 4,165 -1,574 2,023 -4,953 5,741 -2,473 2,879 -6,388 12,877 -5,657 0 -5,624 495 -1,263 310 -544 I l+K232/128 J12 ll;-0202 SMAC CARLSBAD CA -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM SC TEN SC OOM WEB TEN 5,064 -12,617 0 -0 12,877 4,834 -12,177 13,872 -6,822 2,879 8,612 -17,851 13,872 -6,822 5,823 8,612 -17,851 20,562 -10;076 2,023 11,215 -23 ,052 20.,56_2 -10,076 4,247 11,215 -23,052 24,972 -12,029 1,124 12,517 -2~,321 24,9~2 -12,029 2,671 3 12,517 -26,321 27,101 -12,680 992 I O o. 0 ) 0 0 0 0 0 0 495 l O O 0 0 310 lxrMUM UNIFORM LOAD: TOP CHORD= 272 I I I I I I I I I I I I RUN ON 5-12-97 JAA WEB COM -5,657 -6,466 -!,473 -5,035 -1,574 -3,459 -992 -2,036 -5,624 -1,263 -544 I l,ternatioal Structural.Products ~MBER SIZES: 24K232/128 J12 El Paso , Texas -'-0202 SMAC I/ :NDING LOAD I.JTSIDE DEPTH : = 20 = = = 50,000.000 0.000 24.000 ~EA= 0.4840 y(x) = 0.5460 ' = 21 · CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1.2192 Rz JAA 30,000.000 26,321.921 22.901 j = 0.3980 1;EA = 0.5520 Rx = 0.5530 Sl :TUAL EFF DEPTH= l)RRECTED LOAD TC= 1Rx = 38.461 USING /Rz = 30.303 USING ~ = 23,634.0 USING -~X LOAD (FILLERS)= ILLER PANELS REQD = = 0.6240 = 0.3869 22.901 26,321.921 L = 24.00 L = .12.00 L/R= ·38.46 26 ,352".94 4 Rz = 0.3960 Ryy = 1.2233 Ss = 0.1478 Qs = 0.8979 GAP BETWEEN CHORD= 1.000 BC = 27,101.538 L/Ryy= 29.428 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 100,948.03 Cm= 0.00000 MAX LOAD NO FILLER= 23,179.89 MIN WELD LEN 2X = 0.375 I:: (fa/Fa) = :: STRESS = 1.00881 USING TC= 21 = 2 X 2 X .143 27,997.45760 USING BC= 20 = 2 X 2 X .125 = 254.932 CHORD WT/FT END PANEL CHECK W= 272 -~D PANEL ALLOWABLE FORCES REDUCED 10 % ~D PANEL CHECK = LEFT END LENGTH ~IAL LOAD = 12,617.59 AXIAL STRESS fa PANEL PT = 9,736.62 fb MID-PANEL = f = 15,144.03 F'e -n = 0.931 fa/Fa = ~NEL PT= 21,165.6 MID PANEL= 0.8828 NO FILLERS IRST PANEL CHECK= LEFT END LENGTH XIAL LOAD = 12,178.00 AXIAL STRESS fa r = 16,880.87 F'e a, PANEL PT = 9,736.63 fb MID-PANEL ~ = 0.912 fa/Fa = IANEL PT= 20,767.4 MID PANEL= 0.7137 NO FILLERS TTOM CHORD L/Rz= 120.603 TC OAL/Ryy = AX BRIDGING CHECK TC= 14.78' BC= 24.38' 7 .150 = 34.00 = 11,428.98 = 50,299.36 = 2,575.88 0.754 L/R= 85.85 = 33.88 = 11,030.79 = SQ,671.26 = 1,392.60 0.653 L/R= 85.54 346.395 IJMENT OF INERTIA= 271.3 LL 360= 230.1 LL 240= 345.2 ~ TENSION STRESS= 11,338.29 .I} COMPRESSION CENTER : CO~PRESSION ACTUAL= 12,680.17 ALLOW= 10,037.6 NO FILLER ~ COMPRESSION ACTUAL= 12,680.17 ALLOW= 17,081.8 FILLER I ****************BC FILLERS REQD**************** AX BC BROG DIST= 10-8 5/8 FOR l/ryy BC COMP CHECK tx BROG BC l/ryy of 200 = 20.32 I RUN ON 5-12-97 I ls DESIGN: 24K232/128 J12 7-0202 SMAC RUN ON 5-12-97 CARLSBAD CA JAA TC= 21 = 2 X 2 X .143 BC= 20 = 2 X 2 X .125 ------WEB DESIGN ------ l:JMBER sz QTY ACTUAL T L W2 RP 1 12,877 ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 27,106 5,657 5,888 2.6 .346,1 1/8" ROD 2 W3 lJ 1 2,879 13,453 6,466 7,228 2.8 .156 1 1/2 X 1 1/2 X .156 -W4 15 1 5,823 W5 lE 1 2,023 W6 15 1 4_ ,247 7 ,~08_ 2,473 2,861 3.6 .109 1 1/4 X 1 1/4 X .109 10,877" 5,035 5,445 2.8 .125 1 1/2 X 1 1/2 X .125 7,90~ 1,574 2,861 2.7 .109 1 1/4 X 1 1/4 X .109 6 W7 lC 1 1,124 t W8 10 1 2,671 W9 15 1 992 9,877 3,459 4,896 2.1 .113 1 1/2 X 1 1/2 X .113 6,241 992 1,422 2.0 .109 1 X 1 X .109 7,908 2,036 2,861 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTICALS I SE 10 2 B 0 Vl 10 1 495 12,483 5,624 9,079 3.5 .109 1 X 1 X .109 S,617 1,395 2,107 2.0 .046 1 X 1 X .109 1 V2 10 1 ·310 6,241 675 2,960 2.0 .022 1 X 1 X .109 I I I I ,, I I I I -1 1: I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 97-0202 JOB NAME: SMAC LOCATION: CARLSBAD, CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL- 2.000 in. 0.143 in. 50,.000 ksi 1.000 in 1.000 34.000 in 12,650.00 lbs. 6,300.00 lbs. 272.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz= rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= Kl/rz = Cc= Fa= F'e= Cm= Panel point <= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 13,847.33 OK Mid panel <= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.69 OK JOIST NAME: 241<232/128 MARK: J12 3-Jul-97 ONE ANGLE PROPERTIES: 0,552 inA2 At= 2.206 (nA2 0.214 inA4 ltx = 2.837 inA4 0.624 in rtx = 1.134 in 0.087 inA4 Panel P. Stx = 1.891 (nA3 0.396 in Mid Panel Stx = 1.891 1nA3 0.553 in 0.898 SEE NEXT PAGE: 1.50 in 12,725.33 lbs-In. 11,292.38 lbs-in. 5,734.36 psi 6,728.23 psi ·5,970.59 psi 30,000.00 psi 85.78 Kl/rx = 29.98 112.92 Cc= 112.92 16,839.67 psi Fa = 24,555.93 psi 20,293.08 psi F'e = 166,129.65 psi 0.92 Cm= 0.99 With filler Panel point<= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 13,847.33 OK Mid panel <= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb) ) /.09= 0.51 OK I I I I I I I I I I I I I I I I I I ISP INC July 3, 1997 Shape: Shape: Shape: Shape: L L L L ' u 2,000 u 2,000 u 2,000 u 2,000 H 2,000 H 2,000 H 2,000 H 2,000 T 0,.143 T 0 • .143 T 0,.143 T 0,143 X :.o.500 X 0.500 x--.0,643 X 0,643 V 3,000 V 3.000 V 0.000 V 0.000 cc 180.00 cc 270,00 cc 90,000 cc 0,000 A 0,552 A 0.552 A 0,552 A 0,552 "t'bar -o. 553 "t'bar -o, 553 "t'bar 0.553 "t'bar 0.553 Xbar-0,553 Xbar 0,553 Xbar -0,553 Xbar 0,553 Ix 0,2.14 Ix 0.2.14 Ix 0.2.14 Ix 0,2.14 h, 0,2.14 Iy 0.2-J.4 h, 0,2.14 ht 0,2.14 Rx 0,624 Rx 0.624 Rx 0,624 Rx 0,624 Ry 0,624 Ry 0.624 Ry 0,624 Ry 0,624 Rz 0.396 Rz 0.396 Rz 0.396 Rz 0.396 e 225,00 e 3.15,00 8 .135.00 8 45,000 11 A 2,206 I I Wgt 7,501 "t'bar .1.500 Xbar 0.000 Ix 2.83? Iy 3.659 Iw 3.659 Iz 2.83? ..... Ixy 0,000 Rx 1,.134 Ry .1.288 ---------------------------------------------------------------Rz .1 • .134 e 0.000 -- I n ,, TRESS ANALYSIS: 28LH232/128 J13 ,7-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA ~SE LENGTH WORKING LENGTH 134-5 3/4 34-1 3/4 :: PANLS LE= 4-8 DEPTH 28 EFF DEPTH 26.464 RE= 4-8 RE= 3-6 I: PANELS LE= IRST HALF LE= [RST DIAG LE= 3-6 0-10 7/8 5-6 7/8 6 BC PANELS AT 4-8 END STRUT TILTED SPECIAL 1ST COMP RE= "0-10 7/8 RE= ·5-6 7/8 l::PTHS LE= 28.000 CENTERLINE= 28.000 JLTIPLE LOADING: I Ir LOAD OF 1,000 LBS AT PANEL PT 8 r LOAD OF 350 LBS AT PANEL PT 15 ~TRA SHEAR ADDED TO EACH WEB= 500 RE= 28.000 17.24'LE 34.31'LE 17.24'RE 0 .17 'RE ~IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 t ACTIONS Rl= +4,460.92 R2= +4,810.92 MIN SHR= 1,202.73 -------------STRESS ANALYSIS------------- TL= -Ml;\. -~~~ 5-12-97 9,271.83 J MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE I W2 -8,313 0 4,074 10,394 2.272 LTED END STRUT 60 .13 VlS -7,981 W3 -7,981 W4 -12,504 W5 -12,504 W6 -16,999 W7 -16,999 wa -19,202 3 W8 -19,202 I W7 -16,999 W6 -16,999 1 W5 -12,504 ) W4 -12,504 I W3 -7,981 ·:CL TED END STRUT VlS -8,313 I W2 -8,313 3 SE SQ END Vl END PNL V2 INTERIOR 0 9,398 9,398 15,038 15,038 18,387 18,387 18,387 18,387 15,038 15,038 9,398 9,398 9,398 -o -----STD TC COMPRESSION= -19,202.83 627 3,447 2,936 2,394 1,853 1,312 770 -770 -1,311 -1,853 -2,394 -2,936 -3,447 627 -4,074 VERTICALS 4;010 627 1,541 MAX INT TC PANEL LENGTH= 28.00 MAX -709 -4,267 5,002 -4,214 3,426 -2,637 1,849 1,849 -2,637 3,426 -4,214 5,002 -4,267 -709 10,394 1.131 -1.081 1.455 -1.455 1.455 -1.455 1.455 -1 .455 1.455 -1.455 1.455 -1 .45q 1.081 -1.131 -2.272 29.93 28.61 38.52 38.52 38.52 38.52 38.52 38.52 38.52 38.52 38.52 38.52 28.61 29.93 60 .13 -4,810 1.000 26.46 -709 1.131 29.93 -1,541 1.000 26.46 BC TENSION= 18,387.44 INT BC PANEL LENGTH= o-2 3-6 4-8 5-6 7/8 7-10 7/8 10-2 7/8 12-6 7/8 14-10 7/8 17-2 7/8 19-6 7/8 21-10 7/8 24-2 7/8 26-6 7/8 28-10 7/8 30-11 3/4 29-9 3/4 56.00 I ,TRESS ANALYSIS: 28LH232/128 •7-0202 SMAC IASE LENGTH WORKING LENGTH J13 I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA 34-5 3/4 34-1 3/4 DEPTH 28 I C PANLS LE= IC PANELS LE= IRST HALF LE= IRST DIAG LE= 4-8 3-6 0-10 7/8 5-6 7/8 IEPTHS LE= 28.000 'UL TIPLE LOADING: I 6 BC PANELS AT 4-8 END STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 28.000 INIFORM TC LOAD= -207 . UNIFORM BC LOAD= OTE: UNIFORM LOAD IS NET UPLIFT LL LOADS SHOWN REDUCED BY 25% 0 'EACTIONS Rl=--2,650.57 MIN SHR= EFF DEPTH 26.464 RE= 4-8 RE= 3-6 RE= J. 0-10 7 /8 RE= 5-6 7/8 RE= 28.000 662.64 TL= R2= -2,650.57 STRESS ANALYSIS ------------- 5-12-97 -5,301.14 lo MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 IIL TED END V1S 2 ~J3 3 W4 14 W5 . _5 W6 6 W7 117 we _as W8 9 W7 ~ W6 • W5 2 W4 3 W3 t LTED END VlS 4 W2 4 ,880_ STRUT 4,658 4,658 7,193 7,193 9,493 9,493 10,259 10,259 9,493 9,493 7,193 7,193 4,658 STRUT 4,880 4,880 ., SE SQ END 6 Vl END PNL V2 INTERIOR TC COMPRESSION= 0 -2,391 0 -5,468 -5,468 -8,535 -8,535 -10,068 -10,068 -10,068 -10,068 -8,535 -8,535 -5,468 -5,468 -419 -1,972 -1,630 -1,267 -905 -543 -181 181 543 905 1,267 . 1,630 1,972 -5,468 -419 -o 2,391 -----STD VERTICALS 2,650 ..:.419 -362 0.00 MAX Jx 'AX INT TC PANEL LENGTH= 28.00 MAX I I I I -5,435 2.272 60 .13 474 1.131 29.93 2,132 -1.081 28.61 -2,373 1.455 38.52 1,845 -1.455 38.52 -1,318 1.455 38.52 964 -1.455 38.52 -964 1.455 38.52 -964 -1.455 38.52 964 1.455 38.52 -1,318 -1.455 38.52 1,845 1 .455 38.52 -2,373 -1 .455 38.52 2,132 1.081 28.61 • 474 -1.131 29.93 -5,435 -2.272 60.13 -2,650 1.000 26.46 474 1.131 29.93 362 1.000 26.46 BC TENSION= 0.00 INT BC PANEL LENGTH= o-2 3-6 4-8 5-6 7/8 7-10 7/8 10-2 7/8 12-6 7/8 14-10 7/8 17-2 7/8 19-6 7/8 21-10 7/8 24-2 7/8 26-6 7/8 28-10 7/8 30-11 3/4 29-9 3/4 56.00 I l 1ternatioal Structural Products :MBER SIZES: 28LH232/128 J13 El Paso , Texas ·-0202 SMAC ,. = = = 50,000.000 232.000 28.000 "NDING LOAD ,~TSI~E 2~EPTH ~EA= 0.4840 y(x) = 0.5460 = 3E .. l;EA = 2.0900 Rx = 1.0820 = 0.9900 Sl = 2.4737 ~TUAL EFF DEPTH= 26.464 llRRECTED LOAD TC= 110,177.128 'Rx= 19.408 USING L = 27.99 ·Rz = 20.289 USING L = i3.99 I = 27,887.9 USING L/R= 20.28 D PANEL MOMENT= 631.537 :D PANEL fb = 127.648 \/Fa -= 0.945 l~X LOAD (FILLERS)= 117,211.26 1 INTERIOR FILLERS REQUIRED CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1.2192 Rz JAA 30,000.000 110,177.128 26.464 Ji = 0.3980 ~Rz = 0.6900 Ryy = 1.8417 Ss = 0.9756 Qs = 0.9859 GAP BETWEEN CHORD= 1.000 BC = 18,387.440 L/Ryy= 19.547 USING L = 36.00 WITH FILLERS K= 0.75 F 'e= 39.6, 441 . 84 Cm= O. 97340 PANEL POINT MOM = 1,263.075 PANEL POINT fb = 647.267 BENDING RATIO = 0.004 MAX LOAD NO FILLER= 112,410.94 IJP CHORD mp= pp= -:: STRESS = 0.94964 USING TC= 3E = 3 1/2 X 3 1/2 X .312 27,005.43261 18,995.29012 USING BC= 20 = 2 X 2 X .125 ,,ORD WT = 612.666 CHORD WT/FT END PANEL CHECK W= 232 ID PANEL CHECK ~ IAL LOAD l I PANEL PT = = = = = -~NEL PT= 25,854.6 l)TTOM CHORD L/Rz= ~X BRIDGING CHECK )MENT OF INERTIA= LEFT END 102,010.15 25,916.93 1,450.32 0.932 MID PANEL= 140.703 TC= 26.09' 555.7 I; ~ TENSION STRESS= 22,912.67 COMPRESSION CENTER LENGTH AXIAL STRESS fa F'e fb MID-PANEL fa/Fa 0.9628 FILLERS TC OAL/Ryy BC= 24.38' LL 360= 521.4 = = = = = = = LL ,~ COMPRESSION ACTUAL= 10,068.25 COMPRESSION ACTUAL= 10,068.25 ALLOW= 7,374.5 ALLOW= 15,238.9 17.765 40.00 24,404.34 109,266.16 521.69 0.941 L/R= 36.96 ·222. 484 240= 782.2 NO FILLER FILLER ****************BC FILLERS REQD**************** -lx BC BROG DIST= 12-2 1/8 FOR 1/ryy BC COMP CHECK AX BROG BC l/ryy of 200 = 20.32 I I I RUN ON 5-12-97 I '=s DESIGN: 28LH232/128 J13 "7-0202 SMAC I IJMBER 1 ~,2 2 W3 13 W4 4 W5 5 W6 6 W7 17 W8 8 -SE 19 Vl O V2 I I I I I I I I I I I I sz 18 1G 15 lC 10 15 10 10 10 10 TC= 3E = 3 QTY ACTUAL T 2 B 10,394 1 2,132 1 5,002 1 1,845 1 3,426 1 964 1 1,849 2 8 0 1 . 474 1 362 CARLSBAD CA 1/2 X 3 1/2 X .312 BC= 20 = ------WEB DESIGN ------ ALLOW TACTUAL C ALLOW C WELD 17,998 5,435 5,996 6.4 11,968 4,267 4,398 2.1 7,908 2,373 2,876 3.1 9,877 4,214 4,912 2.6 6,241 1,318 1,429 2.2 7,908 2,637 2,876 2.0 6,241 964 1,429 2.0 ----STANDARD VERTICALS .12 ,483 4,810 8,902 3.0 6,241 1,260 2,367 2.0 6,241 2,092 2,998 2.0 .,..,. .... l;l,-_. ~- RUN ON 5-12-97 JAA 2 X 2 X .125 THK ANGLE NAME .110.1 1/4 X 1 1/4 X .125 .138 1 1/2 X 1 1/2 X .138 .109 1 1/4 X 1 1/4 X .109 .113 1 1/2 X 1 1/2 X .113 .109 1 X 1 X .109 .109 1 1/4 X 1 1/4 X .109 .109 1 X 1 X .109 .109 1 X 1 X .109 .042 1 X 1 X .109 .070 1 X 1 X .109 .I "RESS ANALYSIS: ,·-0202 28K232/128 J14 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA I 4SE LENGTH ~7-11 1/2 : PANLS LE= I-PANELS LE= "RST HALF LE= .RST DIAG LE= WORKING LENGTH 47-7 1/2 DEPTH 28 4-8 3-6 1-3 3/4 5-11 3/4 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP LE= 28.000 IL TIPLE LOADING: CENTERLINE= 28.000 I EFF DEPTH 27.02 RE= 4-8 RE= 3-6 RE= ½.-, 3 3/4 RE= 5-11 3/4 RE= 28.000 ,-LOAD OF 1,000 LBS AT PANEL PT 12 23.9e'LE 23.98'RE :TRA SHEAR ADDED TO EACH WEB= 500 .HFORM TC LOAD= 232 UNIFORM BC LOAD= 0 :ACTIONS R1= · +6,024.50 R2= +6,024.50 MIN SHR= 1,506.13 TL= ------------- 5-12-97 12,049.00 I -------------STRESS ANALYSIS J MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE W2 -11,267 0 5,637 13,716 2.234 60.38 o-2 1:L TED END STRUT VlS -10,917 0 674 -759 1.126 30.43 3-6 ~ W3 -10,917 13,811 4,963 -6,324 -1.157 31.27 4-8 ,; W4 -17,758 13,811 4,444 6,612 1.337 36 .13 5-11 3/4 W5 -17,758 21,293 3,980 -5,992 -1.337 36.13 7-11 3/4 ) W6 -24,416 21,293 3,516 5,371 1.337 36 .13 9-11 3/4 ) W7 -24,416 27,127 3,052 -4,750 -1.337 36.13 11-11 3/4 I W8 -29,426 27,127 2,588 4,130 1.337 36.13 13-11 3/4 W9 -29,426 31,312 2,124 -3,509 -1.337 36.13 15-11 3/4 1 WlO -32,787 31,312 1,660 2,889 1.337 36 .13 17-11 3/4 I Wll -32,787 33,849 1,196 -2,268 -1.337 36.13 19-11 3/4 W12 -34,499 33,849 732 2,014 1.337 36 .13 21-11 3/4 2 W12 -34,499 33,849 -731 2,014 -1.337 36.13 23-11 3/4 I W11 -32,787 33,849 -1, 195 -2,268 1.337 36 .13 25-11 3/4 W10 -32,787 31,312 -1,659 2,889 -1.337 36.13 27-11 3/4 :, W9 -29,426 31,312 -2, 123 -3,509 1.337 36 .13 29-11 3/4 :, W8 -29,426 27,127 -2,587 4,130 -1.337 36.13 31-11 3/4 l W7 -24,416 27,127 -3,051 -4,750 1.337 36 .13 33-11 3/4 W6 -24,416 21,293 -3,515 5,371 -1.337 36.13 35-11 3/4 ~ ws -17,758 21,293 -3;979 -5,992 1.337 36 .13 37-11 3/4 ·r W4 -17,758 13,811 -4,443 6,612 -1.337 36 .13 39-11 3/4 W3 -10,917 13,811 -4,963 -6,324 1.157 31.27 41-11 3/4 ILTED END STRUT t VlS -11,267 13,811 674 -759 -1 .126 30.43 44-5 1/2 W2 -11,267 0 -5,637 13,716 -2.234 60.38 43-3 1/2 -----STD VERTICALS 3 SE SQ END 6,024 -6,024 1.000 27.02 t Vl END PNL 674 -759 1 .126 30.43 V2 INTERIOR 1,464 -1,464 1.000 27.02 AX TC COMPRESSION= -34,499.92 MAX BC TENSION= 33,849.73 rx INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH= 48.00 I I TRESS ANALYSIS: 28K232/128 J14 ,7 -020~ SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA ~SE LENGTH WORKING LENGTH DEPTH 28 147-11 1/2 47-7 1/2 : PANLS LE= 4-8 I: PANELS LE= 3-6 IRST HALF LE= 1-3 3/4 rRST DIAG LE= 5-11 3/4 ,~PTHS LE= 28.000 JLTIPLE LOADING: I 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 28.000 EFF DEPTH 27.02 RE= 4-8 RE= 3-6 RE= ~1, 3 3/4 RE= 5-11 3/4 RE= 28.000 If LOAD OF 1,000 LBS AT PANEL PT 12 23.98'LE 23.98'RE )DITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION DDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS DDITIONAL TOP CHORD LOAD : 6300 lxTRA SHEAR ADDED TO EACH WEB= 500 ~IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 ~L LOADS SHOWN REDUCED BY 25% ' ACTIONS Rl= +4,518.38 R2= -------------STRESS MIN SHR= 1,129.59 TL= 5-12-97 9,036.75 0 MEM TC F BC F 11 W2 -8,450 0 +4,518.38 ANALYSIS SHEAR 4,228 WEB F 10,566 csc 2.234 WEB L 60.38 PP DISTANCE 0-2 ILTED END STRUT V1S -8,188 0 2 W3 -8,188 10,358 t W4 -13,318 10,358 ws -13,318 15,970 5 W6 -18,312 15,970 ll5 W7 -18,312 20,345 97' W8 -22,069 20,345 8 W9 -22,069 23,484 10 9 WlO -24,590 23,484 Wll -24,590 25,387 1 W12 -25,874 25,387 2 W12 -25,874 25,387 14 3 Wll -24,590 25,387 WlO -24,590 23,484 5 W9 -22,069 23,484 16 7 W8 -22,069 20,345 W7 -18,312 20,345 8 W6 -18,312 15,970 19 W5 -13,318 15,970 O W4 -13,318 10,358 .1 W3 -8,188 10,358 505 3,722 3,333 2,985 2,637 2,289 1,941 1,593 1,245 897 549 -549 -897 -1,245 -1;593 -1,941 -2,289 -2,637 -2,985 -3,333 -3,722 IILTED-END STRUT VlS -8,450 10,358 505 .2 W2 -8 ,450 0 -4 ,228 -----STD VERTICALS I! SE SQ END 4,518 Vl END PNL 505 ~5 V2 INTERIOR 1,098 -AX TC COMPRESSION= -30,599.94 MAX AX INT TC PANEL LENGTH= 24.00 MAX -569 -4,887 5,126 -4,661 4,195 -3,730 3,264 -2,799 2,333 -1,868 1,510 1,510 -1,868 2,333 -2,799 3,264 -3,730 4,195 -4,661 5,126 -4,887 -569 10,566 -4,518 -569 -1,098 1.126 -1.157 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.157 -1 .126 -2.234 1.000 1.126 1.000 30.43 31.27 36 .13 36 .13 36 .13 36.13 36.13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36.13 36.13 31.27 30.43 60.38 27.02 .30.43 27.02 BC TENSION= 25,387.30 INT BC PANEL LENGTH= 3-6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 ~5-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 '41-11 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 44-5 1/2 43-3 1/2 48.00 I fRESS ANALYSIS: 28K232/128 J14 .-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA 'lsE LENGTH WORKING LENGTH ,7-11 1/2 47-7 1/2 DEPTH 28 : PANLS LE= 4-8 I, PANELS LE= 3-6 RST HALF LE= 1-3 3/4 rRST DIAG LE= 5-11 3/4 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP LE= 28.000 JLTIPLE LOADING: CENTERLINE= 28.000 I IIFORM TC LOAD= -207 · UNIFORM BC LOAD= 0 TE: UNIFORM LOAD IS NET UPLIFT _L LOADS SHOWN REDUCED BY 25% R2= -3,696.89 MIN SHR= EFF DEPTH 27.02 RE= 4-8 RE= 3-6 RE= .11-. 3 3/4 RE= 5-11 3/4 RE= 28.000 924.22 TL= STRESS ANALYSIS ------------- 5-12-97 -7,393.78 'ACTIONS Rl= ·_-3,696.89 MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE l l-J2 6,871, 0 -3,438 -7,683 2.234 60.38 o-2 ILTED END STRUT VlS 6,637 0 -451 508 1.126 30.43 3-6 2 W3 6,637 -8,378 -2,986 3,457 -1.157 31.27 4-8 -W4 10,722 -8,378 -2,639 -3,530 1.337 36 .13 5-11 3/4 ws 10,722 -12,791 -2,328 3,114 -1.337 36.13 7-11 3/4 W6 14,583 -12,791 -2,018 -2,699 1.337 36 .13 9-11 3/4 i W7 14,583 -16,100 -1,707 2,284 -1.337 36 .13 11-11 3/4 W8 17,341 -16, 100 -1,397 -1,868 1.337 36 .13 13-11 3/4 W9 17,341 -18,307 -1,086 1,453 -1.337 36.13 15-11 3/4 9 W10 18,996 -18,307 -776 -1,236 1.337 36 .13 17-11 3/4 I l-Jl 1 18,996 -19,410 -465 1,236 -1.337 36 .13 19-11 3/4 Wl2 19,548 -19,410 -155 -1,236 1.337 36 .13 21-11 3/4 2 Wl2 19,548 -19,410 155 -1,236 -1.337 36.13 23-11 3/4 ' Wll 18,996 -19,410 465 1,236 1.337 36 .13 25-11 3/4 W10 18,996 -18,307 776 -1,236 -1.337 36.13 27-11 3/4 W9 17,341 -18,307 1,086 1,453 1.337 36 .13 29-11 3/4 6 W8 17,341 -16,100 1,397 -1,868 -1.337 36.13 31-11 3/4 t W7 14,583 -16,100 1,707 2,284 1.337 36 .13 33-11 3/4 W6 14,583 -12,791 2,018 -2,699 -1.337 36.13 35-11 3/4 9 W5 10,722 -12,791 2;328 3,114 1.337 36 .13 37-11 3/4 ' W4 10,722 -8,378 2,639 -3,530 -1.337 36.13 39-11 3/4 W3 6,637 -8,378 2,986 3,457 1.157 31.27 41-11 3/4 ILTED END STRUT t VlS 6,871 -8,378 -451 . 508 -1 .126 30.43 44-5 1/2 W? 6,871 -o 3,438 -7,683 -2.234 60.38 43-3 1/2 -----STD VERTICALS .3 SE SQ END 3,696 -3,696 1.000 27.02 t Vl END PNL -451 508 1.126 30.43 V2 INTERIOR -310 310 1.000 27.02 1AX TC COMPRESSION= 0.00 MAX BC TENSION= 0.00 rx INT TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH= 48.00 I I I K232/128 J14 -0202 SMAC CARLSBAD CA IM I j. I 1 .I -:; I 3 I t • -------MULTIPLE ANALYSIS SUMMARY BC COM 0 -8,378 TC TEN TC COM BC TEN 6,871 -13,175 0 6,637 -12,913 13,811 10,722 -18,043 13,811 -8,378 10,722 -18,043 21,293 -12 ,791 14,583 · -24, 416 21 ,.,29~ -12,791 14,583 -24,416 27,127 -16,100 17,341 -29,426 27,127 -16, 100 17,341 -29~426 31,31i -18,307 18,996 -32,787 31,312 -18,307 18,996 -32,787 33,849 -19,410 19,548 -34,499 .33,849 -19,410 19,548 -34,499 33,849 -19,410 18,996 -32,787 33,849 -19,410 18,996 -32,787 31,312 -18,307 17,341 · -29,426 31,312 -18,307 17,341 -29,426 27,127 -16,100 14,583 -24,416 27,127 -16,100 14,583 -24,416 21,293 -12,791 10,722 -18,043 21,293 -12,791 10,722 -18,043 13,811 -8,378 6,637 -12,913 13,811 -8,378 6,871 -13,175 0 -o 0 0 0 0 0 0 ~ 0 0 0 0 0 0 lxIMUM UNIFORM LOAD: I I I I I I I I TOP CHORD= 232 WEB TEN 13,716 3,457 6,612 3,114 5,371 2,284 4,130 1,453 2,889 1,236 2,014 2,014 1,236 2,889 1,453 4,130 2,284 5,371 3,114 6,612 3,457 13,716 0 508 310 JAA WEB COM -7,683 -6,324 -3\530 -5-,992 -2,699 -4,750 -1,868 -3,509 -1,236 -2,268 -1,236 -1,236 -2,268 -1,236 -3,509 -1,868 -4,750 -2,699 -5,992 -3,530 -6,324 -7 ,683,, -6,024 -759 -1,464 RUN ON 5-12-97 I IK232/128 J14 -0202 SMAC -------CONSOLIDATE LEFT TC TEN TC COM BC TEN 6,871 -13,175 0 6,637 -12,913 13,811 10,722 -18,043 13,811 10,722 -18,043 21,293 14,583 -24,416 21~293 14,583 -24,416 27,127 17,341 -29,426 27,127 17,341 -29,426 31,312 I 18,996 -32,787 31,312 18,996 -32,787 33,849 .. 19,548 -34,499 . 33,849 -0 0 0 0 0 0 0 0 0 CARLSBAD CA & RIGHT BC COM -0 -8,378 -8,378 -12,791 -12,791 -16,100 -16,100 -18,307 -18,307 -19,410 -19,410 0 0 0 WEB TEN 13,716 3,457 6,612 3,114 5,371 2,284 4,130 1,453 2,889 1,236 2,014 0 508 310 IXIMUM UNIFORM LOAD: TOP CHORD= 232 I I I I I I I I I I I JAA WEB COM -7,683 -6,324 -3,530 -5-,992 -2,699 -4,750 -1,868 -3,509 -1,236 -2,268 -1,236 -6,024 -759 -1,464 RUN ON 5-12-97 I l!ternatioal Structural Products :MBER SIZES: 28K232/128 J14 El Paso , Texas '-0202 SMAC 1. = = = 50,000.000 0.000 28.000 :NDING LOAD 1;rsI~E 2~EPTH ~EA= 0.6250 y(x) = 0.5600 = 24 · - CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy 1.2284 Rz JAA 30,000.000 34,499.923 27.020 ~ = 0.3950 l~EA = 0.6730 Rx = 0.6190 = 0.5650 Sl = 0.4566 :TUAL EFF DEPTH= 26.875 ·Rz = 0.3940 Ryy = 1.2319 l )RRECTED LOAD TC= 34,686.062 1Rx = 38.772 USING L = 24.00 1 Rz = 30.456 USING L = 12.00 I~= 25,555.0 USING L/R= 38.77 ~X LOAD (FILLERS)= 34,741~02 CLLER PANELS REQD = 6 Ss = 0.1797 Qs = 0.9808 GAP BETWEEN CHORD= 1.000 BC = 34,032.369 L/Ryy= 29.223 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 99,336.75 Cm= 0.00000 MAX LOAD NO FILLER= 30,216.75 MIN WELD LEN 2X = 0.375 I-; (fa/Fa) :: STRESS = = 1.00840 USING TC= 24 = 2 X 2 X .176 27,225.89581 USING BC= 23 = 2 X 2 X .163 ,~ORD WT = IND PANEL ALLOWABLE ~D PANEL CHECK = <IAL LOAD = 3. = PANEL PT = 429.708 CHORD WT/FT END PANEL CHECK W= 232 FORCES REDUCED 10 % LEFT END LENGTH 13,246.57 AXIAL STRESS fa 12,870.12 F'e 8,248.46 fb MID-PANEL = t = 0.917 fa/Fa = ~NEL PT= 18,089.9 MID PANEL= 0.8968 NO FILLERS lrRST PANEL CHECK= LEFT END LENGTH ~IAL LOAD = 12,983.67 AXIAL STRESS fa la = 19,651.46 F'e 1l ~ P~NEL PT == 8,248.46 fb MID-PANEL 0.940 fa/Fa = ~NEL PT= 17,894.5 MID PANEL= 0.5078 NO FILLERS LTTOM CHORD L/Rz= 121.518 TC OAL/Ryy = AX BRIDGING CHECK TC= 14.88' BC= 24.56' 8.958 = 40.00 = 9,841.43 = 35,761.23 = 2,765.72 0.764 L/R=lOl.52 = 29.75 = 9,646.11 = 64,648.50 • = 452.45 0.490 L/R= 75.50 463.916 IOMENT OF INERTIA= 469.1 LL 360= 162.2 LL 240= 243.3 C TENSION STRESS= 14,601.56 C COMPRESSION CENTER le COMPRESSION ACTUAL= 19,515.06 ALLOW= 12,767.1 NO FILLER C COMPRESSION ACTUAL= 19,515.06 ALLOW= 23,935.3 FILLER I ****************BC FILLERS REOD**************** AX BC BROG DIST= 9-9 3/8 FOR 1/ryy BC COMP CHECK IAX BROG BC l/ryy of 200 = 20.47 I RUN ON 5-12-97 I ls DESIGN: 28K232/128 -0202 SMAC I rMBER W2 2 W3 i :, I j I ? I I I I I I I I I I I I W4 W5 W6 W7 W8 W9 WlO W11 W12 SE Vl V2 sz 1G 1G lC 20 lC 1G 15 1C 15 15 15 10 10 10 TC= 24 QTY ACTUAL T 2 8 13,716 1 3,457 1 6,612 1 3,114 1 5_,371 1 2,284 1 4,130. 1 1,453 1 2,889 1 1,236 1 2,014 2 8· 0 1 508 1 310 ---. _;~--~~-- J14 RUN ON 5-12-97 CARLSBAD CA JAA = 2 X 2 X .176 BC= 23 = 2 X 2 X .163 ------WEB DESIGN ------ ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 21,543 7,683 7,905 6.7 . 1~8 ·1 1/2 X 1 1/2 X .138 11,968 6,324 6,341 3.1 .138 1 1/2 X 1 1/2 X .138 9 ,877_ 3,530 4,153 4.0 .113 1 1/2 X 1 1/2 X .113 14,665. 5,992 8,226 3.3 .125 2 X 2 X .125 9,877 2,699 4,153 3.3 .113 1 1/2 X 1 1/2 X .113 11,968 4,750 4,977 2.4 .138 1 1/2 X 1 1/2 X .138 7,908 1,868 2,305 2.6 .109 1 1/4 X 1 1/4 X .109 9,877 3,509 4,153 2.1 .113 1 1/2 X 1 1/2 X .113 7,908 1,236 2,305 2.0 .109 1 1/4 X 1 1/4 X .109 7,908 2,268 2,305 2.0 .109 1 1/4 X 1 1/4 X .109 7·,9oa 1,236 2,305 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTICALS 12,483 6,024 8,027 3.8 .109 1 X 1 X .109 5,617 932 1,454 2.0 .031 1 X 1 X .109 6,241 1,637 2,050 2.0 .055 1 X 1 X .109 I TRESS ANALYSIS: 28K232/128 J15 17-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA ~SE LENGTH WORKING LENGTH DEPTH 28 147-11 1/2 47-7 1/2 ::: PANLS LE= I PANELS LE= RST HALF LE= !RST DIAG LE= IPTHS LE= 4-8 3-6 1-3 3/4 5-11 3/4 28.000 JLTIPLE LOADING: 1- 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 28.000 EFF DEPTH 26.875 RE= 4-8 RE= 3-6 RE= jl-r 3 3/4 RE= 5-11 3/4 RE= 28.000 'LOAD OF 1,200 LBS AT PANEL PT 12 23.98'LE 23.98'RE TRA SHEAR ADDED TO EACH WEB= 600 !FORM TC LOAD= 232 UNIFORM BC LOAD= 0 MIN SHR= 1,531.13 TL= -------------STRESS ANALYSIS ------------- 5-12-97 12,249.00 iACTIONS Rl=-+6,124.50 R2= +6,124.50 MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 -11 ,529. 0 5,737 14,224 2.244 60.31 o-2 'LTED END STRUT V1S -11,177 0 674 -760 1.127 30.30 3-6 2 W3 -11,177 14,145 5,063 -6,564 -1.159 31.15 4-8 -W4 -18,203 14,145 4,544 6,896 1.340 36.03 5-11 3/4 W5 -18,203 21,846 4,080 -6,274 -1.340 36.03 7-11 3/4 W6 -25,075 21,846 3,616 5,652 1.340 36.03 9-11 3/4 t W7 -25,075 27,890 3,152 -5,030 -1.340 36.03 11-11 3/4 W8 -30,291 27,890 2,688 4,408 1.340 36.03 13-11 3/4 W9 -30,291 32,277 2,224 -3,786 -1.340 36.03 15-11 3/4 9 W10 -33,848 32,277 1,760 3,164 1.340 36.03 17-11 3/4 I Wll -33,848 35,006 1,296 -2,541 -1.340 36.03 19-11 3/4 W12 -35,749 35,006 832 2,052 1.340 36.03 21-11 3/4 2 W12 -35,749 35,006 -831 2,052 -1.340 36.03 23-11 3/4 E W11 -33,848 35,006 -1,295 -2,541 1.340 36.03 25-11 3/4 WlO -33,848 32,277 -1,759 3,164 -1.346 36.03 27-11 3/4 W9 -30,291 32,277 -2,223 -3,786 1.340 36.03 29-11 3/4 6 W8 -30,291 27,890 -2,687 4,408 -1.340 36.03 31-11 3/4 t W7 -25,075 27,890 -3, 151 -5,030 1.340 36.03 33-11 3/4 W6 -25,075 21,846 -3,615 5,652 -1.340 36.03 35-11 3/4 9 W5 -18,203 21,846 -4·,079 -6,274 1.340 36.03 37-11 3/4 I W4 -18,203 14,145 -4,543 6,896 -1.340 36.03 39-11 3/4 W3 -11,177 14,145 -5,063 -6,564 1.159 31.15 41-11 3/4 CLTED END STRUT l2 VlS -11,529 14,145 674 .-760 -1 .127 30.30 44-5 1/2 w~ -11,529 0 -5,737 14,224 -2.244 60.31 43-3 1/2 -----STD VERTICALS •3 SE SQ END 6,124 -6,124 1.000 26.87 t Vl END PNL 674 -760 1.127 30.30 V2 INTERIOR 1,664 -1,664 1.000 26.87 1AX TC COMPRESSION= -35,749.31 MAX BC TENSION= 35,006.32 rx INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH= 48.00 I I TRESS ANALYSIS: 28K232/128 J15 r-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA ~SE LENGTH WORKING LENGTH DEPTH 28 47-11 1/2 47-7 1/2 1- :: PANLS LE= I PANELS LE= RST HALF LE= IRST OIAG LE= 4-8 3-6 1-3 3/4 5-11 3/4 LE= 28.000 'JL TIPLE LOADING: I 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 28.000 EFF DEPTH 26.875 RE= 4-8 RE= 3-6 RE= ;,1-: 3 3/4 RE= 5-11 3/4 RE= 28.000 ~ LOAD OF 1,200 LBS AT PANEL PT 12 23.98'LE 23.98'RE OITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION ANO TENSION DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS DOITIONAL TOP CHORD LOAD : 6300 t TRA SHEAR ADDED TO EACH WEB= 600 IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 LL LOADS SHOWN REDUCED BY 25% ' ACTIONS Rl= +4,593.38 R2= -------------STRESS MIN ·SHR= 1,148.34 TL= 5-12-97 9,186.75 0 MEM TC F BC F a: W2 -8,646 0 +4,593.38 ANALYSIS SHEAR 4,303 WEB F 11,005 csc 2.244 WEB L 60.3:li PP DISTANCE o-2 .. LTED END STRUT YlS -8,383 0 2 W3 -8,383 10,608 I W4 -13,652 10,608 W5 -13,652 16,385 5 W6 -18,806 16,385 I W7 -18,806 20,918 W8 -22,718 20,918 8 W9 -22,718 24,207 t9 WlO -25,386 24,207 Wll -25,386 26,254 W12 -26,811 26,254 2 W12 -26,811 26,254 113 Wll -25,386 26,254 • W10 -25,386 24,207 5 W9 -22,718 24,207 115 we -22,718 20,910 9,7 W7 -18,806 20,918 8 W6 -18,806 16,385 ~ W5 -13,652 16,385 •: W4 -13,652 10,608 .1 W3 -8,383 10,608 ·rL TEO END STRUT l YlS -8,646 W2 -8,646 I! ~5 SE SQ END Vl END PNL V2 INTERIOR 10,608 0 -----STD TC COMPRESSION= -31,536.98 505 3,797 3,408 3,060 2,712 2,364 2,016 1,668 1,320 972 624 -624 -972 -1,320 -1~668 -2,016 -2,364 -2,712 -3,060 -3,408 -3,797 505 -4,303 VERTICALS 4,593 505 1,248 MAX MAX INT TC PANEL LENGTH= 24.00 -570 -5,097 5,373 -4,906 4,440 -3,973 3,507 -3 ,'040 2,574 -2, 107 1,641 1,641 -2,107 2,574 -3,040 3,507 -3,973 4,440 -4,906 5,373 -5,097 -570 11,005 1.127 -1 .159 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.346 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.159 -1 .127 -2.244 30.30 31.15 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03. 36.03 -31.15 30.30 60.31 -4,593 1.000 26.87 -570 1.127 30.30 -1,248 1.000 26.87 BC TENSION= 26,254.74 INT BC PANEL LENGTH= 3-6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 44-5 1/2 43-3 1/2 48.00 I --RESS ANALYSIS: 28K232/128 Jl5 ,-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA ~SE LENGTH WORKING LENGTH DEPTH 28 +7-11 1/2 47-7 1/2 I · PANLS LE= I PANELS LE= RST HALF LE= :RST DIAG LE= IPTHS LE= 4-8 3-6 1-3 3/4 5-11 3/4 28.000 JL TIPLE LOADING: I 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP CENTERlINE= 28.000 IIIFORM TC LOAD= -207 UNIFORM BC LOAD= 0 TE: UNIFORM LOAD IS NET UPLIFT _L LOADS SHOWN REDUCED BY 25% ~ACTIONS Rl=.· -3,696.89 R2= -3,696.89 MIN SHR= EFF DEPTH 26.875 RE= 4-8 RE= 3-6 RE= ,11-, 3 3/4 RE= 5-11 3/4 RE= 28.000 TL= 5-12-97 -7,393.78 I -------------STRESS ANALYSIS------------- MEM TC F BC F SHEAR WEB F CSC , W2 6,908 0 -3,438 -7,716 2.244 924.22 WEB L 60.31 PP DISTANCE 0-2 IL TED END STRUT VlS 6,673 0 -451 2 W3 6,673 -8,423 -2,986 j W4 10,780 -8,423 -2,639 I w5 10,780 -12,860 -2,328 ? W6 14,662 -12,860 -2,018 W7 14,662 -16,187 -1,707 W8 17,435 -16,187 -1,397 W9 17,435 -18,405 -1,086 I ~ W10 19,099 -18,405 -776 I W11 19,099 -19,515 -465 W12 19,653 -19,515 -155 2 W12 19,653 -19,515 155 • W11 19,099 -19,515 465 WlO 19,099 -18,405 776 W9 17,435 -18,405 1,086 W8 17,435 -16,187 1,397 W7 14,662 -16,187 1,707 W6 14,662 -12,860 2,018 i 9 W5 10,780 -12,860 2;328 I W4 10,780 -8,423 2,639 W3 6,673 -8,423 2,986 ILTED END STRUT I 3 I AX V1S 6,908 W2 6,908 SE SQ END Vl END PNL V2 INTERIOR TC COMPRESSION= -8,423 -o -----STD -451 3,438 VERTICALS 3,696 -451 -310 0.00 MAX rx INT TC PANEL LENGTH= 24.00 MAX I 508 3,462 -3,538 3,122 -2,705 2,289 -1,873 1,457 -1,239 1,239 -1,239 -1,239 1,239 -1,239 1,457 -1,873 2,289 -2,705 3,122 -3,538 3,462 1.127 -1.159 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 • -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.159 30.30 31.15 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 31.15 3-6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 508 -7,716 -1.127 -2.244 30.30. 44-5 1/2 60.31 43-3 1/2 -3,696 1.000 26.87 508 1.127 30.30 310 1.000 26.87 BC TENSION= 0.00 INT BC PANEL LENGTH= 48.00 I lsK232/128 J15 7-0202 SMAC CARLSBAD '==M -------MULTIPLE ANALYSIS SUMMARY TC TEN 1 6,908 ,~ 6,673 10,780 4 10,780 I 14,662 14,662 17,435 8 17,435 t 19,099 19,099 1 19,653 1; 19,653 19,099 4 19,099 i 17,435 17,435 14,662 8 14,662 I 10,780 10,780 1 6,673 ·2 6,908 13 0 4 0 5 0 lxrMUM UNIFORM I I I I I I I I TC COM BC TEN BC COM -13,371 0 0 -13,108 l-4, 145 -8,423 -18,377 14,145 -8,423 -18,377 21,846 -12,860 -25,075 21 .. ,8~6 -12,860 -25,075 27 ,89·0 -16,187 -30,291 27,890 -16,187 -30,291 ·32 ,277 -18,405 -33,848 32,277 -18,405 -33,848 35,006 -19,515 -35,749 35,006 -19,515 -35,749 35,006 -19,515 -33,848 35,006 -19,515 -33,848 32,277 -18,405 -30,291 32,277 -18,405 -30,291 27,890 -16,187 -25,075 27,890 -16,187 -25,075 21,846 -12,860 -18,377 21,846 -12,860 -18,377 14,145 -8,423 -13, 108 14,145 -8,423 -13,371 0 -o 0 0 0 0 0 0 0 0 0 LOAD: TOP ·cHORD= 232 RUN ON, 5-12-97 CA JAA ------- WEB TEN WEB COM 14,224 -7,716 3,462 -6,564 6,896 -~,$38 3,122 -6,274 5,652 -2,705 2,289 -5,030 4,408 -1,873 1,457 -3,786 3,164 -1,239 1,239 -2,541 2,052 -1,239 2,052 -1,239 1,239 -2,541 3,164 -1,239 1,457 -3,786 4,408 -1,873 2,289 -5,030 5,652 -2,705 3,122 -6,274 6,896 -3,538 3,462 -6,564 14,224 -7,716 0 -6, 124 508 -760 310 -1,664 1: IK232/128 J15 :t-0202 SMAC CARLSBAD CA IM -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM 6,908 -13,371 I 6,673 -13,108 10,780 -18,377 + 10,780 -18,377 I 14,662 -25,075 14,662 -25,075 17,435 -30,291 3 17,435 -30,291 I 19,099 -33,848 19,099 -33,848 .l. 19,653 -35,749 -0 0 0 0 0 0 IXIMUM UNIFORM LOAD: I I I I I I I I I I I BC TEN BC COM WEB TEN 0 -0 14,224 14,145 -8,423 3,462 14,145 -8,423 6,896 21,846 -12,860 3,122 21~84~ -12,860 5,652 27,890 -16,187 2,289 27,890 -16 ,187 4,408 32,277 -18,405 1,457 32,277 -18,405 3,164 35,006 -19,515 1,239 _ 35,006 -19,515 2,052 0 0 0 0 0 508 0 0 310 TOP CHORD= 232 ----.:.-~~ ~ --· .,. ... . . "' ~7 RUN ON 5-12-97 JAA WEB COM -7,716 -6,564 -3,538 -6,274 -2,705 -5,030 -1,873 -3,786 -1,239 -2,541 -1,239 -6,124 -760 -1,664 lnternatioal Structurai' Products EMBER SIZES: 28K232/128 J15 El Paso , Texas ~-0202 SMAC I., = so,000.000 ~NDING LOAD = 0.000 .JTSIDE DEPTH = 28.000 9: = 23 REA= 0.6250 y(x) = 0.5600 '"' = 25 · - CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy 1.2284 Rz JAA 30,000.000 35,749.318 26.875 ), = 0.3950 fEA = 0.7150 Rx = 0.6170. Rz = 0.3940 Ryy = 1.2341 = 0.5690 Sl CTUAL EFF DEPTH= 11:iRRECTED LOAD TC= ./Rx= 38.897 USING /Rz = 30.456 USING aa = 25,985.7 USING rx LOAD (FILLERS)= ILLER PANELS REQD = = 0.4780 Ss = 0.1900 Qs = 1.0000 26.871 GAP BETWEEN CHORD= 1.000 35,754.640 BC = 35,011.534 L = 24.00 L/Ryy= 29.169 USING L = 36.00 L = .12.00 WITH FILLERS K= 1.00 L/R=-38.89 F'e= 98,695.87 Cm= 0.00000 37,531.20 MAX LOAD NO FILLER= 32,584.73 6 MIN WELD LEN 2X = 0.375 l (fa/Fa) = 0.96219 USING TC= 25 = 2 X 2 X .187 C STRESS = 28,009.22741 USING BC= 23 = 2 X 2 X .163 = 443.612 CHORD WT/FT END PANEL CHECK W= 232 ~D PANEL ALLOWABLE FORCES REDUCED 10 % lf'!D PANEL CHECK = LEFT END LENGTH XIAL LOAD = 13,373.77 AXIAL STRESS fa a = 12,916.45 F'e = S::m PANEL PT __ = 7,802.10 fb MIO-PANEL C 0.921 fa/Fa = ANEL PT= 17,154.3 MID PANEL= 0.8463 NO FILLERS IIRST PANEL CHECK= LEFT END LENGTH iXIAL LOAD = 13,110.95 AXIAL STRESS fa aa = 19,895.48 F'e ao PANEL PT = 7,802.10 fb MIO-PANEL m = o .942 fa/Fa = 'ANEL PT= 16,970.6 MIO PANEL= 0.4766 NO FILLERS loTTOM CHORD L/Rz= 121.518 TC OAL/Ryy = 1AX BRIDGING CHECK TC= 14.91' BC= 24.56' 9.248 = 40.00 = 9,352.28 = 35,530.51 = 2,641.94 0.724 L/R=101.52 = 29.75 = 9,168.49 = 64,231.42 • = 432.20 0.460 L/R= 75.50 463.063 IOMENT OF INERTIA= 482.6 LL 360= 166.9 LL 240= 250.3 -c TENSION STRESS= 13,745.89 ~ C COMPRESSION CENTER C CO.MPRESSION ACTUAL= 19,517.96 ALLOW= 12,767.1 NO FILLER C COMPRESSION ACTUAL= 19,517.96 ALLOW= 23,935.3 FILLER I ****************BC FILLERS REQD**************** 1AX BC BROG DIST= 9-9 3/8 FOR 1/ryy BC COMP CHECK IAX BROG BC 1/ryy of 200 = 20.47 I RUN ON 5-12-97 I l ~B DESIGN: 28K232/128 J15 7-0202 SMAC RUN .ON 5-12-97 CARLSBAD CA JAA I TC= 25 = 2 X 2 X .187 BC= 23 = 2 X 2 X .163 ------WEB DESIGN ------ IJMBER sz QTY ACTUAL T l W2 1G 2 8 14,224 2 W3 lJ 1 3,462 ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 21,543 7,716 7,920 7.0 .1~8 ,1 1/2 X l 1/2 X .138 13,453 6,564 7,173 2.9 .156 1 1/2 X 1 1/2 X .156 13 W4 lC 1 6,896 l W5 20 1 3,122 5 W6 1C 1 5,652 9 ,877_ 3,538 4,175 4.2 .113 1 1/2 X 1 1/2 X .113 14,665 6,274 8,243 3.4 .125 2 X 2 X .125 9,877_ 2,705 4,175 3.4 .113 1 1/2 X l 1/2 X .113 :, W7 lJ 1 2,289 13,453 5,030 5,627 2.2 .156 1 1/2 X 1 1/2 X .156 I~ W8 15 1 4,408 W9 lC 1 1,457 7,908 1,873 2,318 2.8 .109 1 1/4 X 1 1/4 X .109 9,877 3,786 4,175 2.3 .113 1 1/2 X 1 1/2 X .113 ~ WlO 15 1 3,164 7,908 1,239 2,318 2.0 .109 1 1/4 X 1 1/4 X .109 I{ Wll 18 1 1,239 W12 15 1 2,052 8,999 2,541 2,617 2.0 .110 1 1/4 X 1 1/4 X .125 7·,909 1,239 2,318 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTICALS t SE 10 2 B· 0 Vl 10 1 508 V2 10 1 310 12,483 6,124 8,061 3.8 .109 1 X 1 X .109 5,617 939 1,466 2.0 .031 1 X 1 X .109 6,241 1,842 2,071 2.0 .062 1 X 1 X .109 I I I I I I I I I I I I RESS ANALYSIS: 28K232/128 J16 ,-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA ,SE LENGTH WORKING LENGTH DEPTH 28 -7-10 1/2 47-6 1/2 I PANLS LE= I PANELS LE= RST HALF LE= RST DIAG LE= 4-8 3-6 1-3 1/4 5-11 1/4 LE= 28.000 1L TIPLE LOADING: I 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP ' CENTERLINE= 28.000 EFF DEPTH 26.871 RE= 4-8 RE= 3-6 RE= )1-· 3 1/4 RE= 5-11 1/4 RE= 28.000 I. LOAD OF 1,200 LBS AT PANEL PT 12 23.94'LE 23.94'RE TRA SHEAR ADDED TO EACH WEB= 600 lIFORM TC LOAD= 232 UNIFORM BC LOAD= 0 TL= 5-12-97 12,229.67 l:ACTIONS Rl= · +6,114.83 R2= +6,114.83 MIN -SHR= 1,528.71 -------------STRESS ANALYSIS------------- MEM TC F BC F SHEAR WEB F CSC WEB L W2 -11,511 O 5,728 14,204 2.244 60.31 PP DISTANCE o-2 IL TED END STRUT VlS -11,162 0 669 -754 1.127 W3 -11,162 14,033 5,058 -6,506 -1.149 W4 -18,092 14,033 4,543 6,897 1.340 W5 -18,092 21,736 4,079 -6,274 -1.340 W6 -24,965 21,736 3,615 5,652 1.340 ) W7 -24,965 27,780 3,151 -5,030 -1.340 I W8 -30,181 27,780 2,687 4,408 1.340 W9 -30,181 32,168 2,223 -3,786 -1.340 ) W10 -33,740 32,168 1,759 3,164 1.340 I Wll -33,740 34,897 1,295 -2,542 -1.340 W12 -35,640 34,897 831 2,049 1.340 ~ W12 -35,640 34,897 -832 2,049 -1.340 • W11 -33,740 34,897 -1,296 -2,542 1.34q WlO -33,740 32,168 -1,760 3,164 -1.340 W9 -30,181 32,168 -2,224 -3,786 1.340 , W8 -30,181 27,780 -2,688 4,408 -1.340 I W7 -24,965 27,780 -3,152 -5,030 1.340 W6 -24,965 21,736 -3,616 5,652 -1.340 i ws -10,092 21,736 -4;000 -6,274 1.340 I W4 -18,092 14,033 -4,544 6,897 -1.340 W3 -11,162 14,033 -5,058 -6,506 1.149 rLTED END STRUT 30.29 30.89 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 30.89 3-6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 VlS -11,511 W2 -11,511 14,033 -o 669 -5,728 VERTICALS 6,114 669 1,664 MAX -754 14,204 -1.127 -2.244 30.29. 44-4 1/2 60.31 43-2 1/2 I SE SQ END Vl END PNL V2 INTERIOR -----STD TC COMPRESSION= -35,640.76 INT TC PANEL LENGTH= 24.00 MAX -6,114 1.000 26.87 -754 1.127 30.29 -1,664 1.000 26.87 BC TENSION= 34,897.66 INT BC PANEL LENGTH= 48.00 I TRESS ANALYSIS: 7-0202 IC.SE LENGTH 47-10 1/2 28K232/128 J16 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA WORKING LENGTH 47-6 1/2 DEPTH 28 I ::: PANLS LE= I:: PANELS LE= IRST HALF LE= IRST DIAG LE= 4-8 3-6 1-3 1/4 5-11 1/4 1~PTHS LE= 28.000 'JLTIPLE LOADING: I 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP -CENTERLINE= 28.000 EFF DEPTH 26.871 RE= 4-8 RE= 3-6 RE= ~1 ... 3 1/4 RE= 5-11 1/4 RE= 28.000 IT LOAD OF 1,200 LBS AT PANEL PT 12 23.94'LE 23.94'RE DDITIONAL CHORD LOADS ARE "ADDED AS BOTH COMPRESSION AND TENSION DDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS DDITIONAL TOP CHORD LOAD : 6300 IXTRA SHEAR ADDED TO EACH WEB= 600 IINIFORM TC LOAD= 232 UNIFORM BC LOAD= 0 LL LOADS SHOWN REDUCED BY 25% ' ACTIONS Rl= +4,586.12 R2= -------------STRESS MIN SHR= 1,146.53 TL= 5-12-97 9,172.25 0 MEM TC F BC F 11 W2 -8,633 0 +4,586.13 ANALYSIS SHEAR 4,296 WEB F 10,990 csc 2.244 WEB L 60.31 PP DISTANCE o-2 ILTED END STRUT V1S -8,371 0 2 W3 -8,371 13 W4 -13,569 4 ws -13,569 5 W6 -18,724 lfS W7 -18,724 a7 W8 -22,636 8 W9 -22,636 109 WlO -25,305 Wll -25,305 1 W12 -26,730 2 Wl2 -26,730 13 4 Wll -25,305 WlO -25,305 .5 W9 -22,636 16 7 W8 -22,636 W7 -18,724 .8 W6 -18,724 10 9 W5 -13,569 W4 -13,569 _1 W3 -8,371 ,-IL TED END STRUT I . V1S -8 ,633 2 W2 -8,633 I! 25 SE SQ END Vl END PNL V2 INTERIOR 10,525 10,525 16,302 16,302 20,835 20,835 24,126 24,126 26,173 26,173 26,173 26,173 24,126 24,126 20,835 20,835 16,302 16,302 10,525 10,525 10,525 -o -----STD TC COMPRESSION= -31,455.57 502 3,794 3,407 3,059 2,711 2,363 2,015 1,667 1,319 971 623 -624 -972 -1,320 -1 ·,668 -2,016 -2,364 -2,712 -3,060 -3,408 -3,794 502 -4,296 VERTICALS 4,586 502 .AX IAX 1,248 - MAX MAX INT TC PANEL LENGTH= 24.00 -566 -5,052 5,373 -4,907 4,440 -3,974 3,507 -3,040 2,574 -2,107 1,641 1,641 -2, 107 2,574 -3,040 3 ,!:?07 -3,974 4,440 -4,907 5,373 -5,052 -566 10,990 1.127 -1 .149 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.149 -1.127 -2.244 30.29 30.89 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36 .02 · 36.02 30.89 30.29 60.31 -4,586 1.000 26.87 -566 1.127 30:29 -1,248 1.000 26.87 BC TENSION= 26,173.24 INT BC PANEL LENGTH= 3-6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 44-4 1/2 43-2 1/2 48.00 -·~--. I TRESS ANALYSIS: 28K232/128 J16 I.S.P. / MEXAM, INC CARLSBAD CA RUN ON :JAA 5-12-97 17-0202 SMAC ~SE LENGTH WORKING LENGTH .47-10 1/2 47-6 1/2 I ::: PANLS LE= 4-8 3-6 DEPTH 28 EFF DEPTH 26.871 RE= 4-8 RE= 3-6 I: PANELS LE= IRST HALF LE= CRST DIAG LE= 1-3 1/4 5-11 1/4 10 BC PANELS AT 4-0 ENO STRUT TILTED SPECIAL 1ST COMP RE= ~1 ... 3 1/4 RE= 5-11 1/4 1~PTHS LE= 28.000 JLTIPLE LOADING: CENTERLINE= 28.000 RE= 28.000 I l(IIFORM TC LOAD= -207 UNIFORM BC LOAD= 0 .JTE: UNIFORM LOAD IS NET UPLIFT ~L LOADS SHOWN REDUCED BY 25% ~ACTIONS Rl= · -3,690.42 R2= -3,690.42 MIN SHR= l MEM -~~-;------~~ ~TRESS :~~~~SIS-~;;-;----~;~ 1 W2 6,896 0 -3,431 -7;702 2.244 IILTED END STRUT V1S 6,662 0 -447 2 W3 6,662 -8,356 -2,983 E W4 10,713 -8,356 -2,639 W5 10,713 -12,793 -2,328 W6 14,596 -12,793 -2,018· W7 14,596 -16,121 -1,707 we 17,369 -16,121 -1,397 W9 17,369 -18,339 -1,086 6 t 9 WlO 19,033 -18,339 -776 Wll 19,033 -19,449 -465 W12 19,587 -19,449 -155 I 2 W12 19,587 -19,449 155 Wll 19,033 -19,449 465 WlO 19,033 -18,339 776 W9 17,369 -18,339 1,086 l 6 we 17,369 -16,121 1,397 117 W7 14,596 -16,121 1,707 ~ W6 14,596 -12,793 2,018 9 ws 10,713 -12,793 2;320 a:> W4 10,713 -8,356 2,639 .1 W3 6,662 -8,356 2,983 ILTED END STRUT 505 3,43'0 -3,538 3,122 -2,706 2,289 -1,873 1,457 -1,237 1,237 -1,237 -1,237 1,237 -1,237 1,457 -1 ,873 2,289 -2,706 3,122 -3,538 3,430 1.127 -1.149 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 • -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.149 922.61 WEB L 60.31 30.29 30.89 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 30.89 TL= -7,380.84 PP DISTANCE o-2 3-6 4-8 5-11 7-11 9-11 11-11 13-11 .15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 VlS 6,896 W2 6,896 t -8,356 -447 0 3,431 505 -7,702 -1.127 -2.244 30.29 '44-4 1/2 60.31 43-2 1/2 .3 t lAX -----STD VERTICALS SE SO END Vl END PNL V2 INTERIOR TC COMPRESSION= INT TC PANEL LENGTH= 3,690 -447 -310 0.00 MAX 24.00 MAX 26.87 30.29 26.87 -3,690 1.000 505 1.127 310 1.000 BC TENSION= 0.00 LENGTH= INT BC PANEL 48.00 I aK232/128 J16 a;-0202 SMAC 3 I l -I 3 I 1 - -------MULTIPLE ANALYSIS TC TEN TC COM BC TEN 6,896 -13,358 0 6,662 -13,096 14,033 10,713 -18,294 14,033. 10,713 -18,294 21,736 14,596 -24,965 21~736 14,596 -24,965 27,780 17,369 -30,181 27,780 17,369 -36,181 32,16~ 19,033 -33,740 32,168 19,033 -33,740 34,897 19,587 -35,640 . 34,897 19,587 -35,640 34,897 19,033 -33,740 34,897 19,033 -33,740 32,168 17,369 -30,181 32,168 17,369 -30,181 27,780 14,596 -24,965 27,780 14,596 -24,965 21,736 10,713 -18,294 21,736 10,713 -18,294 14,033 6,662 -13,096 14,033 6,896 -13,358 0 0 0 0 0 0 0 5 0 0 0 CARLSBAD CA SUMMARY BC COM 0 -8,356 -8,356 -12;793 -12,793 -16,121 -16,121 -18,339 -18,339 -19,449 -19,449 -19,449 -19,449 -18,339 -18,339 -16,121 -16,121 -12,793 -12,793 -8,356 -8,356 -o 0 0 0 WEB TEN 14,204 3,430 6,897 . 3,122 5,652 2,289 4,408 1,457 3,164 1,237 2,049 2,049 1,237 3,164 1,457 4,408 2,289 5,652 3,122 6,897 3,430 14,204 0 505 310 lxIMUM UNIFORM LOAD: TOP CHORD= 232 I I I I I I I I JAA WEB COM -7,702 -6,506 -3,538 -6,274 -2,706 -5,030 -1,873 -3,786 -1,237 -2,542 -1,237 -1,237 -2,542 -1,237 -3,786 -1,873 -5,030 -2,706 -6,274 -3,538 -6,506 -7,702 -6,114 -754 -1,664 RUN ON 5-12-97 I 13K232/128 J16 7-0202 SMAC CARLSBAD CA lM -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM BC TEN BC COM WEB TEN 1 6,896 -13,358 0 -0 14,204 I; 6,662 -13,096 14,033 -8,356 3,430 10,713 -18,294 14,033 -8,356 6,897 4 10,713 -18,294 21,736 -12,793 3,122 f 14,596' -24,965 21--,73_6 -12,793 5,652 14,596 -24,965 27,780 -16,121 2,289 7 17,369 -30, 181 27,7~0 -16, 121 4,408 9 17,369 -30,181 32,168 -18,339 1,457 t 19,033 -33,740 32,168 -18,339 3,164 19,033 -33,740 34,897 -19,449 1,237 1 19,587 -35,640 34,897 -19,449 2,049 I~ 0 0 0 0 0 0 0 0 0 505 4 0 0 0 0 310 IAXIMUM UNIFORM LOAD: TOP CHORD= 232 I I I I I 1· I I I I I --...... ----~--...,_~ RUN ·ON 5-12-97 JAA WEB COM -7,702 -6,506 -~.538 -6,274 -2,706 -5,030 -1,873 -3,786 -1,237 -2,542 -1,237 -6, 114 -754 -1,664 I ' ternatioal Structural Products _MBER SIZES: 28K232/128 J16 17-0202 SMAC = 50,000.000 :NDING LOAD = 0.000 = 23 El Paso , Texas CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= JAA 30,000.000 35,640.769 26.871 I TSIDE DEPTH = 28.000 ~EA= 0.6250 y(x) = 0.5600 Ryy =· 1.2284 Rz = 0.3950 ' = 25 · 'EA = 0.7150 Rx = 0.6170 ~ Rz = 0.3940 Ryy = 1.2341 = 0.5690 Sl = 0.4780 Ss = 0.1900 Qs = 1.0000 ~TUAL EFF DEPTH= 26.871 GAP BETWEEN CHORD= 1.000 I RRECTED LOAD TC= 35,640.769 BC = 34,897.663 Rx= 38.897 USING L = 24.00 L/Ryy= 29.169 USING L = 36.00 /Rz = 30 .456 USING L = .12 .00 WITH FILLERS K= 1 .00 I = 25,985.7 USING L/R= 38.89 F'e= 98,695.87 Cm= 0.00000 X LOAD (FILLERS)= 37,531·.20 MAX LOAD NO FILLER= 32,584.73 ILLER PANELS REQD = 6 MIN WELD LEN 2X = 0.375 I (fa/Fa) STRESS = = 0.95912 USING TC= 25 = 2 X 2 X .187 27,918.13045 USING BC= 23 = .2 X 2 X .163 = 442.842 CHORD WT/FT END PANEL CHECK W= 232 - D PANEL ALLOWABLE FORCES REDUCED 10 % D PANEL CHECK = LEFT END LENGTH IAL LOAD = 13J358.49 AXIAL STRESS fa = • = 12,916.45 F'e PANEL PT __ = 7,766.21 fb MID-PANEL 0.921 fa/Fa = ANEL PT= 17,107.8 MID PANEL= 0.8457 NO FILLERS IRST PANEL CHECK= LEFT END LENGTH -XIAL LOAD = 13,097.00 AXIAL STRESS fa • = 20,139.57 F 'e PANEL PT __ = 7,766.21 fb MID-PANEL 0.944 fa/Fa = i NEL PT= 16,924.9 MID PANEL= 0.4690 NO FILLERS TTOM CHORD L/Rz= 121.518 TC OAL/Ryy = IAX BRIDGING CHECK TC= 14.91' BC= 24.56' 9.248 = 40.00 = 9,341.60 = 35,530.51 = 2,647.71 0.723 L/R=lOl.52 = 29.25 = 9,158.74 = 66,446.13 • 392.20 = 0.454 L/R= 74.23 462.253 l)MENT OF INE~TIA= 482.6 LL 360= 167.7 LL 240= 251.6 ~ TENSION STRESS= 13,697.83 I .. : COMPRESSION CENTER COMPRESSION ACTUAL= 19,449.23 ALLOW= 12,767.1 NO FILLER 1C COMPRESSION ACTUAL= 19,449.23 ALLOW= 23,935.3 FILLER 1· ****************BC FILLERS REQD**************** 1AX BC BROG DIST= 9-9 3/4 FOR 1/ryy BC COMP CHECK rx BROG BC 1/ryy of 200 = 20.47 I RUN ON 5-12-97 l':B DESIGN: 28K232/128 J16 '-0202 SMAC RUN ON 5-12-97 CARLSBAD CA JAA I TC= 25 = 2 X 2 X .187 BC= 23 = 2 X 2 X .163 ------WEB DESIGN ------ IJMBER sz QTY ACTUAL T . W2 1G 2 B 14,204 ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 21,543 7,702 7,921 7.0 .138 ,1 1/2 X 1 1/2 X .138 ~ W3 lJ 1 3,430 13,453 6,506 7,249 2.9 .156 1 1/2 X 1 1/2 X .156 f W4 1C 1 6,897 W5 20 1 3,122 ) W6 lC 1 5,652 9 ,877_ 3,538 4,175 4.2 .113 1 1/2 X 1 1/2 X .113 14,665" 6,274 8,243 3.4 .125 2 X 2 X .125 9,877 .. 2,706 4,175 3.4 .113 1 1/2 X 1 1/2 X .113 ) W7 lJ 1 2,289 I W8 15 1 4,408 W9 lC 1 1,457 13,453 5,030 5,627 2.2 .156 1 1/2 X 1 1/2 X .156 7,908 1,873 2,319 2.8 .109 1 1/4 X 1 1/4 X .109 9,877 3,786 4,175 2.3 .113 1 1/2 X 1 1/2 X .113 } WlO 15 1 3,164 . 7,908 1,237 2,319 2.0 .109 · 1 1/4 X 1 1/4 X .109 r Wll 18 1 1,237 W12 15 1 2,049 8,999 2,542 2,617 2.0 .110 1 1/4 X 1 1/4 X .125 7·,9oa 1,237 2,319 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTICALS • SE 10 2 B· 0 Vl 10 1 505 V2 10 1 310 12,483 6,114 8,062 3.8 .109 1 X 1 X .109 5,617 933 1,466 2.0 .031 1 X 1 X .109 6,241 1,842 2,072 2.0 .062 1 X 1 X .109 I. I I I I I I I I I I I :RESS ANALYSIS: 28K232/128 J18 ,-0202 SMAC I.S.P. I MEXAM, INC CARLSBAD CA RUN ON JAA ~SE LENGTH WORKING LENGTH DEPTH 28 -7-11 1/2 47-7 1/2 : PANLS LE= 4-8 I PANELS LE= 3-6 RST HALF LE= 1-3 3/4 CRST DIAG LE= 5-11· 3/4 ,~THS LE= 28.000 ILTIPLE LOADING: 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP -CENTERLINE= 28.000 EFF DEPTH 26.871 RE= 4-8 RE= 3-6 RE= .41-. 3 3/4 RE= 5-11 3/4 RE= 28.000 I LOAD OF 1,480 LBS AT PANEL PT 12 23.98'LE 23.98'RE TRA SHEAR ADDED TO EACH WEB= 740 '-'IFORM TC LOAD= 292 UNIFORM BC LOAD= 0 R2= +7,693.25 MIN SHR= 1,923.31 TL= STRESS ANALYSIS ------------- 5-12-97 15,386.50 .ACTIONS Rls ·_ +7 ,693 .25 MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 -14,482 0 7,206 17,837 2.244 60.31 o-2 ILTED END STRUT VlS -14,040 0 848 -956 1.127 30.29 3-6 2 W3 -14,040 17,766 6,357 -8,227 -1 .159 31.14 4-8 I W4 -22,861 17,766 5,704 8,640 1.340 36.02 5-11 3/4 W5 -22,861 27,434 5,120 -7,857 -1.340 36.02 7-11 3/4 5 W6 -31,485 27,434 4,536 7,074 1.340 36.02 9-11 3/4 -W7 -31,485 35,015 3,952 -6,291 -1.340 36.02 11-11 3/4 W8 -38,023 35,015 3,368 5,507 1.340 36.02 13-11 3/4 W9 -38,023 40,510 2,784 -4,724 -1.340 36.02 .15-11 3/4 9 W10 -42,475 40,510 2,200 3,941 1.340 36.02 17-11 3/4 I W11 -42,475 43,918 1,616 -3, 158 -1.340 36.02 19-11 3/4 W12 -44,840 43,918 1,032 2,578 1.340 36.02 21-11 3/4 2 W12 -44,840 43,918 -1,032 2,578 -1.340 36.02 23-11 3/4 I Wll -42,475 43,918 -1,616 -3, 158 1.340 36.02 25-11 3/4 • W10 -42,475 40,510 -2,200 3,941 -1.340 36.02 27-11 3/4 5 . W9 -38,023 40,510 -2,784 -4,724 1.340 36.02 29-11 3/4 -W8 -38,023 35,015 -3,368 5,507 -1.340 36.02 31-11 3/4 W7 -31,485 35,015 -3,952 -6,291 1.340 36.02 33-11 3/4 W6 -31,485 27,434 -4,536 7,074 -1.340 36.02 35-11 3/4 9 W5 -22,861 27,434 -5 ·, 120 -7,857 1.340 36.02 37-11 3/4 I W4 -22,861 17,766 -5,704 8,640 -1.340 36.02 39-11 3/4 W3 -14,040 17,766 -6,357 -8,227 1.159 31.14 41-11 3/4 "IL TED END STRUT I V1S -14,482 17,766 848 -956 -1.127 30 .29 · 44-5 1/2 W2 -14,482 0 -7,206 17,837 -2.244 60.31 43-3 1/2 -----STD VERTICALS f SE SQ END 7,693 -7,693 1.000 26.87 Vl END PNL 848 -956 1.127 30.29 _::, V2 INTERIOR 2,064 -2,064 1.000 26.87 1AX TC COMPRESSION= -44,840.18 MAX BC TENSION= 43,918.44 1~x INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH= 48.00 I I TRESS ANALYSIS: 28K232/128 J18 ,7-0202 SMAC. I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA 5-12-97 ~SE LENGTH WORKING LENGTH 117-11 1/~ 47-7 1/2 .: PANLS LE= 4-8 DEPTH 28 EFF DEPTH 26.871 RE= 4-8 RE= 3-6 I: PANELS LE= 3-6 IRST HALF LE= 1-3 3/4 IRST DIAG LE= 5-11 3/4 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= ~1-3 3/4 RE= 5-11 3/4 l~PTHS LE= 28.000 CENTERLINE= 28.000 RE= 28.000 IJLTIPLE LOADING: .T LOAD OF 1,480 LBS AT PANEL PT 12 23.98'LE 23.98'RE 8)DITIONAL CHORD LOADS ARE .ADDED AS BOTH COMPRESSION AND TENSION DDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS XTRA SHEAR ADDED TO EACH WEB= 740 IDOITIONAL TOP CHORD LOAD : 6300 NIFORM TC LOAD= 292 UNIFORM BC LOAD= 0 LL LOADS SHOWN REDUCED BY 25% MIN SHR= 1,442.48 t ACTIONS Rl= +5,769.94 R2= -------------STRESS +5,769.94 ANALYSIS SHEAR 0 MEM TC F BC F 11 W2 -10 ,861 0 ILTED END STRUT V1S -10,530 W3 -10,530 W4 -17,146 W5 -17,146 W6 -23,614 W7 -23,614 W8 -28,517 W9 -28,517 W10 -31,856 W11 -31,856 W12 -33,630 W12 -33,630 W11 -31,856 W10 -31,856 W9 -28,517 W8 -28,517 W7 -23,614 W6 -23,614 W5 -17,146 W4 -17,146 ~1 W3 -10,530 .ILTED END STRUT ·I VlS -10,861 z2 W2 -10,861 I! 25 SE SQ END V1 END PNL V2 INTERIOR 0 13,325 13,325 20,575 20,575 26,261 26,261 30,382 30,382 32,938 32,938 32,938 32,938 30,382 30,382 26,261 26,261 20,575 20,575 13,325 13,325 13,325 -o -----STD TC COMPRESSION= -38,355.13 5,404 636 4,768 4,277 3,839 3,401 2,963 2,525 2,087 1,649 1,211 773 -774 -1,212 -1.,650 -2,088 -2,526 -2,964 -3,402 -3,840 -4,278 -4,768 636 -5,404 VERTICALS 5,769 636 1,548 MAX IAX AX INT TC PANEL LENGTH= 24.00 MAX WEB F 13,793 -717 -6,384 6,728 -6, 140 5,553 -4,966 4,379 -3,791 3,204 -2,617 2,029 · 2,029 -2,617 3,204 -3,791 4,379 -4,966 5,553 -6, 140 6,728 -6,384 -717 13,793 csc 2.244 1.127 -1.159 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.34p -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.159 -1 .127 -2.244 WEB L 60.31 30.29 31.14 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02. 36.02 31.14 30.29 60.31 -5,769 1.000 26.87 -717 1.127 30.29 -1,548 1.000 26.87 BC TENSION= 32,938.83 INT BC PANEL LENGTH= TL= 11,539.88 PP DISTANCE o-2 3-6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 44-5 1/2 43-3 1/2 48.00 I TRESS ANALYSIS: 28K232/128 J18 ,-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA ~SE LENGTH WORKING LENGTH DEPTH 28 .7-11 1/2 47-7 1/2 :: PANLS LE= I; PANELS LE= rRST HALF LE= IRST DIAG LE= 4-8 3-6 1-3 3/4 5-11 3/4 LE= 28.000 IJLTIPLE LOADING• 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 28.000 ~IFORM TC LOAD= -207 UNIFORM BC LOAD= 0 IJ)TE: UNIFORM LOAD IS NET UPLIFT LL LOADS SHOWN REDUCED BY 25% EFF DEPTH 26.871 RE= 4-8 RE= 3-6 RE= ~1-3 3/4 RE= ·S-11 3/4 RE= 28.000 TL= 5-12-97 -7,393.78 ( ACTIONS R1=· -3,696.89 R2= -3,696.89 MIN SHR= -------------STRESS ANALYSIS------------- MEM TC F BC F SHEAR WEB F CSC 1 W2 6,909 0 -3,438 -7,717 2.244 924.22 WEB L 60.31 PP D'ISTANCE o-2 ' LTED END STRUT V1S 6,674 0 -451 2 W3 6,674 -8,424 -2,986 9'3 W4 10,782 -8,424 -2,639 • W5 10,782 -12,862 -2,328 5 W6 14,664 -12,862 -2,018 W7 14,664 -16,190 -1,707 W8 17,438 -16,190 -1,397 W9 17,438 -18,408 -1,086 WlO 19,101 -18,408 -776 Wll 19,101 -19,517 -465 W12 19,656 -19,517 -155 9 t 2 W12 19,656 -19,517 155 1· 4 3 Wll 19,101 -19,517 465 WlO 19,101 -18,408 776 .5 W9 17,438 -18,408 1,086 16 7 W8 17,438 -16,190 1,397 W7 14,664 -16,190 1,707 .8 W6 14,664 -12,862 2~018 t9 W5 10,782 -12,862 2,328 10 W4 10,782 -8,424 2,639 1 W3 6,674 -8,424 2,986 ILTED END STRUT 12 V1S 6,909 W2 6,909 SE SQ END Vl END PNL V2 INTERIOR TC COMPRESSION= -8,424 -o -----STD -451 3,438 VERTICALS 3,696 -451 -310 0.00 MAX INT TC PANEL LENGTH= 24.00 MAX I 508 3,462 -3,538 3,122 -2,706 2,289 -1,873 1,457 -1,239 1,239 -1,239 -1,239 1,239 -1,239 1,457 -1,873 2,289 -2,706 3,122 -3,538 3,462 1.127 -1.159 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.349 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.159 30.29 31.14 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 31.14 3-6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 508 -7,717 -1.127 -2.244 30.29· 44-5 1/2 60.31 43-3 1/2 -3,696 1.000 26.87 508 1.127 30.29 3~0 1.000 26.87 BC TENSION= 0.00 INT SC PANEL LENGTH= 48.00 1· IK232/128 J18 7-0202 SMAC CARLSBAD IM -------MULTIPLE ANALYSIS SUMMARY TC TEN L 6,909 I 6,674 10,782 4 10,782 •• 14,664 14,664 17,438 3 17,438 I 19,101 19,101 1 19,656' I 19,656 19,101 4 19,101 ' 17,438 17,438 14,664 8 14,664 I 10,782 10,782 1 6,674 I 6,909 0 ~ 0 IXIMUM 0 UNIFORM I I I I I I I I TC COM BC TEN SC COM -15,586 0 0 -15,255 17,766 -8,424 -22,861 17,766 -8,424 -22,861 27,434 -12,862 -31,485 27··,43_4 -12,862 -31,485 35,015 -16,190 -38.,023 35 ,01.5 -16,190 -38,023 40,510 -18,408 -42,475 40,510 -18,408 -42,475 43,918 -19,517 -44,840 43,918 -19,517 -44,840 43,918 -19,517 -42,475 4·3 ,918 -19,517 -42,475 40,510 -18,408 -38,023 40,510 -18,408 -38,023 35,015 -16,190 -31,485 35,015 -16,190. -31,485 27,434 -12,862 -22,861 27,434 -12,862 -22,861 17,766 -8,424 -15,255 17,766 -8,424" -15,586 0 -o 0 0 0 0 0 0 0 0 0 LOAD: TOP CHORD= 292 ---~ ....... ..., .. ~~ RUN ON 5-12-97 CA JAA ------- WEB TEN WEB COM 17,837 -7,717 3,462 -8,227 8,640 -1,538 3,122 -7,857 7,074 -2,706 2,289 -6,291 5,507 -1,873 1,457 -4,724 3,941 -1,239 1,239 -3,158 2,578 -1,239 2,578 -1,239 1,239 -3, 158 3,941 -1,239 1,457 -4,724 5,507 -1,873 2,289 -6,291 7,074 -2,706 3,122 -7,857 8,640 -3,538 3,462 -8,227 17,837 -7,717 0 -7 ,6-93 508 -956 310 -2,064 I l:K232/128 J18 ·-0202 SMAC 'M 1; '· I , I .I i -------CONSOLIDATE LEFT TC TEN TC COM BC TEN 6,909 -15,586 0 6,674 -15,255 17,766 10,782 -22,861 17,766 10,782 -22,861 27,434 14,664 -31,485 27;434 14,664 -31,485 35,015 17,438 -38,023 35,015 17,438 -38,023 40,510 19,101 -42,475 40,510 19,101 -42,475 43,918 19,656 -44,840 . 43,918 0 0 0 0 0 0 0 0 0 CARLSBAD CA & RIGHT BC COM -0 -8,424 -8,424 -12,862 -12,862 -16,190 -16,190 -18,408 -18,408 -19,517 -19,517 0 0 0 WES TEN 17,837 3,462 8,640 3,122 7,074 2,289 5,507 1,457 3,941 1,239 2,578 0 508 310 fxrMUM UNIFORM LOAD: TOP CHORD= 292 I I I I I I I I I I I JAA WEB COM -7,717 -8,227 -i,SGa -7·,857 -2,706 -6,291 -1,873 -4,724 -1,239 -3,158 -1,239 -7,693 -956 -2,064 RUN ON 5-12-97 I l,ternatioal S.tructural Products ~MBER SIZES: 28K232/128 J18 1,,-0202 SMAC , = 50,000.000 :NOING LOAD = 0.000 1;TsI~E 2~EPTH = 28. 000 El Paso , Texas CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= JAA 30,000.000 44,840.184 26.871 > ~EA= 0.7780 y(x) = 0.5750 Ryy = 1.2383 Rz = 0.3930 ' = 28 · 'EA= 0.8740 Rx = 0.61+0 ~ Rz = 0.3920 Ryy = 1.2455 = 0.5850 Sl = 0.5589 Ss = 0.2310 Qs = 1.0000 :TUAL EFF DEPTH= 26.840 GAP BETWEEN CHORD= 1.000 it)RRECTED LOAD TC= 44.,891.974 BC = 43,969.172 •1Rx = 39.279 USING L = 24.00 L/Ryy= 28.903 USING L = 36.00 IRz = 30.612 USING L ~ 12.00 WITH FILLERS K= 1.00 I = 25,932.7 USING L/R= 39.27 F'e= 96,785.67 Cm= 0.00000 X LOAD (FILLERS)= 45,783-.68 MAX LOAD NO FILLER= 39,736.33 ILLER PANELS RECD= 6 MIN WELD LEN 2X = 0.375 I (fa/Fa) = 0.99032 USING TC= 28 = 2 X 2 X .232 -STRESS = 28,257.82303 USING BC= 26 = 2 X 2 X .205 = 546.901 CHORD WT/FT END PANEL CHECK W= 292 10 PANEL ALLOWABLE FORCES REDUCED 10 % D PANEL CHECK = LEFT END LENGTH ~IAL LOAD = 15,604.77 AXIAL STRESS fa = i = 12,807.12 F'e PANEL PT __ = 8,076.90 fb MID-PANEL 0.923 fa/Fa = ~NEL PT= 17,004.1 MID PANEL= 0.8277 NO FILLERS IRST PANEL CHECK= LEFT END LENGTH XIAL LOAD = 15,273.62 AXIAL STRESS fa If = 19,820.92 F'e ~ PANEL PT = 8,076.89 fb MID-PANEL m = O • 944 fa/Fa = -ANEL PT= 16,814.6 MID PANEL= 0.4578 NO FILLERS ·1TTOM CHORD L/Rz= 122 .137 TC OAL/Ryy = AX BRIDGING CHECK TC= 15.05' BC= 24.76' 11.402 = 40.00 = 8,927.21 = 34,842.84 = 2,843.69 0.697 L/R=l02.04 = 29.75 = 8,737.76 = 6?,988.26 = 465.21 0.440 L/R= 75.89 458.837 rMENT OF INERTIA= 594.2 LL 360= 205.5 LL 240= 308.2 C TENSION STRESS= 11,258.19 • COMPRESSION CENTER E COMPRESSION ACTUAL= 19,540.50 ALLOW= 15,732.0 NO FILLER ·C COMPRESSION ACTUAL= 19,540.50 ALLOW= 30,477.0 FILLER I ****************BC FILLERS RECD**************** ·AX BC BROG DIST= 11-3 FOR l/ryy BC COMP CHECK IAX BROG BC 1/ryy of 200 = 20.64 I -~ RUN ON 5-12-97 I Is DESIGN: 7-0202 28K232/128 J18 SMAC RUN ON 5-12-97 CARLSBAD CA JAA I TC= 28 = 2 X 2 X .232 BC= 26 = 2 X 2 X .205 ------WEB DESIGN ------ IJMBER sz QTY ACTUAL T l W2 lJ 2 8 17,837 ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 24,215 7,717 8,806 7.7 .1~6·1 1/2 X 1 1/2 X .156 2 W3 20 1 3,462 14,665 8,227 8,987 4.5 .125 2 X 2 X .125 13 W4 1G 1 8,640 4 W5 20 1 3,122 5 W6 lC 1 7,074 11,968 3,538 4,995 4.3 .138 l 1/2 X l 1/2 X .138 14,665 7,857 8,237 4.3 .125 2 X 2 X .125 9,877. 2,706 4,167 4.3 .113 1 1/2 X 1 1/2 X .113 16 W7 20 1 2,289 7 W8 15 1 5,507 8 W9 1G 1 1,457 14,665 6,291 8,237 3.4 .125 2 X 2 X .125 7,908 1,873 2,313 3.5 .109 1 1/4 X 1 1/4 X .109 11,968 4,724 4,995 2.4 .138 1 1/2 X 1 1/2 X .138 9 WlO 15 1 3,941 7,908 1,239 2,313 2.5 .109 1 1/4 X 1 1/4 X .109 10 W11 1C 1 1,239 l W12 15 1 2,578 9,877 3,158 4,167 2.0 .113 1 1/2 X 1 1/2 X .113 7,908 1,239 2,313 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTICALS 1; SE 10 2 s· 0 Vl 10 1 508 4 V2 15 1 310 12,483 7,693 8,054 4.8 .109 1 X 1 X .109 5,617 1,181 1,463 2.0 .039 1 X 1 X .109 7,908 2,288 4,014 2.0 .077 1 1/4 X 1 1/4 X .109 I I I I I I I I I I I I .RESS ANALYSIS: 28K232/128 J19 1-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA 1SE LENGTH WORKING LENGTH DEPTH 28 ,7-11 1/2 47-7 1/2 : PANLS LE= 4-8 I PANELS LE= 3-6 RST HALF LE= 1-3 3/4 :RST DIAG LE= 5-11 3/4 IPTHS LE= 28.000 ILTIPLE LOADING: 10 BC PANELS AT 4-0 ENO STRUT TILTED SPECIAL 1ST COMP -CENTERLINE= 28.000 EFF DEPTH 26.84 RE= 4-8 RE= 3-6 RE= ill-3 3/4 RE= 5-11 3/4 RE= 28.000 I LOAD OF 1,480 LBS AT PANEL PT 12 23.98'LE 23.98'RE TRA SHEAR ADDED TO EACH WEB= 740 ~IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 TL= 5-12-97 12,529.00 • -ACTIONS R1= ·_ +6 ,264 .50 R2= +6 ,264 .50 MIN SHR= 1,566.13 STRESS ANALYSIS------------- MEM TC F BC F SHEAR WEB F CSC WEB L l W2 -11,825 O 5,877 14,868 2.246 60.30 PP DISTANCE o-2 IL TED END STRUT VlS -11,474 0 674 -760 1.127 2 W3 -11,474 14,527 5,203 -6,891 -1.159 I W4 -18,715 14,527 4,684 7,276 1.341 W5 -18,715 22,489 4,220 -6,653 -1.341 5 W6 -25,847 22,489 3,756 6,031 1.341 • W7 -25,847 28,791 3,292 -5,408 -1.341 W8 -31,320 28,791 2,828 4,786 1.341 W9 -31,320 33,434 2,364 -4,163 -1.341 , WlO -35,133 33,434 1,900 3,541 1.341 I W11 -35,133 36,417 1,436 -2,919 -1.341 W12 -37,286 36,417 972 2,296 1.341 2 W12 -37,286 36,417 -971 2,296 -1.341 I Wll -35,133 36,417 ·-1,435 -2,919 1.341 . WlO -35,133 33,434 -1,899 3,541 -1.34i 5 W9 -31,320 33,434 -2,363 -4,163 1.34.1 - we -31,320 28,791 -2,027 4,786 -1.341 W7 -25,847 28,791 -3,291 -5,408 1.341 W6 -25,847 22,489 -3,755 6,031 -1.341 9 W5 -18,715 22,489 -4~219 -6,653 1.341 I W4 -18,715 14,527 -4,683 7,276 -1.341 W3 -11,474 14,527 -5,203 -6,891 1.159 ILTED END STRUT 30.27 31.11 36.00, 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 31.11 3-6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 VlS -11,825 W2 -11,825 14,527 0 -----STD 674 -5,877 VERTICALS 6,264 674 1,944 MAX -760 14,868 -1.127 -2.246 30 .27 · 44-5 1/2 60.30 43-3 1/2 !AX tx I SE SQ ENO Vl END PNL V2 INTERIOR TC COMPRESSION= -37,286.43 INT TC PANEL LENGTH= 24.00 MAX -6,264 1.000 26.84 -760 1.127 30.27 -1,944 1.000 26.84 BC TENSION= 36,417.28 INT BC PANEL LENGTH= 48.00 I ~RESS ANALYSIS: 28K232/128 J19 l'-0202 SMAC I.S.P. / MEXAM, INC CAR!-SBAD CA RUN ON JAA ~SE LENGTH WORKING LENGTH DEPTH 28 li7-ll 1/2 47-7 1/2 : PANLS LE= I; PANELS LE= IRST HALF LE= CRST DIAG LE= 4-8 3-6 1-3 3/4 5-11 3/4 LE= 28.000 IJLTIPLE LOADING: 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP -CENTERLINE= 28.000 EFF DEPTH 26.84 RE= 4-8 RE= 3-6 RE= ~1-3 3/4 RE= 5-11 3/4 RE= 28.000 ar LOAD OF 1,480 LBS AT PANEL PT 12 23.98'LE 23.98'RE 9)DITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION -)DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS l:DITIONAL TOP CHORD LOAD : 6300 <TRA SHEAR ADDED TO EACH WEB= 740 !FORM TC LOAD= 232 UNIFORM BC LOAD= 0 _L LOADS SHOWN REDUCED BY 25% t ACTIONS R1= +4,698.38 R2= -------------STRESS MIN SHR= 1,174.59 TL= 5-12-97 9,396.75 ) MEM TC F BC F .L W2 -8,869 0 +4,698.38 ANALYSIS SHEAR 4,408 WEB F 11,567 csc 2.246 WEB L 60.30 PP DISTANCE o-2 9ILTED END STRUT V1S -8,605 W3 -8,605 W4 -14,036 ws -14,036 I 5 W6 -19,385 8:, W7 -19,385 9J W8 -23,490 8 W9 -23,490 ~ W10 -26,349 9) W11 -26,349 1 W12 -27,964 ,i.. W12 -27,964 I; W11 -26,349 ~ WlO -26,349 5 W9 -23,490 96 w0 -23,490 .7 W7 -19,385 8 W6 -19,385 19 W5 -14,036 0 W4 -14,036 '1 W3 -8 ,605 I.ILTED END STRUT VlS -8,869 _2 W2 -8,869 ~5 SE SQ END V1 END PNL V2 INTERIOR 0 10,895 10,895 16,867 16,867 21,593 21?593 25,075 25,075 27,312 27,312 27,312 27,312 25,075 25,075 21,593 21,593 16,867 16,867 10,895 10,895 10,895 0 -----STD TC COMPRESSION= -32,689.82 505 3,902 3,513 3,165 2,817 2,469 2,121 1,773 1,425 1,077 729 -729 -1,077 -1~425 -1,773 -2,121 -2,469 -2,817 -3, 165 -3,513 -3,902 505 -4,408 VERTICALS 4,698 505 1,458 IAX AX INT TC PANEL LENGTH= 24.00 MAX MAX -570 -5,383 5,705 -5,238 4,771 -4,304 3,837 -3,371 2,904 -2,437 1,970 1,970 -2,437 2,904 -3,371 3,837 -4,304 4,771 -5,238 5,705 -5,383 -570 11,567 1.127 -1.159 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.34+ -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.159 -1.127 -2.246 30.27 31.11 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 31.11 30.27 60.30 -4,698 1.000 26.84 -570 1.127 30.27 -1,458 1.000 26.84 BC TENSION= 27,312.96 INT BC PANEL LENGTH= 3-6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 · 37-11 39-11 41-11 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 44-5 1/2 43-3 1/2 48.00 I TRESS ANALYSIS: 28K232/128 Jl9 ,-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RU_N ON JAA ASE LENGTH WORKING LENGTH 147-11 1/2 47-7 1/2 DEPTH 28 C PANLS LE= 4-8 I PANELS LE= 3-6 RST HALF LE= 1-3 3/4 IRST DIAG LE= 5-11 3/4 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP tPTHS LE= 28.000 IULTIPLE LOADING: -C!;NTERLINE= 28.000 9'1IFORM TC LOAD= -207 UNIFORM BC LOAD= 0 SJTE: UNIFORM LOAD IS NET UPLIFT LL LOADS SHOWN REDUCED BY 25% EFF DEPTH 26.84 RE= 4-8 RE= 3-6 RE= ~1 ... 3 3/4 RE= ·5-11 3/4 RE= 28.000 5-12-97 ( ACTIONS Rl=· -3,696.89 R2= -3,696.89 MIN SHR= -------------STRESS ANALYSIS------------- MEM TC F BC F SHEAR WEB F CSC 1 W2 6,917 0 -3,438 -7,724 2.246 924.22 TL= -7,393.78 WEB L PP DISTANCE 60.30 o-2 IILTED END STRUT V1S 6,681 0 -451 2 W3 6,681 -8,434 -2,986 tl3 W4 10,794 -8,434 -2,639 94 W5 10,794 -12,877 -2,328 5 W6 14,681 -12,877 -2,018 E W7 14,681 -16,208 -1,707 we 17,458 -16,200 -1,397 W9 17,458 -18,429 -1,086 9 WlO 19,124 -18,429 -776 t W11 19,124 -19,540 -465 W12 19,679 -19,540 -155 2 W12 19,679 -19,540 155 13 4 .w11 19,124 -19,540 465 W10 19,124 -18,429 776 .5 W9 17,458 -18,429 1,086 16 7 W8 17,458 -16,208 1,397 W7 14,681 -16,208 1,707 .8 W6 14,681 -12,877 2,018 .9 W5 10,794 -12,877 2·,328 10 1 W4 10,794 -8,434 2,639 W3 6,681 -8,434 2,986 -ILTED END STRUT 12 VlS 6,917 W2 6,917 SE SQ END Vl END PNL. V2 INTERIOR TC COMPRESSION= -8,434 -451 -o 3,438 -----STD VERTICALS 3,696 -451 -310 0.00 MAX INT TC PANEL LENGTH= 24.00 MAX I 508 3,463 -3,540 3,123 -2,707 2,290 -1,874 1,457 -1,239 1,239 -1,239 -1,239 1,239 -1,239 1,457 -1,874 2,290 -2,707 3,123 -3,540 3,463 1.127 -1.159 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.341 -1.34i 1.341 -1.341 1.341 -1.341 1.341 -1.341 1.159 30.27 31.11 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36.00 36 .00 · 36.00 36.00 36.00 31.11 3-6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 508 -7,724 -1 .127 -2.246 30.27 · 44-5 1/2 60.30 43-3 1/2 -3,696 1.000 26.84 508 1.127 30.27 310 1.000 26.84 BC TENSION= 0.00 INT BC PANEL LENGTH= 48.00 I 13K232/128 Jl 9 7-0202 SMAC -------MULTIPLE ANALYSIS TC TEN TC COM BC TEN 6,917 -13,594 0 6,681 -13,330 14,527 10,794 -18,761 14,527 10,794 -18,761 22,489 14,681 -25 ,847 22.,,48-9 14,681 -25,847 28,791 17,458 -31,320 28,7~1 17,458 -31,320 33,434 19,124 -35,133. 33,434 19,124 -35,133 36,417 19,679 -37,286 36,417 19,679 -37,286 36,417 19,124 -35,133 36,417 19,124 -35,133 33,434 17,458 -31,320 33,434 17,458 -31,320 28,791 14,681 -25,847 28,791 14,681 -25,847 22,489 10,794 -18,761 22,489 10,794 -18,761 14,527 6,681 -13,330 14,527 6,917 -13,594 0 0 0 0 0 0 0 0 0 0 CARLSBAD CA SUMMARY BC COM 0 -8,434 -8,434 -12,877 -12,877 -16,208 -16,208 -18,429 -18,429 -19,540 -19,540 -19,540 -19,540 -18,429 -18,429 -16,208 -16,208 -12,877 -12,877 -8,434 -8,434 -o 0 0 0 WEB TEN 14,868 3,463 7,276 3,123 6,031 2,290 4,786 1,457 3,541 1,239 2,296 2,296 1,239 3,541 1,457 4,786 2,290 6,031 3,123 7,276 3,463 14,868 0 508 310 UNIFORM LOAD: TOP CHORD= 232 I I I I I I I I JAA WEB COM -7,724 -6,891 -~.540 -6,653 -2,707 -5,408 -1,874 -4, 163 -1,239 -2,919 -1,239 -1,239 -2,919 -1,239 -4,163 -1,874 -5,408 -2,707 -6,653 -3,540 -6,891 -7,724 -6,264 -760 -1,944 RUN ON 5-12-97 I IK232/128 J19 7-0202 SMAC CARLSBAD CA -M -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM BC TEN BC COM WEB TEN 6,917 -13,594 0 -o 14,868 I 6,681 -13,330 14,527 -8,434 3,463 10,794 -18,761 14,527 -8,434 7,276 i 10,794 -18,761 22,489 -12;877 3,123 • 14,681 -25,847 22·;489 -12,877 6,031 14,681 -25,847 28,79i -16,208 2,290 17,458 -31,320 28, 79.1 -16,208 4,786 i 17,458 -31,320 33,434 -18,429 1,457 19,124 -35, 133 33,434 -18,429 3,541 19,124 -35,133 36,417 -19,540 1,239 1 19,679 -37,286 . 36,417 -19,540 2,296· I 0 0 0 0 0 0 0 0 0 508 i 0 0 0 0 310 lxIMUM UNIFORM LOAD: TOP CHORD= 232 1· I I I I I I I I I I RUN ON 5-12-97 JAA WEB COM -7,724 -6,891 -j,540 -6,653 -2,707 -5,408 -1,874 -4,163 -1,239 -2,919 -l ,239 -6,264 -760 -1,944 I lternatioal Structural Products El Paso , Texas ~MBER SIZES: 28K232/128 J19 17-0202 SMAC = 50,000.000 ~NDING LOAD = 0.000 I TSIDE DEPTH = 28.000 = 23 qEA = 0.6250 y(x) = 0.5600 ... = 25 · . fEA = 0.7150 Rx = 0.6170 = 0.5690 SL = 0.4780 :TUAL EFF DEPTH= 26.871 9)RRECTED LOAD TC= 37,243.419 l!Rx = 38.897 USING L = 24.00 /Rz = 30 .456 USING L = -12 .00 • = 25,985.7 USING L/R= 38.89 six LOAD (FILLERS)= 37,531°.20 ILLER PANELS REQD = 6 CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1.2284 Rz Rz = 0.3940 Ryy . Ss = O . 1 900 Qs GAP BETWEEN CHORD= BC = L/Ryy= 29.169 USING WITH FILLERS K= F'e= 98,695.87 MAX LOAD NO FILLER= MIN WELD LEN 2X = JAA 30,000.000 37,286.435 26.840 -= 0:3950 = 1.2341 = 1.0000 1.000 36,375.272 L = 36.00 1.00 Cm= 0.00000 32,584.73 0.375 1-: (fa/Fa) I{ STRESS = = 1.00225 USING TC= 25 = 2 X 2 X .187 29,100.21770 USING BC= 23 = 2 X 2 X .163 'ORD WT = 443.612 CHORD WT/FT END PANEL CHECK W= 232 ' D PANEL ALLOWABLE FORCES REDUCED 10 % D PANEL CHECK = LEFT END LENGTH IAL LOAD = 13,578.62 AXIAL STRESS fa a = 12,916.45 F'e = I; PANEL PT __ = 7,802.10 fb MID-PANEL l'1 0.919 fa/Fa = ANEL PT= 17,297.6 MID PANEL= 0.8579 NO FILLERS IRST PANEL CHECK= LEFT END LENGTH •XIAL LOAD = 13,315.62 AXIAL STRESS fa a=1 = 19,895.48 F'e ., PANEL PT = 7,802.10 fb MIO-PANEL .m = o . 942 fa/Fa = 'ANEL PT= 17,113.7 MID PANEL= 0.4838 NO FILLERS loTTOM CHORD L/Rz= 121.518 T~ OAL/Ryy = 1AX BRIDGING CHECK TC= 14.91' BC= 24.56' 9.248 = 40.00 = 9,495.54 = 35,530.51 = 2,641.94 0.735 L/R=lOl.52 = 29.75 = 9,311.62 = 6~,231.42 = 432.20 0.468 L/R= 75.50 463.063 IOMENT OF INERTIA= 482.6 LL 360= 166.9 LL 240= 250.3 C TENSION STRESS= 13,745.89 I.~ COMPRESSION CENTER C COMPRESSION ACTUAL= 19,517.96 ALLOW= 12,767.1 NO FILLER jC COMPRESSION ACTUAL= 19,517.96 ALLOW= 23,935.3 FILLER I ****************BC FILLERS REOD**************** ~LLOW BC COMP LOAD= 19,829.97 @ 1/ryy BROG SPACE= 9-7 7/8 I I RUN ON 5-12-97 I Is DESIGN: 2aK232/12a J19 -0202 SMAC CARLSBAD CA JAA RUN ON 5-12-97 I TC= 25 = 2 X 2 X .187 BC= 23 = 2 X 2 X .163 I MBER W2 : W3 • W4 W5 W6 , W7 I wa W9 ::; WlO r Wll W12 ., SE I Vl V2 I I I I I I I I I I I SZ CTY 1G 2 8 lJ 1 lE :l: 20 1 lC 1 lJ 1 15 1 lC 1 15 1 lC 1 15 1 10 2 s· 10 1 15 1 ACTUAL T 14,868 3,463 7,276 3,123 6,031 2,290 4,786 1,457 3,541 1,239 2,296 0 508 310 ------WEB PESIGN ------ ALLOW TACTUAL C ALLOW C WELD THK ANGLE NAME 21,543 7,724 7,924 7.3 .138 ,1 1/2 X 1 1/2 X .138 13,453 6,891 7,182 3.0 .156 1 1/2 X 1 1/2 X .156 10 ,877_ 3,540 4,586 4.0 .125 1 1/2 X 1 1/2 X .125 14,665' 6,653 8,247 3.6 .125 2 X 2 X .125 9,877. 2,707 4,180 3.6 .113 1 1/2 X 1 1/2 X .113 13,453 5,408 5,635 2.4 .156 1 1/2 X 1 1/2 X .156 7,908 1,874 2,322 3.0 .109 1 1/4 X 1 1/4 X .109 9,877 4,163 4,180 2.5 .113 1 1/2 X 1 1/2 X .113 . 7,908 1,239 2,322 2.2 .109 1 1/4 X 1 1/4 X .109 9,877 2,919 4,180 2.0 .113 1 1/2 X 1 1/2 X .113 7',908 1,239 2,322 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTICALS 12,483 6,264 8,069 3.9 .109 1 X 1 X .109 5,617 946 1,469 2.0 .031 1 X 1 X .109 7,908 2,130 . 4,027 2.0 .071 1 1/4 X 1 1/4 X .109 I rRESS ANALYSIS: 18K264/160 J20 SMAC I.S.P. / MEXAM, INC RUN ON 11-0202 CARLSBAD CA JAA ~SE LENGTH ,~9-4 1/4 :: PANLS LE= I: PANELS LE= IRST HALF LE= IRST DIAG LE= WORKING LENGTH 29-0 1/4 DEPTH 18 3-0 2-0 1-8 1/8 4-8 1/8 6 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP l.::PTHS LE= 18.000 CENTERLINE= 18.000 IJLTIPLE LOADING: EFF DEPTH 17.014 RE= 3-0 RE= 2-0 RE= ~1-8 1/8 RE= 4-8 1/8 RE= 18.000 IT LOAD OF 1,000 LBS AT PANEL PT 8 14.68'LE 14.68'RE XTRA SHEAR ADDED TO EACH WEB= 500 ~IFORM TC LOAD= 264 UNIFORM BC LOAD= 0 5-12-97 l ~ACTIONS Rl= ·_+4,330.75 R2= +4,330.75 MIN SHR= STRESS ANALYSIS------------- 0 MEM TC F BC F SHEAR WEB F CSC 1,082.69 WEB L 38.01 TL= 8,661.50 PP DISTANCE 1 W2 -8,170 0 4,088 10,254 2.234 IILTED END STRUT V1S -7,750 0 595 2 W3 -7,750 11,882 3,493 13 W4 -15,939 11,882 2,876 4 W5 -15,939 19,251 2,348 5 W6 -21,819 19,251 1,820 16 W7 -21,819 23,641 1,292 7 we -24,719 23,64~ 764 8 we -24,719 23,641 -764 9 W7 -21,819 23,641 -1,292 10 W6 -21,819 19,251 -1,820 1 W5 -15,939 19,251 -2,348 2 W4 -15,939 11,882 -2,876 13 -W3 .-7,750 11,882 -3,493 ILTED END STRUT V1S -8,170 11,882 -o 595 -4,088 VERTICALS 4,330 595 1,528 MAX MAX 15 4 W2 "".'8, 170 SE SQ END 6 Vl END PNL -----STD 17 V2 INTERIOR AX TC COMPRESSION= -24,719.47 1AX INT TC PANEL LENGTH= 24.00 I I I I -728 1.223 20.82 -6, 185 -1.548 26.35 5,837 1.729 29.41 -4,924 -1.729 29.41 4,011 1.729 29.41 -3,098 -1.729 29.41 2,185 1.729 29.41 2,185 -1.729 29.41 -3,098 1.729 29.41 4,011 -1.729 29.41 -4,924 1.729 29.41 5,837 -1.729 29.41 -6 ,185 1.54? 26.35 -728 -1.223 20.82 10,254 -2.234 38.01 -4,330 1.000 17.01 -728 1.223 20.82 -1,528 1.000 17.01 BC TENSION= 23,641.77 INT BC PANEL LENGTH= o-2 2-0 3-0 4-8 1/8 6-8 1/8 8-8 1/8 10-8 1/8 12-8 1/8 14-8 1/8 16-8 1/8 18-8 1/8 20-8 1/8 22-8 1/8 24-8 1/8 27-4 1/4 26-4 1/4 48.00 \ I TRESS ANALYSIS: 18K264/160 J20 ,7-0202 SMAC I.S.P. I MEXAM, INC CARLSBAD CA RUN ON JAA ASE LENGTH WORKING LENGTH DEPTH 18 129-4 1/4 29-0 1/4 C PANLS LE= IC PANELS LE= IRST HALF LE= IRST DIAG LE= 3-0 2-0 1-8 1/8 4-8 1/8 IEPTHS LE= 18.000 ULTIPLE LOADING: I 6 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP -CENTERLINE= 18.000 EFF DEPTH 17.014 RE= 3-0 RE= 2-0 RE= -1 ... 8 1/8 RE= 4-8 1/8 RE= 18.000 IT LOAD OF 1,000 LBS AT PANEL PT 8 14.68'LE 14.68'RE DDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION DDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ·DDITIONAL TOP, CHORD LOAD : 6300 IXTRA SHEAR ADDED TO EACH WEB= 500 NIFORM TC LOAD= 264 UNIFORM BC LOAD= 0 ,LL LOADS SHOWN REDUCED BY 25% IEACTIONS Rl= +3,248.06 R2= -------------STRESS MIN SHR= 812.02 TL= 5-12-97 6,496.13 :o MEM TC F BC F +3,248.06 ANALYSIS SHEAR WEB F 7,969 csc WEB L PP DISTANCE 11 W2 -6, 128 0 ILTED END STRUT V15 -5,813 0 2 W3 -5,813 8,912 13 W4 -11,954 8,912 4 W5 -11,954 14,438 5 W6 -16,364 14,438 16 W7 -16,364 17,731 7 W8 -18,539 17,731 8 W8 -18,539 17,731 19 W7 -16 ,364 17,731 O W6 -16,364 14,438 .1. ws -11,954 14,438 2 W4 -11,954 8,912 13 W3 -5,813 8,912 .ILTED END STRUT VlS -6,128 14 W2 -6,128 15 SE SQ END Vl END PNL V2 INTERIOR 8,912 0 -----STD ,t T~ COMPRESSION= -23,264.60 · 3,066 446 2,620 2,157 1,761 1,365 969 573 -572 -968 -1,364 -1,760 -2, 156 -2,620 446 -3,066 VERTICALS 3,~48 446 1,146 MAX 1"1AX INT TC PANEL LENGTH= 24.00 MAX I I -546 -4,832 4,594 -3,909 3,224 -2,540 1,855 1,855 -2,540 3,224 -3,909 4,594 -4,832 -546 7,969 2.234 1.223 -1.548 1.729 -1.729 1.729 -1.729 1.729 -1.729 1.729 • -1.729 1.729 -1.729 1.548 -1.223 -2.234 38.01 20.82 26.35 29.41 29.41 29.41 29.41 29.41 29. 4-1 29.41 29.41 29.41 29.41 26.35 20.82 38.01 -3,248 1.000 17.01 -546 1.223 20.82 -1,146 1.000 17.01 BC TENSION= 17,731.33 INT BC PANEL LENGTH= o-2 2-0 3-0 4-8 1/8 6-8 1/8 8-8 1/8 10-8 1/8 12-8 1/8 14-8 1/8 16-8 1/8 18-8 1/8 20-8 1/8 22-8 1/8 24-8 1/8 27-4 1/4 26-4 1/4 48.00 I rRESS ANALYSIS: 18K264/160 J20 ,-0202 SMAC. I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA ~SE LENGTH WORKING LENGTH r9-4 1/4 29-o 1/4 DEPTH 18 :; PANLS LE= I PANELS LE= RST HALF LE= CRST DIAG LE= 3-0 2-0 1-8 1/8 4-8 1/8 6 BC PANELS AT 4-0 ENO STRUT TILTED SPECIAL 1ST COMP IPTHS LE= 18.000 -CENTERLINE= 18.000 ILTIPLE LOADING: I IFORM TC LOAD= -207 UNIFORM BC LOAD= TE: UNIFORM LOAD IS NET UPLIFT 0 _L LOADS SHOWN REDUCED BY 25% MIN SHR= EFF DEPTH 17.014 RE= 3-0 RE= 2-0 RE= -1-8 1/8 RE= 4-8 1/8 RE= 18.000 563 .19 TL= ------------- 5-12-97 -4,505.48 I-ACTIONS Rl= · -2,252.74 R2= -2,252.74 -------------STRESS ANALYSIS ) MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 4,217. O -2,110 ILTED END STRUT VlS 3,970 0 -350 2 W3 3,970 -6,052 -1,760 W4 8,023 -6,052 -1,397 W5 8,023 -9,556 -1,086 I 5 W6 10,651 -9,556 -776 W7 10,651 -11,308 -465 W8 11,527 -11,308 -155 W8 11,527 -11,308 155 -W7 10,651 -11,308 465 W6 10,651 -9,556 776 W5 8,023 -9,556 1,086 9 I 2 W4 8,023 -6,052 1,397 I W3 3,970 -6,052 1,760 LTED ENO STRUT V1S 4,217 W2 4,217 SE SQ END 6 Vl END PNL I V2 INTERIOR ~X TC COMPRESSION= -6,052 -o -----STD -350 2,110 VERTICALS 2?252 -350 -310 0.00 MAX ~X INT TC PANEL LENGTH= 24.00 MAX I I I I -4,715 2.234 38.01 428 1.223 20.82 2,726 -1.548 26.35 -2,415 1.729 29.41 1,879 -1.729 29.41 -1,342 1.729 29.41 973 -1.729 29.41 -973 1.729 29.41 -973 -1.729 29.41 973 1.729 29.41 -1,342 -1.729 29.41 1,879 1.729 29.41 -2,415 -1.729 29.41 2,726 1.54~ 26.35 428 -1.223 20.82 -4,715 -2.234 38.01 -2,252 1.000 17.01 428 1.223 20.82 310 1.000 17.01 BC TENSION= 0.00 INT BC PANEL LENGTH= o-2 2-0 3-0 4-8 1/8 6-8 1/8 8-8 1/8 10-8 1/8 12-8 1/8 14-8 1/8 16-8 1/8 18-8 1/8 20-8 1/8 22-8 1/8 24-8 1/8 27-4 1/4 26-4 1/4 48.00 I .K264/160 J20 7-0202 SMAC CARLSBAD '~M -------MULTIPLE ANALYSIS SUMMARY TC TEN TC COM 1 4,725 -10,853 I; 4,725 -10,538 8,023 -16,679 4 8,023 -16,679 ~ 10,651 -21,819 10,651 -21,819 11,527 -24,719 8 11,527 -24,719 t 10,651 -21,819 10,651 -21,819 1 8,023 -16,679 I; 8,023 -16,679 4,725 -10,538 4 4,725 -10,853 i 0 0 0 0 0 0 _,~XIMUM UNIFORM LOAD: I -1 I I I I I I .I I BC TEN BC COM 0 0 11,882 -6,052 11,882 -6,052 19,251 -9·,556 19'-,2~1 -9,556 23,641 -11,308 23,641 -11,308 23,641 -11,308 23,641 -11,308 19,251 -9,556 19,251 -9 ,556 . 11,882 -6,052 11,882 -6,052 0 -o 0 0 0 0 0 0 TOP CHORD= 264 -~~- RUN ON 5-12-97 CA JAA ------- WEB TEN WEB COM 10,254 -4,715 2,726 -6,185 5,837 -2,415 1,879 -4,924 4,011 -1,342 973 -3,098 2,185 -973 2,185 -973 973 -3,098 4,011 -1,342 1,879 -4,924 5,837 -2,415 2,726 -6, 185 10,254 -4,715 0 -4,330 428 -728 310 -1,528 .I IK264/160 J20 7 -0202 SMAC CARLSBAD CA -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM BC TEN BC COM WEB TEN 4,725 -10,853 0 -o 10,254 4,725 -10,538 11,882 -6,052 2,726 8,023 -16,679 11,882 -6·,052 5,837 8,023 -16,679 19,251 -9,556 1,879 10,651 -21,819 19~2~1 -9,556 4,011 10,651 -21,819 23,641 -11,308 973 11,527 -24,719 23,6~1 -11,308 2,185 0 0 0 0 0 0 0 0 0 428 0 0 0 0 310 ,~XIMUM UNIFORM LOAD: TOP CHORD= 264 I I I' I I I I I I I I I RUN ON 5-12-97 JAA WEB COM -4,715 -6,185 -~.415 -4,924 -1,342 -3,098 -973 -4,330 -728 -1,528 I ~ternatioal Structural Products ~MBER SIZES: 18K264/160 J20 El Paso , Texas ~-0202 SMAC 11 = 50,000.000 CARLSBAD CA Fb = !NDING LOAD = 0.000 ASSUMED FORCE = ,~TSI~E1~EPTH = 18.000 ASSUMED EFF DEPTH= Ryy = 1.0402 Rz JAA 30,000.000 24,719.476 17.014 -= 0.2950 REA= 0.4440 y(x) = 0.4330 II: = 21 · _ rEA = 0.5520 Rx = 0.6240. = 0.5530 Sl = 0.3869 CTUAL EFF DEPTH= 17.014 8)RRECTED LOAD TC= 24,719.476 ll!Rx = 38.461 USING L = 24.00 /Rz = 30.303 USING L = .12.00 • = 23,634.0 USING L/R= 38.46 rx LOAD (FILLERS)= 26,352.94 ILLER PANELS REQD = 2 Rz = 0.3960 Ryy = 1.2233 ss = 0.1478 as = 0.8979 GAP BETWEEN CHORD= 1.000 BC = 23,641.775 L/Ryy= 29.428 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 100,948.03 Cm= 0.00000 MAX LOAD NO FILLER= 23,179.89 MIN WELD LEN 2X = 0.375 l (fa/Fa) = 0.94739 USING TC= 21 = 2 X 2 X .143 C STRESS = 26,623.62129 USING BC= 1J = 1 1/2 X 1 1/2 X .156 = 201.837 CHORD WT/FT END PANEL CHECK W= 264 ~D PANEL ALLOWABLE FORCES REDUCED 10 % _ro PANEL CHECK = LEFT END LENGTH 1XIAL LOAD = 10,853.07 AXIAL STRESS fa ·a = 19,341.46 F'e = a; __ PANEL PT __ = 5,911.29 fb MID-PANEL 11m 0.975 fa/Fa = )ANEL PT= 15,741.9 MID PANEL= 0.5422 NO FILLERS IIRST PANEL CHECK= LEFT END LENGTH 1XIAL LOAD = 10,539.00 AXIAL STRESS fa ,~ P.ANEL PT = 1 ~ ::f~ :~~ ~~e MID-PANEL ~m = 0.932 fa/Fa = 'ANEL PT= 15,457.5 MID PANEL= 0.6040 NO FILLERS 1·0TTOM CHORD L/Rz= 162. 711 TC OAL/Ryy = 1AX BRIDGING CHECK TC= 14.78' BC= 20.80' 6.874 = 22.00 = 9,830.68 = 120,136.49 = 775.64 0.508 L/R= 55.55 = 32 .13 = 9,546.19 = 56,342.23 • = 1,499.52 0.541 L/R= 81.12 284.678 IOMENT OF INERTIA= 143.0 LL 360= 218.6 LL 240= 328.0 re TENSION STRESS= 10,441.60 CC COMPRESSION CENTER C COMPRESSION ACTUAL= 11,308.53 ALLOW= 5,058.7 NO FILLER C COMPRESSION ACTUAL= 11,308.53 ALLOW= 12,278.2 FILLER I ****************BC FILLERS REOD**************** ~AX BC BROG DIST= 9-4 5/8 FOR 1/ryy BC COMP CHECK llAX BROG BC 1/ryy of 200 = 17.34 I RUN ON 5-12-97 I l:s DESIGN: 18K264/160 J20 7 -0202 SMAC RUN ON 5-12-97 CARLSBAD CA JAA I TC= 21 = 2 X 2 X .143 BC= 1J = 1 1/2 X 1 1/2 X .156 ------WEB DESIGN------ IJMBER sz QTY ACTUAL T . W2 RM 1 10,254 ? W3 lE 1 2,726 I W4 lE 1 5,837 W5 1C 1 1,879 , W6 15 l 4,011 :, W7 15 1 973 I' W8 10 1 2, 185_ ALLOW TACTUAL C ALLOW C 21,417 4,715 7,051 10,877 6,185 7,006 10,877 2,415 6,410 9,877 4,924 5,701 7,908 1,342 3,768. 7,908. 3,098 3,768 6,241 973 1,898 ----STANDARD VERTICALS WELD THK ANGLE NAME 2.2 .325 .1" ROD 3 ."4 .125 1 1/2 X 1 1/2 X .125 3.2 .125 1 1/2 X 1 1/2 X .125 3.0 .113 1 1/2 X 1 1/2 X .113 2.5 .109 1 1/4 X 1 1/4 X .109 2.0 .109 1 1/4 X 1 1/4 X .109 2.0 .109 l X 1 X .109 3 SE 10 2 8 0 I Vl 10 1 428 V2 10 1 310 12,483 4,330 10,309 5,617 852 3,150 ~,241 1,651 4,200 2.7 .109 1 X 1 X .109 2.0 .028 1 X 1 X .109 2.0 .055 1 X 1 X .109 I I I I I I I I I I I· I I I I I I I I I I I I I I I I I I I I ISP Corp. JOB NUMBER: 97-0202 JOB NAME: SMAC LOCATION: CARLSBAD, CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc.= END PANEL- 2.000 in. 0.143 in. 5Q.OOO ksi 1.000 in 1.000 22.000 in 10,900.00 lbs. 6,300.00 lbs. 264.00 lbs./ ft. 3.00 in. 1.00 No filler A= Ix= rx = lz= rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc= Fa= F'e= Cm= Panel point <= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 11,823.65 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'eJ-Q*Fb)) /.09= 0.50 OK JOIST NAME: 181<264/160 MARK: J20 ONE ANGLE 0.552 in"2 0.214 in"4 0.624 in 3-Jul-97 PROPERTIES: At = 2.206 in"2 ltx = 2.837 in"4 rtx= 1.134 in 0.087 in"4 Panel P. Stx = 1.891 in"3 0.396 in Mid Panel Stx = 1.891 in"3 0.553 in 0;898 SEE NEXT PAGE: 1.50 in 10,781.00 lbs-in. 10,198.69 lbs-in. 4,941.07 psi 5,700.21 psi 5,392.33 psi 30,000.00 psi 55.51 Kl/rx = 19.40 112.92 Cc= 112.92 21,497.16 psi Fa = 25,562.05 psi 48,468.60 psi F'e = 396,789.00 psi 0.97 Cm= 1.00 With filler Panel point <= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9= 11,823.65 OK Mid panel <= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.44 OK I I I I I I I I I I I I I I I I I I I ISP INC July 3, 1997 Shape: Shape: Shape: Shape: L L L L ) u 2.000 u 2,000 u 2.000 u 2.000 H 2.000 H 2,000 H 2.000 H' 2.000 T . o. 143 T 0,143 T-0,143 T 0,143 X -0.500 X 0,500 X ~0.643 X 0.643 V 3,000 V 3,000 V 0.000 V 0.000 cc 180.00 cc 2?0.00 ex 90.000 ex 0.000 A 0.552 A 0,552 A 0.552 A 0,552 Ybar -0.553 Ybar-0,553 Ybar 0,553 Ybar 0.553 Xbar-0.553 Xbar 0,553 Xbar-0,553 Xbar 0,553 Ix 0,214 Ix 0,214 Ix 0.214 Ix 0,214 h• 0,214 Iy 0,214 Iy 0,214 Iy 0.2J.4 Rx 0,624 Rx 0,624 Rx 0,624 Rx 0,624 Ry 0.624 Ry 0,624 Ry 0,624 Ry 0.624 Rz 0.396 Rz 0.396 Rz 0.396 Rz 0,396 e 225,00 e . 3J.5.00 e 135.00 e 45,000 I. A 2,206 I I Wgt ?,50l. Ybar l.,500 Xbar 0.000 Ix 2,83? Iy 3.659 Iw 3,659 Iz 2,83? -Ixy 0.000 Rx J. • .134 ~\:t 1,288 --------------------------------·--------------------------------Rz 1,l.34 e 0.000 -- rl I n I TRESS ANALYSIS: 28K232/128 J21 .-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA ~SE LENGTH WORKING LENGTH DEPTH 28 47-11 1/2 47-7 1/2 I :: PANLS LE= I PANELS LE= RST HALF LE= CRST DIAG LE= 4-8 3-6 1-3 3/4 5-11 3/4 IPTHS LE= 28.000 JLTIPLE LOADING: I 10 BC PANELS AT 4-0 ENO STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 28.000 EFF DEPTH 27.02 RE= 4-8 RE= 3-6 RE= .\1-. 3 3/4 RE= ·5-11 3/4 RE= 28.000 I LOAD OF 1~000 LBS AT PANEL PT 12 23.98'LE 23.98'RE TRA SHEAR ADDED TO EACH WEB= 500 ~IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 MIN SHR= 1,506.13 TL= -------------STRESS ANALYSIS ------------- 5-12-97 12,049.00 'ACTIONS Rl=· +6,024.50 R2= +6,024.50 MEM TC F SC F SHEAR WEB-F csc WEB L PP DISTANCE l W2 -11,267 0 5,637 13,716 2.234 60.38 o-2 ILTED END STRUT VlS -10,917 0 674 -759 1.126 30.43 3-6 2 W3 -10,917 13,811 4,963 -6,324 -1.157 31.27 4-8 -W4 -17,758 13,811 4,444 6,612 1.337 36 .13 5-11 3/4 W5 -17,758 21,293 3,980 -5,992 -1.337 36.13 7-11 3/4 W6 -24,416 21,293 3,516 5,371 1.337 36 .13 9-11 3/4 I W7 -24,416 27,127 3,052 -4,750 -1.337 36.13 11-11 3/4 W8 -:-29 ,426 27,127 2,588 4,130 1.337 36 .13 13-11 3/4 W9 -29,426 31,312 2,124 -3,509 -1.337 36.13 15-11 3/4 9 W10 -32,787 31,312 1,660 2,889 1.337 36 .13 17-11 3/4 I W11 -32,787 33,849 1,196 -2,268 -1.337 36.13 19-11 3/4 W12 -34,499 33,849 732 2,014 1.337 36 .13 21-11 3/4 2 W12 -34,499 33,849 -731 2,014 -1.337 36.13 23-11 3/4 -W11 -32,787 33,849 -1,195 -2,268 1.337 36 .13 25-11 3/4 • WlO -32,787 31,312 -1,659 2,889 -1.337 36.13 27-11 3/4 W9 -29;426 31,312 -2, 123 -3,509 1.337 36 .13 29-11 3/4 6 wa -29,426 27,127 -2,587 4,130 -1.337 36 .13 31-11 3/4 I W7 -24,416 27,127 -3,051 -4,750 1.337 36 .13 33-11 3/4 W6 -24,416 21,293 -3,515 5,371 -1.337 36.13 35-11 3/4 9 W5 -17,758 21,293 -3~979 -5,992 1.337 36 .13 37-11 3/4 I W4 -17,758 13,81~ -4,443 6,612 -1.337 36 .13 · 39-11 3/4 W3 -10,917 13,811 -4,963 -6,324 1.157 31.27 41-11 3/4 ILTED END STRUT I VlS -11,267 13,811 674 -759 -1 .126 30.43 44-5 1/2 W2 -11,267 0 -5,637 13,716 -2.234 60.38 43-3 1/2 -----STD VERTICALS .3 SE SQ ENO 6,024 -6,024 1.000 27.02 t Vl END PNL 674 -759-1 .126 30.43 V2 INTERIOR 1,464 -1,464 1.000 27.02 1AX TC COMPRESSION= -34,499.92 MAX BC TENSION= 33,849.73 rx INT TC PANEL LENGTH= 24.00 MAX INT SC PANEL LENGTH= 48.00 I I TRESS ANALYSIS: 28K232/128 J'21 SMAC I.S.P. / MEXAM. INC RUN ON 7-0202 IASE LEN~TH 47-11 1/2 CARLSBAD CA JAA IC PANLS LE= .: PANELS LE:ir IIRST HALF LE= IRST OIAG LE= WORKING LENGTH 47-7 1/2 DEPTH 28 4-8 3-6 1-3 3/4 5-11 3/4 10 BC PANELS AT 4-0 ENO STRUT TILTED SPECIAL 1ST COMP IPTHS JLTIPLE LE"= 28.000 CENfERtINE= 28.000 LOADING: I EFF DEPTH 27.02 RE= 4-8 RE= 3-6- RE= ill-; 3 3/4 RE= .5-11 3/4 RE= 28.000 · LOAD OF 1,000 LBS AT PANEL PT 12 23.98'LE 23.98'RE .DITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION ANO TENSION 9>DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS )DITIONAL TOP-CHORD LOAD : 6300 ITRA SHEAR ADDED TO EACH WEB= 500 · lIFORM TC LOAD= 232 UNIFORM BC LOAD= 0 _L LOADS SHOWN REDUCED BY 25% ' ACTIONS Rl= +4,518.38 R2= -------------STRESS MIN SHR= 1,129.59 TL= 5-12-97 9,036.75 ) MEM TC F BC F . 1 W2 -8 , 450 0 ILTED END STRUT +4,518.38 ANALYSIS SHEAR 4,228 WEB F 10,566 csc 2.234 WEB L 60.38 PP DISTANCE o-2 V1S -8, 188 · 2 W3 -8,188 I W4 -13,318 W5 -13,318 :, W6 -18,312 I W7 -18,312 we -22,069 :3 W9 -22,069 - ~ WlO -24,590 Wll -24,590 W12 -25,874 2 W12 -25,874 I Wll -24,590 W10 -24,590 5 W9 -22,069 I; W8 -22,069 ;, W7 -18,312 W6 -18,312 ws -13,318 I) W4 -13 ,318 :l W3 -8, 188 ILTED END STRUT I VlS -8,450 W2 -8,450 I .5 SE SQ END V1 END PNL V2 INTERIOR 0 10,358 10,358 15,970 . 15,970 20,345 20,345 23,484 23,484 25,387 25,387 25,387 25,387 23,484 23,484 20,345 20,345 15,970 15,970 10,358 10,358 505 3,722 3,333 2,985 2,637 2,289 1,941 1,593 1,245 897 549 -549 -897 -1,245 -1;593 -1,941 -2,289 -2,637 -2,985 -3,333 -3,722 10,358 505 O -4,228 -----STD VERTICALS 4,518 505 a:~ TC COMPRESSION= -30,599.94 1,098 MAX MAX INT TC PANEL LENGTH= 24.00 -569 -4,887 5,126 -4,661 4,195 -3,730 3,264 -2,799 2,333 -1,868 1,510 1,510 -1,868 2,333 -2,799 3,2~,4 -3,730 4,195 -4,661 5,126 -4,887 -569 10,566 1.126 -1.157 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1 .337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.157 -1.126 -2.234 30.43 31.27 36 .13 36.13 36.13 36.13 36.13 36.13 36.13 36.13 36 .13 36.13 36.13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 31.27 30.43 60.38 -4,518 1.000 27.02 -569 1.126 30.43 -1,098 1.000 27.02 BC TENSION= 25,387.30 INT BC PANEL LENGTH= 3-6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 44-5 1/2 43-3 1/2 48.00 I .RESS ANALYSIS: 28K232/128 J21 l~-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA SE LENGTH WORKING LENGTH ~7-11 1/2 47-7 1/2 I DEPTH 28 : PANLS LE= I PANELS LE= , RST HALF LE= :RST DIAG LE= 4-8 3-6 1-3 3/4 5-11 3/4 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP LE= 28.000 JL TIPLE LOADING: CENTERLINE= 28.000 I IIFORM TC LOAD= -207 UNIFORM BC LOAD= 0 TE: UNIFORM LOAD IS NET UPLIFT ~L LOADS SHOWN REDUCEp BY 25% MIN SHR= EFF DEPTH 27.02 RE= 4-8 RE= ·.3-6 RE= -'1-; 3 3/4 RE= ,5-11 3/4 RE= 28.000 924.22 TL= -------------STRESS ANALYSIS ------------- 5-12-97 -7,393.78 'ACTIONS Rl= · -30696.89 R2= -3,696.89 MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE L W2 6,871 0 -3,438 -7,683 2.234 60.38 o-2 ILTED END STRUT V1S 6,637 0 -451 508 1.126 30.43 3-6 2 W3 6,637 -8,378 -2,986 3,457 -1 .. 157 31.27 4-8 • W4 10,722 -8,378 -2,639 -3,530 1.337 36 .13 5-11 3/4 ws 10,722 -12,791 -2,328 3,114 -1.337 36 .13 7-11 3/4 W6 14,583 -12,791 -2,018 -2,699 1.337 36".13 9-11 3/4 I W7 14,583 -16,100 -1,707 2,284 -1.337 36.13 11-11 3/4 W8 17,341 -16, 100 -1,397 -1,868 1.337 36 .13 13-11 3/4 W9 17,341 -18,307 -1,086 1,453 -1.337 36.13 ~5-11 3/4 ~ WlO 18,996 -18,307 -776 -1,236 1.337 36.13 17-11 3/4 I l,Jll 18,996 -19,410 -465 1,236 -1.337 36 .13 19-11 3/4 Wl2 19,548 -19,410 -155 -1,236 1.337 36 .13 21-11 3/4 2 W12 19,548 -19,410 155 -1,236 -1.337 36 .13 23-11 3/4 ' Wll 18,996 -19,410 465 1,236 1.337 36 .13 25-11 3/4 Wl0 18,996 -18,307 776 -1,236 -1.337 36 .13 27-11 3/4 W9 17,341 -18,307 1,086 1,453 1.337 36 .13 29-11 3/4 6 W8 17,341 -16,100 1,397 -1,868 -1.337 36.13 31-11 3/4 I W7 14,583 -16, 100 1,707 2,284 1.337 36 .13 33-11 3/4 W6 14,583 -12,791 2,018 -2,699 -1.337 36.13 35-11 3/4 9 W5 10,722 -12,791 2~328 3,114 1.337 36.13 37-11 3/4 I W4 10,722 -8,378 2,639 -3,530 -1.337 36.13 39-11 3/4 W3 6,637 -8,378 2,986 3,457 1.157 31.27 41-11 3/4 tLTED END-STRUT lz VlS 6,871 -8,378 -451 508 -1 .126 30.43 44-5 1/2 W2 6,871 -o 3,438 -7,683 -2.234 60.38 43-3 1/2 -----STD VERTICALS .3 SE SQ END 3,696 -3,696 1.000 27.02 t Vl END PNL -451. 508. 1.126 30.43 V2 INTERIOR -310 310 1.000 27.02 !AX TC COMPRESSION= 0.00 MAX BC TENSION= 0.00 rx INT TC PANEL LENGTH :: 24.00 MAX INT BC PANEL LENGTH= 48.00 I . ~ . ·. ! I I . ( ·.· 'ti" l::M I I I I I I I I SMAC CARLSBAD CA . -------MULTIPLE ANALYSIS SUMMARY BC COM 0 -8,378 TC TEN TC COM BC TEN 6,871 -13,175 0 6,637 -12,913 13,811 10,722 -18,043 13,811 10,722 -18,043 21,293 14,583 -24,416 21-,29~ 14,583 -24,416 27,127 17,341 -2~,426 27,1a7 17,341 -29,426 31,312 18,996 -32,787 31,312 18,996 -32,787 33,849 19,548 -34,499 33,849 19,548 -34,499 33,849 18,996 -32,787 ~3,849 18,996 -32,787 31,312 17,341 -29,426 31,312 17,341 ~29,426 27,127 14,583 -24,416 27,127 14,583 -24,416 21,293 10,722 -18,043 21,293 10,722 -18,043 13,811 6,637 -12,913 13,811 6,871 -13,175 0 0 0 0 0 0 0 0 0 0 -8,378 -12;791 .-12, 791 -16,100 -16,100 -18,307 -18,307 -19,410 -19,410 -19,410 -19,410 -18,307 -18,307 -16,100 -16 ,100 ~12,791 -12,791 -8,378 -8,378 -o 0 0 0 UNIFORM LOAD: TOP CHORD= 232 - . -~L;, ~\. ·; ._ "'g'~!'"'!::.:-"'it:-.2! . '-~: ·.""i;-: . WEB TEN 13,716 3,457 6,612 3,114 5,371 2,284 4,130 1,453 2,889,, 1,236 2,014 2,014 1,236 2,889 1,453 .4 ,130 2,284 5,371 3,114 6,612 3,457 13,716 O· 508 310 .J _.·_ -:._r '!" .:-;::-:";.~=-.. -~-.. y .. ;:,;i~ "!i}f' & JAA WEB"COM -.:..7 ,683 -~-,324. -!,530 -5,992 -2 ,699. -4,750 -1,868 -3,509 -1,236 -2,268 -1,236 -1,236 -2,268 -1,236 -3,509 -1,868 -4,750 -2,699 -5,992 -3,530 -6,324 -7,683 -6,024 -759 -1,464 . ._,..-... -. ·: . ! ·. ·-:-.. ii1:·: .. ~;~·-:\;t :-\:~-ii _-f : • -· ' \ ..:. '. ,,,~.:. ... ; -·"~ IK232/128 .. • . .. J21 ' -0202 SMAC CARLSBAD CA IM -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM BC TEN BC COM WEB TEN 1 6,871 -13,175 0 -o 13,716 -6,637 -12,913 13,811 -8,378 3,457 10,722 -18,043 13,811 -8,378 6,612 10,722 -18,043 21,293 -12;791 3,114 5 14 ,se.3 -24,416 21,..293 .-12 ,791 5,371 I 14,583 -24,416 27,127 -16,100 2,284 17,341 -29,426 27,127 -16, 100 4,130 3 17,341 -29',426 31,31'2 -18,307 1,453 I 18,996 -32,787 31,312 -18,307 2 ,88_9 18,996 -32,787 33,849 -19,410 1,236 1 19,548 -34,499 . 33,849 -19,410 2,014 I 0 0 0 0 0 0 0 0 0 508 0 0 0 0 310 IXIMUM UNIFORM ~OAO: TOP CHORD= 232 I I I I I I I I I I I :--: ·~ .. ._. .,. ·~ -:. . "' . ;:· .~ ~ . ~ .• . . . r , -. .. . .. ._. • • "!.• ~--'/:-,::j:11--" I -. · .. . :-~ :._: ~-~; .. . "t':--t?i:.t~.--. ~:...fr.:., -..{ ,r WEB COM ;..7,683 -6.,324 · -~,530 .:.". ·:. -5,992 .. , -2,699. . . - -4,750 -1,868 -3,509 -1,236 -2,268 -1,236 -6,024 -759 -1,464 & :~·.:.£~i-~~t~~ ·:~:t~::c I{~tZit, .: .. '.:?~ .. I _._.A.: "ff..-:~•• •• • ~-· L • I 1tern~ti6al s1:}40.f~ral P~~ducts ~MBER SIZES: 28K232/128 J21 . ·. -, .... -\ ·:. • <· . ·r.· .· ~} . -. El Paso, Texas -~ ~-t!t1·i!:-::-:~:-~r;·:_.:;~;· .. . ·,:' RUrf ·oN :· "75 ··.-:. __ ,::;•: ___ : _i,. 7~0202 SMAC ·CARLSBAD CA JAA . · .,-:-,,:::~· ..... ,J, ;~:-~~~:~~~ -HD~ It = ::NDING LOAD = = -:: = 23 50,000.000 0.000 28.000 Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= l 'JTSIDE DEPTH. ~EA= 0.6250 y(x) = 0.5600 Ryy -· 1.2284 Rz 2r,.020· -. : . :-.• = 0!3950 C = 24 •. l :~EA = 0.6730 Rx = 0.6190 ··Rz = 0.3940 Ryy = 1·.2319 = 0.5650 Sl = 0.4566 .. Ss = 0.1797 Qs -0.9808 CTUAL EFF DEPTH= 26.875 GAP BETWEEN CHORD= 1.000 IJRRECTED LOAD TC= 34,686.062 BC = 34,032.369 /Rx= 38.772 USING L = 24.00 L/Ryy= 29.223 USING L = 36.00 /Rz = 30.456 USING L = .12.00 WITH FILLERS K= 1.00 l a= 25,555.0 USING L/R= 38.77 F'e= 99,336.75 Cm= 0.00000 AX.LOAD (FILLERS)= 34,74f.02 MAX LOAD NO FILLER= 30,216.75 ILLER PANELS REQD = 6 MIN.WELD LEN 2X = 0.375 l e ( fa/Fa) C STRESS = = 1.00840 USING TC= 24 = 2 X .2 X .176 27,225.89581 USING BC= 23 = .2 X 2 X .163 IHORD WT = 429.708 CHORD WT/FT END PANEL CHECK W= 232 l·No PANEL ALLOWABLE FORCES REDUCED 10 % ND PANEL CHECK = LEFT END LENGTH XIAL LOAD = 13,246.57 AXIAL STRESS fa a = 12,870.12 F'e · = lbm PANEL ~T == 8,248.46 fb MID-PANEL 0.917 fa/Fa = ANEL PT= 18,089.9 MIO PANEL= 0.8968 NO FILLERS IIRST PANEL CHECK= LEFT END LENGTH ·XIAL LOAD = 12,983.67 AXIAL STRESS fa l a = 19,651.46 F'e b PANEL PT = 8,248.46 fb MIO-PANEL m = 0.940 fa/Fa = ANEL PT= 17,894.5 MID PANEL= 0.5078 NO FILLERS loTTOM CHORD L/Rz= 121.518 TC OAL/Ryy = IAX BRIDGING CHECK TC= 14.88' BC= 24.56' 8.958 = 40.00 = 9,841.43 = 35,761.23 = 2,765.72 0.764 L/R=lOl.52 = 29.75, = 9,646.11 = 61,648.50 = 452.45 0.490 L/R= 75.50 463.916 l,OMENT OF INERTIA= 469.1 LL 360= 162.2 LL 240= 243.3 ·c TENSION·STRESS = 14,601.56 ~C COMPRESSION CENTER le COMPRESSION ACTUAL= 19,515.06 ALLOW= 12,767.1 NO FILLER ~C COMPRESSION ACTUAL= 19,515.06 ALLOW= 23,935.3 FILLER I ****************BC FILLERS REQD**************** 1AX BC BROG DIST= 9-9 3/8 FOR 1/ryy BC COMP CHECK 'AX BROG BC l/ryy of 200 = 20.47 I-. .~\~~---.· :-: .. ·. I .. •: I 1:-a DESIGN: 28K232/128 321 11,-0202 SMAC I IJMBER l W2 2 W3 13 W4 W5 W6 $ W7 97 W8 113 W9 9 W10 W Wll .. W12 2 SE • Vl • V2 I I I I I I I I I I I sz 1G 1G 1C 20 1C 1G 15 lC 15 15 15 10 10 10 QTY 2 8 1 1. 1 1 1 1 1 1 1 1 2 8- 1 1 CARLSBAD CA · TC= 24 = 2 X 2 X .176 BC= 23 = 2 X 2 X .163 .. ·:·~~~ ·· .. :jJ ACTUAL T 13,716 3,457 6,612 3,114 5,371 2·,2a4 4,130 1,453 2,889 1,236 2,014 0 508 310 ------WEB DESIGN------ ALLOW TACTUAL C ALLOW C WELD 21,543 7,683 7,905 6.7 11,968 6,324 6,341 3.1 9,877 3,530 4,153 4.0 14,66~ 5,992 8,226 3.3 9,877 2,699 4,153 · 3.3 11,96~· 4,750 4,977 2.~ 7,908 1,868 2,305 ~-6 9,877 3,509 4,153 2.1 . 7,908 1,236 2,305 2 .0 7,908 2,268 2,305 2.0 7',908 1,236 2,305 2 .o ----STANDARD VERTICALS THK . · ANGLE N~M.E . .1~aA1 1/2 x 1 112·x .13a 1 1/2 X 1 1/2 X .113 1_1/2 X 1 1/2 X .125 2 X 2 X .125 .113 1 1/2 X 1 1/2 X .138 1 1/2 X 1 1/2 X .109 1 1/4 X 1 1/4 X .113 1 1/2 X 1 1/2 X .109 1 1/4 X 1 1/4 X .109 1 1/4 X 1 1/4 X .109 1·1/4 X·1 1/4 X 12,483 6,024 8,027 5,617 932 1,4~4 6,241 1,637 2,050 3.8 .109 1 X 1 X .109 2.0 .031 1 X 1 X .109 2.0 .055 1 X 1 X .109 ·., . .'-(: ...... --.,~:i . ·.··~;:;·: .138 .13$ .11~. .113 .138 .109 .113 .109 .109· .109 ., .. ,. • ."1 ~: •;. _··,~-::~ -~-f.. . . ~~_-;.;rJ~:e-.·. '·,' ;.:~;: , ,. ·:: 1',~fr .... -,:.!: ... •. ·-:.~;;tJ}.:· · ,.. . ,4, ·~. ~ . .. • 1 :-: • -t.,ft.'j,.r;./l/•:f C PANLS LE= IC PANELS LE".' IRST HALF LE= IRST OIAG LE= IEPTHS . LE= 4-8 3-6 ·1-3 3/4 5-11 3/4 28.000 ULTIPLE LOADING: I DEPTH 28 10 BC PANELS AT 4-O ENO STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 28.000 EFF DEPTH 26.875 RE=· 4-8 RE:: ·,_3.., 6· RE= J1T 3 3/4 RE= •5-11 3/4 RE= 28.000 IT LOAD OF 1,000 LBS AT PANEL PT 12 23.98'LE 23.98'RE XTRA SHEAR ADDED TO EACH WEB:: 500 NIFORM TC LOAD= 292 UNIFORM BC LOAD= 0 ·EACTIONS R1~-+7,453.25 R2= +7,453.25 MIN SHR:r 1,863.31 TL= 14,906.50 lo MEM -;~-;------;~ ~TRESS :~:~~SIS-~;;-;----~;~ WEB L 1 W2 -13,997 0 6,966 16,757 2.244 60.31 PP DISTANCE o-2 IILTED END STRUT VlS -13,555 0 848 -956 1.127 2 W3 -13,555 17,141 6,117 -7,670 -t.159 13 W4 -22,020 17,141 5,464 7,995 1.340 4 W5 -22,020 26,378 4,880 -7,212 -1.340 5. W6 -30,215 26,378 4,296 6,430 1.340 6 W7 -30,215 33,530 3,712 -5,647 -1.340 17 W8 -36,323 33,5~0 3,128 4,864 1.340 8 W9 -36,323 38,595 2,544 -4,081 -1.340 9 WlO -40,345 38,595 1,960 3,298 1.340 10 1 W11 -40,345 41,574 1,376 -2,515 -1.340 W12 -42,281 41,574 792 2,498 1.340 .2 W12 -42,281 41,574 -792 2,498 -1.340 14 3 5 Wll -40,345 41,574 -1,376 -2,515 1.34p WlO -40,345 38,595 -1,960 3,298 -1.340 W9 -36~323 38,595 -2,544 -4,081 1.340 .6 · wa -36,323 33,530 -3,128 4,864 -1.340 1. 8 7 W7 -30,215 33,530 -3,712 -5,647 1.340 W6 -30,215 26,378 -4,296 6,430 -1.340 .9 W5 -22,020 26,378 -4~880 -7,212 1.340 10 W4 -22,020 17,141 -5,464 7,995 -1.340 1 W3 -13,555 17,141 -6,117 -7,670 1.159 ILTED END·STRUT 30.30 31.15 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03. 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 31.15 3-6 4-8 5-11 7-11 9;....11 11-11 13-11 ,-s-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 12 VlS -13,997 W2 -13,997 17,141 848 0 -6,966 -956 16,757 -1.127 -2.244 30.30 44-5 1/2 60.31. 43-3 1/2 sE· SQ END Vl END PNL V2 INTERI.OR -----STD VERTICALS · 7,453 848 TC COMPRESSION= -42,281.69 1,584 MAX MAX INT TC PANEL LENGTH= 24.00 I .. ·_. --· ::. ~-·~ ·: .· ~-.,. _.. ........ '."::;:-\ti;::,.'.. -7,453 1.000 26.87 -956 1.127 30.30 -1,584 1~000 26.87 BC TENSION= 41,574.42 INT BC PANEL LENGTH= •\ ·,. ·:~:,;i/f:i 48.00 ~:.··-~, I rRESS ANALYSIS: l"-0202 28K232/128 J22 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA ~SE LENGTH 47-11 1/2 I : PANLS LE= I PANELS LE~ .RST HALF LE= ~RST DIAG LE= tPTHS LE= WORKING LENGTH 47-7 1/2 DEPTH 28 4-8 3-6 1-3 3/4 5-11 3/4 28.000 10 BC PANELS AT 4-0 ENO STRUT TILTED SPECIAL 1ST COM.P CENTERLINE= 28.000 JLTIPLE LOADING: I EFF DEPTH 26.875 RE= 4-8 RE= ·.3-6. RE= ~1 .. 3 3/4 RE= ·5-11 3/4 RE= 28.000 •: LOAD OF 1,000 LBS AT PANEL PT 12 23.98'LE 23.98'RE ~DITIONAL CHORD LOADS ARE ADDEO AS BOTH COMPRESSION ANO TENSION )DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS )DITIONAL TOP CHORD LOAD : 6300 t TRA SHEAR ADDED TO EACH WEB= 500 !FORM TC LOAD= 292 UNIFORM BC LOAD= 0 1...L LOADS SHOWN RE_DUCED BY 25% ' ACTIONS Rl= +5,589.94 R2= +5,589.94 ANALYSIS SHEAR MIN SHR= 1,397.48 TL= 11,179.88 -------------STRESS J MEM TC F BC F Ir.: W2 -10,498 0 .IL TED END STRUT VlS -10,166 0 2 W3 -10,166 12,855 ~ W4 -16,515 12,855 • W5 -16,515 19,784 5 W6 -22,661 19,784 • W7 -22,661 25,147 r w0 -27,242 25,147 8 W9 -27,242 28,946 19 WlO -30,259 28,946 W11 -30,259 31,180 l W12 -31~711 31,180 2 W12 -31,711 31,180 ~ W11 -30,259 31,180 114. W10 -30,259 28,946 5 W9 -27,242 28,946 17 s wa -27 ,242 25,147 W7 -22,661 25,147 S W6 -22,661 19,784 I~ W5 -16,515 19,784 ) W4 -16,515 12,855 1 W3 -10,166 12,855 ILTEO ENO STRUT I VlS -10,498 2 W2 -10,498 I! ~5 SE SQ END Vl END PNL V2 INTERIOR 12,855 -o -----STD TC COMPRESSION= -36,436.27 5,224 636 4,588 4·,097 3,659 3,221 2,783 2,345 1,907 1,469 1,031 593 -594 -1,032 -1,470 -1:908 -2,346 -2,784 -3,222 -3,660 -4,098 -4,588 636 -5,224 VERTICALS 5,589 636 1,188 iAX AX INT TC PANEL LENGTH= 24.00 MAX MAX WEB F 12,849 -717 -5,897 6,164 -5,577 4,990 -4,402 3,815 -3,228 2,641 -2,053 1,873 1,873. -2,053 2,641 -3,228 3,815 -4,402 4,990 -5.,577 6,164 -5,897 csc 2.244 1.127 -1.159 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.349 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.159 -717. -1.127 12,849 -2.244 WEB L 60.31 30.30 31.15 36.03 36.03 36.03 36.03 36 .03 · 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 31.15 30.30 60.31 -5,589 1.000 26.87 -717 1.127 30.30 -1,188 1.000 26.87 BC TENSION= ·31,180.81 INT BC PANEL LENGTH= PP DISTANCE o-2 3.:.. 6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 44-5 1/2 43-3 1/2 48.00 .l :;'}.,. .. -. .,, . .-:.;,··-· .. 4-~i· ~RESS ANALYSIS: 7 -0202 lsE LEN.GTH 47-11 1/2 28K232/128 SMAC J22 I.S.P. / MEXAM, INC CARLSBAD CA WORKING LENGTH 47-7 1/2 DEPTH 28 '~ ; PANLS LE= -: PANELS LE= lrRST HALF LE= 1£RST DIAG LE= 4-8 3-6 -1-3 3/4 5-11 3/4 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP 'PTHS . LE= 28.000 JL TIPLE LOADING: .. CENTERLINE= 28.000 I ~IFORM TC LOAD= -207 UNIFORM BC LOAD= ITE: UNIFORM LOAD IS NET UPLIFT -L LOADS SHOWN REDUCED BY 25% 0 -· - EFF DEPTH 26.875 RE=·· 4-8 RE= ·.3-. 6· RE= -'1":1 3 3/4 RE= ,5-11 3/4 RE= 28.000 _ ..... . ~-·::, . ._:.-' ~ACTIONS Rl= . -3·,696 .89 R2= -3,696.89 MIN SHR= 924.22 TL=--7,393.78 I -------------STRESS ANALYSIS MEM TC F l W2 6,908 .LTED END STRUT VlS 6,673 _ W3 6,673 3 W4 10,780 I W5 10,780 ·W6 14,662 :, W7 14,662 I w0 17,435 W9 17,435 9 WlO 19,099 -W11 19,099 W12 19,653 W12 19,653 3. W11 19,099 1. W10 19,099 W9 17 ;435 6 W8 17,435 I W7 14,662 W6 14,662 9 W5 10,780 • W4 10,780 W3 6,673 LTED END -STRUT t V1S 6,908 W2 6,908 SE SQ END Vl END PNL V2 INTERIOR TC COMPRESSION= BC F SHEAR 0 -3,438 0 -451 -8,423 -2,986 -8,423 -2,639 -12,860 -2,328 -12,860 -2,018 -16,187 -1,707 -16,1~7 -1,397 -18,405 -1,086 -18,405 -776 -19,515 -465 -19,515 -155 -19,515 155 -19,515 465 -18,405 776 -18,405 1,08~ -16,187 1,397 -16,187 1,70.7 -12,860 2,018 -12,860 2;328 -8,423 2,639 -8,423 2,986 -8,423 -451 -o 3,438 -----STD VERTICALS 3,696 -451 -310 0.00 MAX INT TC PANEL LENGTH= 24.00 ·MAX "<1:·. J ·;.~ •• ':. .. :.:·~ .. -------------WEB F csc WEB L PP DISTANCE -7,716 2.244 60.31 o-2 508 1.127 30.30 3-6 3,462 -1.159 31.15 4-8 -3,538 1.340 36 .03 ,, 5-11 3/4 3,122 -1.340 36.03 7-11 3/4 -2,705 1.340 36.03 9-11 3/4 2,289 -1.340 36.03 11-11 3/4 -1,873 1.340 36.03 13-11 3/4 1,457 -1.340 36.03 15-11 3/4 -1 ,239 1.340 36.03 17-11 3/4 1,239 -1.340 36.03 19-11 3/4 -1,239 1.340 36 .03 . 21-11 3/4 -1,239 1,239 -1,239 1,457 -1,873 2,289 -2,705 3,122 -3,538 3,462 508 -7,716 -1.340 1.340 -1.34d 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.159 -1.127 -2.244 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36~03 31.15 30.30 60.31 26.87 30.30 26.87 -3,696 1.000 508. 1.127 310 1.000 BC TENSION= 0.00 LENGTH= INT BC PANEL 23-11 3/4 25-11 3/4 27-11 3/4 29-11 3/4 31-11 3/4 33-11 3/4 35-11 3/4 37-11 3/4 39-11 3/4 41-11 3/4 44-5 1/2 43-3 1/2 48.00 ~ I 18K232/128 J22 7-0202 SMAC CARLSBAD IEM -------MULTIPLE ANALYSIS SUMMARY TC TEN TC COM 1 6,908 -15,223 I! 6,673 -14,891 10,780 -22,020 10,780 .-22,020 5 14,662 -30,215 ,~ 14,662 -30,215 17,435 -36,323 8 17,435 -36,323 16 19,099 -40,345 19,099 -40,345 1 19,653 -42,281 2 19,653 -42 ,_281 I; 19,099 -40,345 19,099 -40,345 5 17,435 -36,323 1; 17,435 -:36,323 14,662 -30,215 8 14,662 -30,215 16 10,780 -22,020 10,780 -22,020 1 6,673 -14,891 '2 6,908 -15,223 I: 0 0 0 0 _5 0 0 JxrMUM UNIFORM LOAD: I I I I I I I I BC TEN BC COM 0 0 17,141 -8,423 . 17,141 -8,423 26,378 -12·,860 26--,3~8 .-12,860 33,530 -16,187 33~5~9 -16 ,187 38,595 -18,405 38,595 -18,405 41,574 -19,515 41,574 -19,515 41,574 -19,515 41,574 -19,515 38,595 -18,405 38,595· -18,405 33,530 -16,187 33,530 -16,187 26,378 -12,860 26,378 -12,860 17,141· -8,423 17,141 -8,423· 0 -o 0 0 0 0 0 0 TOP CHORD= 292 -· . " . ~ii·:-~::-.. ·-·_(tt,t ---: RUN :·oN CA .JAA .. · •t ·- ------- WEB TEN WEB COM 16,757 -7,716 3,462 -7,670 7,995 . ~,i,38 3,1~2 _.., ,212 6,430 -2,705 2,289 -5,647 4,864 -1,873 1,457 -4,081 3,298 -1,239 1;239 -2,515 2,498 -1,239 2,498 -1,239 1;239 -2,515 3,298 -1,239 1,457 -4,081 .4 ,864 -1,873 2,289 -5,647 6,430 -2,705 3,122 -7,212 7,995 -3,538 3,462 -7,670 16,757 -7,716 (). -7,453 508 -956 310 -1,584 & .,}t!fi.,.:":.: •. . --~~J .. ~-: 1',, .... ~. ? ... i~:~ri7 \ _. : I K232/1·28 J22 !'-0202 SMAC -------CONSOLIDATE LEFT TC TEN TC COM BC TEN 6,908 -15,223 0 6,673 -14,891 17,141 10,780 -22,020 17,141 10,780 -22,020 26,378 I 14,6Q2 -30,215 26~378 14,662 -30,215 33,530 17,435 -36,323 33,530 3 17 , 435 -36', 323 38 , 59'5 I 1 19,099 -40,345 38,595 19,099 -40,345 41,574 19,653 -42,281 41,574 I 0 0 0 0 0 0 o ·o o --~-. CARLSBAD CA & RIGHT BC COM -o -8,423 -8,423 -12;860 .--12 ,860 -16,187 -16,187 -18,405 -18·,405 -19,515 -19,515 0 0 0 WEB TEN 16,757 3,462 7,995 3,122 6,430 2,289 4,864 1,457 3 ,29_8 ,, 1,239 2,498 0 508 310 IXIMUM UNIFORM ~OAD: TOP CHORD= 292 I I I I I I I I ·I I I :~ .. t-:-.. ·· RUN .ON 3AA WEB COM .··:.:..7 ,716 -7..,670' -~,538 -7,212 -2,705 -5,647 -1,873 -4,081 -1,239 -2,515 -1,239 -7,453 -956 -1,584 .. .. .. . ~ .. I ·.·¥.!-· .... 1..~-:. I -;;.(;.~,-.-.. l nternatioal Structural Products EMBER SIZES: 28K232/128 J22 El Paso, Texas . •-; -. ~-.;~-! . 7-0202 SMAC ly = = = 50,000.000 0.000 28.000 ENDING LOAD -~TSIDE DEPTH. II: = 25 REA= 0.7150 y(x) = 0.5690 CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy =· 1.2341 Rz :JAA 30,000.000 42,281.696 26 .. 875" ~ .. = Oi3940 C = 28 --IREA = 0.8740 Rx = 0.6110 ~ Rz = 0.3920 Ryy = 1~2455. = 0.5850 Sl = 0.5589 Ss = 0.2310 Qs = 1.0000 CTUAL EFF DEPTH= 26.846 GAP BETWEEN CHORD= 1.000 IORRECTED LOAD TC= 42,327.370 BC = 41,619.332 /Rx= 39.279 USING L ·= 24.00 L/Ryy= 28.903 USING L = 36.00 /Rz = 30.612 USING L = .12.00 WITH FILLERS K= 1.00 I!= 25,932.7 USING L/R= 39.27 F'e= 96,785.67 Cm=. 0.00000 ~X LOAD (FILLERS)= 45,783.68 MAX LOAD NO FILLER= 39,736.33 ILLER PANELS REQD = 6 MIN WELD LEN 2X = 0.375 le (fa/Fa) •c STRESS = . 0.93375 USING TC= 28 = 2 X .2 X .232 = 29,104.42815 USING BC= 25 = 2 X 2 X .187 = 526.045 CHORD WT/FT END PANEL CHECK W= 292 t.ND PANEL ALLOWABLE FORCES REDUCED 10 % D PANEL CHECK = LEFT END LENGTH IAL LOAD = 15,239.92 AXIAL STRESS fa a = 12,807.12 F'e t PANEL PT = 8,0i6.90 fb MIO-PANEL = 0.924 fa/Fa = = ANEL PT= 16,795.3· MIO PANEL= 0.8106 NO FILLERS llRST PANEL CHECK= LEFT END LENGTH ~IAL LOAD = 14,908.08 AXIAL STRESS fa E ' = 19,820.92 F'e PANEL PT __ = 8,076.89 fb MIO-PANEL 0.945 fa/~a = 1ANEL PT= 16,605.5 MID PANEL= 0.4472 NO FILLERS lTTOM CHORD L/Rz= 121.827 TC OAL/Ryy = IAX BRIDGING CHECK TC= 15.05' BC= 24.68' 10.967 = 40.00 = 8,718.49 = 34,842.84 = 2,843.69 0.680 L/R=102.04 = 29. 75 . = 8,528.65 = 62,988.26 • = 465.21 0.430 L/R= 75.89 458.837 rMENT OF INERTIA= 568.0 LL 360= 196.4 LL 240= 294.7 C TENSION-STRESS= 11,255.68 1-... ~ COMPRESSION CENTER _ COMPRESSION ACTUAL= 19,536.14 ALLOW= 14,531.7 NO FILLER COMPRESSION ACTUAL= 19,536.14 ALLOW= 28,082.9 FILLER I ****************BC FILLERS REQD**************** '\LLOW BC COMP LOAD= 23,237.74 @ l/ryy BROG SPACE= 9-7 7/8 I I RU~/(?N ~ I ', . ( IEB DES·IGN: 2e'k232/128 . j22 7-0202 SMAC . CARLSBAD CA .JAA I TC= 28 = 2 X 2 X .232 BC= 25 = 2 X 2 X .187 ' UMBER SZ QT':' 1 W2 lG 2 8 2 W3 20 1 13 W4 4 W5 5 W6 6 W7 17 wa 8 W9 9 WlO 11 0 W11 11 W12 12 SE 13 Vl 4 V2 I I I I I I I I I I I lE._1 20 1 lC 1 20 1 15 1 1C 1 15 1 18 1 15 1 10 2·a 10 1 10 1 ACTUAL T " : ... · 16,757 3,462 7,995 . 3,122 6,430 .. 2 ,289 4,864 1,457 3,298 · 1,239 2,498. 0 508 310 -._,<?/~~~ .. ,:$~~~.:--- ------WEB DESIGN ------ ALLOW TACTUAL C ALLOW C WELD 21,543 7,716 7,905 8 .. 2 14,665 7,670 8,988 4.2 10,.877 . 3,538 4,572 4.4 14 ,66'5 7,212 8,238 3.9 9,877 2,705 4,168 3.9 14 ,66'5 5,647 8,238 3 .'1 7,908 1,873 2,314 3.1 9,877 4,081 4,168 2.5 7,908 1,239 2,314 2.1 8,999 2,515 2,612 2.0 '7,908 1,239 2,314 2.0 ----STANDARD VERTICALS 12,483 7,453 8,055 4.7 5,617 1,168 1,.463 2.0 6,241 1,795 2,067 2.0 lHK. ANGLE NAME .i38 1 1/2 X 1 1/2 X .125 2 X 2 X .125 .125 l.1/2 X 1 1/2 X .125 2 X 2 X .125 .113 l 1/2 X 1 1/2 X .125 2 X 2 X .125 .109 1 1/4 X 1 1/4 X .113 1 1/2 X 1 1/2 X .109 1 1/4 X 1 1/4 X .110 1 1/4 X 1 1/4 X .109 1 1/4 X 1 1/4 X .109 1 x-1 X .109 .039 1 X 1 X .109 .060 1 X 1 X .109 .138 .125 .113 .109 .113 .109 .125 .109 . ... ·:i:--.... ~·:-- I TRESS ANALYSIS: 28LH232/128 J23 l7 -0202. SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON :JAA SE LENGTH WORKING LENGTH DEPTH 28 ~7-10 1/2 47-6 1/2 I ~ PANLS LE= I PANELS LE=: .RST HALF LE= t:RST DIAG LE= 4-8 3-6 o-7 1/4 5-3 1/4 IPTHS LE= 28.000 JLTIPLE LOADING: I 9 BC PANELS AT 4-8 ENO STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 28.000 EFF DEPTH 27.02 R·E= 4-8 RE= ·.3-6 · RE= ~0"':' 7 1/4 RE= ,5-3 1/4 RE= 28.000 r LOAD OF 1,000 LBS AT PANEL PT -TRA SHEAR ADDEO TO EACH WEB= 500 11 23.94'LE 23.94'RE IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 !ACTIONS Rl= · +6;014.83 R2= +6,014.83 MIN SHR= 1,503.71 TL= -------------STRESS ANALYSIS ------------- 12 ,0·29 .67 I MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 -11,248 0 -5, 628 13,694 2.234 60.38 o-2 ILTED ENO STRUT VlS -10,941 0 592 -666 1.126 30.43 3-6 2 W3 -10,941 12,292 5,036 -5,731 -1.035 27.97 4-8 I W4 -17,017 12,292 4,560 7,286 1.440 38.91 ,, 5-3 1/4 W5 -17,017 21,182 4,018 -6,507 -1.440 38.91 7-7 1/4 W6 -24,785 21,182 3,477 5,727 1.440 38.91 9..;.11 1/4 , W7 -24,785 27,828 2,936 -4,948 -1.440 38.91 12-3 1/4 ::> I wa -30,309 27,82.8 2,394 4,168 1.440 38.91 14-7 1/4 W9 -30,309 32,230 1,853 -3,389 -1.440 38.91 16-11 1/4 9 W10 -33,589 32,230 1,312 2,609 1.440 38.91 19-3 1/4 ~ W11 -33,589 34,388 770 -2,165 -1.440 38.91 21-7 1/4 W11 -33,589 34,388 -770 -2, 165 1.440 38.91 23-11 1/4 W10 -33,589 32,230 -1,311 2,609 -1.440 38.91 26-3 1/4 I W9 -30,309 32,230 -1,853 -3,389 1.440 38.91 28-7 1/4 W8 -30,309 27,828 -2,394 4,168 -1.44d 38.91 30-11 1/4 W7 -24,785 27,828 -2,935 -4,948 1.440 38.91 33-3 1/4 6 W6 -24,785 21,182 -3,477 5,727 -1.440 38.91 35-7 1/4 I ws -17,017 21,182 -4,018 -6,507 1.440 38.91 37-11 1/4 W4 -17,017 12,292 -4,559 7,286 -1.440 38.91 40-3 1/4 9 W3 -10,941 12,292 -5;036 -5,731 1.035 27.97 42-7 1/4 ILTED END STRUT V1S -11,248 12,292 592 -666 -1.126 30.43 44-4 1/2 0 W2 -11,248 0 -5,628 13,694 -2.234 60.38 43-2 1/2 t -----STD VERTICALS SE SQ END 6,014 -6,014 1.000 27.02 Vl END PNL 592 -666 1.126 30.43 .3 V2 INTERIOR 541 -541 1.000 27.02 t~ TC COMPRESSION= -33,589.91 MAX BC TENSION= 34,388.53 INT TC PANEL LENGTH= 28.00 MAX INT BC PANEL LENGTH= 56.00 I I .TRESS ANALYSIS: 28LH232/128 323 , I.S.P. / MEXAM, INC .CARLSBAD CA RUN ON 5-12-97 ··' 17-0202 SMAC 3AA ;::· · • .~ &..,;; • .. ~SE LENGTH WORKING LENGTH DEPTH 28 47-10 1/2 47-6 1/2 I ': PANLS LE= I: PANELS LE= IRST HALF LE= lRST DIAG LE= 4-8 3-6 o-7 1/4 5-3 1/4 ,~PTHS LE= 28.000 JL TIPLE LOADING: . I 9 BC PANELS AT 4-8 END STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 28~000 EFF DEPTH 27.02 RE= 4-8 RE= ·.3-6· RE= ~0-; 7 1/4 RE= ,5-3 1/4 RE= 28.000 T LOAD OF 1,000 LBS AT PANEL PT 11 23.94'LE 23.94'RE l)DITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION )DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS 0DITIONAL TOR CHORD LOAD : 92900 IXTRA SHEAR ADDED. TO EACH WEB= 500 ~IFORM TC LOAD=· 232 UNIFORM BC LOAD= 0 _L LOADS SHOWN REDUCED BY 25% MIN SHR= 1,127.78 TL= -------------STRESS 9,022.25 l~ACTIONS R1= +4,511.13 R2= 0 MEM TC F BC F l W2 -8,436 0 IIL TED END STRUT +4,511.12 ANALYSIS SHEAR 4,221 WEB F 10,550 csc 2.234 WEB L 60.38 PP DISTANCE 0-·2 V1S -8,205 0 2 W3 -8,205 9,219 .3 W4 -12,763 9,2~9 94 ws -12,763 15,886· 5 W6 -18,589 15,886 lit W7 -18,589 20,871 • we -22,732 20,871 3 W9 -22,732 24,172 9 W10 -25,192 24,172 9) w11 -25,192 25,791 ~ W11 -25;192 25,791 2 W10 -25,192 24,172 W9 -22,732 24,172 W8 -22,732 20,871 r 5 W7 -18,589 20,871 W6 -18,589 15,886 W5 -12,763 15,886 W4 -12,763 9,219 ' 9 W3 -8,205 9,219 IILTED END STRUT VlS -8,436 0 W2 -8,436 11 SE SQ END V1 END PNL V2 INTERIOR 9,219 0 -----STD TC COMPRESSION= -94,867.43 444 3,777 3,420 3,014 2,608 2,202 1,796 1,390 984 578 -577 -983 -1,389 -1,795 -2~201 -2,607 -3,013 -3,419 -3,777 444 -4,221 VERTICALS 4,511 444 406 MAX INT TC PANEL LENGTH= 28.00 MAX I -500 -4,428 5,645 -5,060 4,475 -3,891 3,306 -2,721 2,137 -1,624 -1,624 2,137 -2,721 3,306 -3,891 4,4!5 -5,060 5,645 -4,428 -500 10,550 1.126 -1.035 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.035 -1.126 -2.234 30.43 27.97 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 27.97 30.43 60.38 -4,511 1.000 27.02 -500 1.126 30.43 -406 1.000 27.02 BC TENSION= 25,791.39 INT BC PANEL LENGTH= 3-6 4-8 5-3 7-7 9-11 12-3 14-7 16-11 19-3 21-7 23-11 26-3 28-7 30-11 33-3 35-7 37-11 40-3 42-7 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 44-4 1/2 43-2 1/2 56.00 J23 I.S.P. / MEXAM, INC RUN ON S-12-97 SMAC CARLSBAD CA JAA WORKING LENGTH 47-6 1/2 DEPTH 28 :: PANLS LE= I: PANELS LE= IRST HALF LE= :CRST DIAG LE= 4-8 3-6 o-7 1/4 5-3 1/4 9 BC PANELS AT 4-8 END STRUT TILTED SPECIAL 1ST COMP tPTHS 'JL TIPLE LE= 28.000 LOADING: ... CENTERLINE= 28.000 I ~!FORM TC LOAD= -207 UNIFORM BC LOAD= 0 TE: UNIFORM LOAD IS NET UPLIFT L LOADS SHOWN REDUCED BY 25% !!ACTIONS Rl= --3·,690.42 R2= -3,690.42 MIN SHR= EFF DEPTH 27.02 RE= 4-8 RE= ·.3-6· RE= .lo-, 7 1/4 RE= ,5-3 1/4 RE= 28.000 922.61 TL= -------------STRESS ANALYSIS --------------7,380.84 l MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 6,858 0 -3,431 -7,668 2.234 60.38 o-2 fl TED END STRUT V1S 6,652 0 -396 446 1.126 30.43 3-6 2 W3 6,652 -7,467 -3,035 3,142 -1.035 27.97 4-8 I W4 10,282 -7,467 -2,716 -3,912 1.440 38.91 5-3 1/4 W5 10,282 -12,722 -2,354 3,390 -1.440 38.91 7-7 1/4 W6 14,787 -12,722 -1,992 -2,869 1.440 38.91 9.;.11 1/4 6 W7 14,787 -16,476 -1,630 2,347 -1.440 38.91 12-3 1/4 I we 17,790 -16,47.6 -1,267 -1,825 1.440 38.91 14-7 1/4 W9 17,790 -18,729 -905 1,328 -1.440 38.91 i6-11 1/4 9 WlO 19,292 -18,729 -543 -1,328 1.440 38.91 19-3 1/4 '2 W11 19,292 -19,479 -181 1,328 -1.440 38.91 21-7 1/4 Wll 19,292 -19,479 181 1,328 1.440 38.91 23-11 1/4 W10 19,292 -18,729 543 -1,328 -1.440 38.91 26-3 1/4 I W9 17,790 -18,729 905 1,~28 1.440 38.91 28-7 1/4 w0 17,790 -16,476 1,267 -1,825 -1.440 38.91 30-11 1/4 W7 14,787 -16,476 1,630 2,347 1.440 38.91 33-3 1/4 6 . W6 14,787 -12,722 1,992 -2,869 -1.440 38.91 35-7 1/4 I W5 10,282 -12,722 2,354 3,390 1.440 38.91 37-11 1/4 W4 10,282 -7,467 2,716 -3,912 -1.440 38.91 40-3 1/4 9 W3 6,652 -7,467 3;035 3,142 1.035 27.97 42-7 1/4 rLTED END STRUT V1S 6,858 -7,467 -396 446 -1.126 30.43 44-4 1/2 ·o W2 6,858 -o 3,431 -7,668 -2.234 60.38 43-2 1/2 l -----STD VERTICALS SE SQ ENO 3,690 -3,690 1.000 27.02 Vl END PNL -396 446 1.126 30.43 ~3 V2 INTERIOR -362 362 1.000 27.02 t~ TC COMPRESSION= 0.00 MAX BC TENSION= 0.00 INT TC PANEL LENGTH = 28.00 MAX INT BC PANEL LENGTH= 56.00 I I .:,; . ·.·:;". ~-~-. ~~ J23 ILH232/128 -0202 SMAC CARLSBAD IM -------MULTIPLE ANALYSIS SUMMARY TC TEN TC COM 69,675 -78,111 I 69,675 -77,880 69,675 -82,438 -1, 69,675 -82,438 -69,675 -88,264 69,675 -88,264 69,675 -92,407 J 69,675 -92-~407 I 69,675 -94,867 69,675 -94,867 l. 69,675 -94,867 -69,675 -94,867 69,675 -92,407 69,675 -92,407 3 69,675' · -88,264 I 69,675 -88,264 69,675 -82,438 3 69,675 -82_,438 I 69,675 -77,880 69,675 -78,111 l 0 0 I 0 0 0 0 ~XIMUM UNIFORM LOAD: I I I I I I I I I BC TEN BC COM 0 0 12,292 -7,467 12,292 -7,467 21,182 -12 ,·722 21,--18? :-12,722 27,828 -16,476 27,82~ -16,476 32,230 -18,729 32,230 -18,729 34,388 -19,479 . 34,388 -19,479 -32,230 -18,729 32,230 -18,729 27,828 -16,476 27,828 -16,476 21,182 -12,722 21,182 -12,722 12,292 -7,467 12,292 -7,467 0 -o 0 0 0 0 0 0 TOP CHORD= 232 .-.::-. ·-... . .-. -" ~:::--.:-: • ~ "l,, -:. -':..:-,.:-• " ·-',.,-<',1-. • .. '., . • .. ·. -· RUN ON 5-12-97 CA JAA ·--· ------- WEB TEN WEB COM 13,694 -7,668 3,142 -5,731 · 7,286 -i, 9'12 3,390 -6',507 5,727 -2,869 2,347 -4,948 4,168 -1,825 1,328 -3,389 2,609 -1,328 1,328 -2, 165 1,328 -2 ,165 2,609 -1,328 -1,328 -3,389 4,168 -1,825 2,347 -4,948 5,727 -2,869 3,390 -6,507 7,286 -3,912 3, 142· -5,731 13,694 -7,668 0 -6,014 446 -666 362 · -541 . .,. --. I .• LH232/·128 J23 "1-0202 SMAC -------CONSOLIDATE LEFT TC TEN TC COM BC TEN 69,675 -78,111 0 69,675 -77,880 12,292 69,675 -82,438 12,292 69,675 -82,438 21,182 6?,675 · -88,264 21~182 69,675 -88,264 27,828 69,675 -92,407 27,828 69,675 -92·,407 32,230 69,675 -94,867 32,230 69,675 -94,867 34,388 0 0 0 0 0 0 0 0 0 CARLSBAD CA · & RIGHT BC COM -o -7,467 -7,467 -12;722 .-12 ,722 -16,476 -16,476 -18,729 -18,729 -19,479 0 0 0 WEB TEN 13,694 3,142 7,286 3,390 5,727 2,347 4,168 1,328 2,6~9 1,328 0 446 362 'AXIMUM UNIFORM LOAD: TOP CHORD= 232 I I I I I I I I I I I I JAA WEB COM -7,668 -5,731· -!,912 -6,507 -2,8~9 -4,948 -1,825 -3,389 -1,328 -2, 165 -6,014 -666 -541 -t.: J,1.:., J :£.::. i,;~ ,:-,,_:: ,=;:.. .,. ' • I~ ·-,,,v .. .._ I l ternatioal Structural Products _MBER SIZES: 28LH232/128. J23 El Paso , Texas 7-0202 SMAC CARLSBAD CA JAA I = ?.:NDING LOAD = = 50,000.000 232.000 28.000 Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= rTSI~E 2~~PTH 'EA= 0.6250 y(x) = 0.5600 Ryy 1.2284 Rz 30,000.000 94,867.434 27.020 • • 0:3950 = .... = 37 · ' EA= 1.7770 Rx = 0 .8650 Sl ... :TUAL EFF DEPTH= IRRECTED LOAD TC= Rx= 22.776 USING /Rz = 23.768 USING • = 27,888.8 USING D PANEL MOMENT= D PANEL fb = a/Fa = I X LOAD (FILLERS)= LLER PANELS REQD = = 0.9220. Rz = 0.5890 Ryy = 1.6471 = 1.7456 Ss = 0.7072 Qs = 1.0000 26.575 GAP BETWEEN CHORD= 1.000 96,455.995 BC =. 34,964.368 L = 27.99 L/Ryy= 21.856 USING L = 36.00 L ~ 13.99 WITH FILLERS K= 0.75 L/R= 23.76 F'e= 287,863.64 Cm= 0.96228 631.537 PANEL POINT MOM = 1,263.075 180.887 PANEL POINT fb = 892.935 0.973 BENDING RATIO = 0.006 99,471.73 MAX LOAD NO FILLER= 94,258.62 4 MIN WELD LE~ 2X = 1.039 Ip CHORD C STRESS mp= pp= 0.97956 USING TC=.37 = 3 X 3 X .312 28,033.05800 = 27,971.49513 USING BC= 23 = ·2 X 2 X .163 'ORO WT = 793.811 CHORD WT/FT END PANEL CHECK W= 232 I D PANEL CHECK IAL LOAD a I PANEL PT = = = = = ANEL PT= 24,334.7 .TTOM CHORD L/Rz= IJix BRIDGING CHECK OMENT OF INERTIA= LEFT-ENO 79,418.97 25,348.23 1,988.35 0.915 MID PANEL= 141.772 TC= 23.33' 656.5 I ;C TENSION STRESS= 19,932.95 COMPRESSION CENTER LENGTH AXIAL STRESS fa F'e fb MID-PANEL fa/Fa 0.9130 FILLERS TC OAL/Ryy BC= . 24 .56' LL 360= 228.2 = = = = = = = LL I COMPRESSION ACTUAL= 19,806.07 COMPRESSION ACTUAL= 19,806.07 ALLOW= 9,379.9 ALLOW= 20,875.1 16.578 40.00 22,346.36 79,340.14 741.33 0 .881 . L/R= 43.38 ' 346.364 240= 342.4 NO FILLER FILLER ****************BC FILLERS REQD**************** lx BC BROG DIST= 9-8 FOR l/ryy BC COMP CHECK 1AX BRDG BC l/ryy of 200 = 20.47 I I I . ' . . .. ~ .. . -~""{-::. .-l,.. RUN .ON 5-12-97 -' • w\ .... ,. • ·-·~·:-;i1l'- I 1B DESIGN·: 28LH232/128 J23 -0202 SMAC CARLSBAD CA -. ..: ___ -_RUN ON 5-12-97 :JAA" I "TC= 37 = 3 X 3 X .312 BC= 23 = 2 X 2 X .163 ------WEB DESIGN ------ IMBER sz QTY ACTUAL T W2 1C 2 B 13,694 : W3 20 1 3,142 ALLOW T ACTUAL C ALLOW C WELD THJ< ANGLE NAME 19,755 7,668 9,257 8.2 . 11":3 J. 1/2 X 1 1/2 X .113 14,665 5,731 · 7,992 3.1 .126 2 X 2 X .125 • W4 lE lr 7,,286 ws lJ 1 3,390 W6 18 1 5,727 -10,877 3,912 5,390 4.0 .125 1 1/2 X 1 1/2 X .125 13,453" 6,507 6,705 2.9 .156 1 1/2 X 1 1/2 X .156 8,999 2,869 3,182 3.6 .110 1 1/4 X 1 1/4 X .125 ) W7 lE 1 2·~347 10,877 4,948 5,390 2 .7·' .125 1 1/2 X 1 1/2 X .125 I W8 15 1 4,168 W9 lC 1 1,328 7,908 1,825 2,819 2 .6,; .109 1 1/4 X 1 1/4 X .109 9,877 3,389 4,850 2.1 .113 1 1/2 X 1 1/2 X .113 } W10 10 1 2,609 . 6,241 1,328 1,401 2.0 .109 1 X 1 X .109 I W11 15 1 1,328 SE 10 2 B 0 7,908 2,165 2,819 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTICALS 12,483 6,014 8,794 3.8 .109 1 X 1 X .109 -, Vl 10 1 446 I V2 10 1 362 6,241 1,149 2,291 2.0 .038 1 X 1 X .109 6,241 1,023 2,894 2.0 .034 1 X 1 X .109 I I I I I & I I I I I I . . ... . . . ; ~~;}:::_·.:~ I rRESS ANALYSIS: 28K232/128~\ J24 ,-0202. SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA 5-12-97 ~SE LENGTH WORKING LENGTH ~7-11 1/2 47-7 1/2 I ~ PANLS LE= 4-8 · DEPTH 28 EFF DEPTH 27.02 RE= 4-8 RE=· -3-6 I PANELS LE~ 3-6 RST HALF LE= 1-3 3/4 CRST DIAG LE= 5-11 3/4 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= ~1 ... 3 3/4 RE= ·5-11 3/4 .,PTHS LE= 28. 000 CENTERLINE= 28.000 RE= 28.000 JL TIPLE LOADING: I I LOAD OF 1,200 LBS AT PANEL PT 12 TRA SHEAR ADDED TO EACH WEB= 600 ~!FORM TC LOAD= 232 UNIFORM BC LOAD= 0 23.98'LE 23.98'RE l=ACTIONS Rl= · +6~124.50 R2= +6,124.50 MIN SHR= 1,531.13 -----~-------STRESS ANALYSIS------------- MEM TC F BC F SHEAR WEB F CSC WEB L 1 W2 -11,467 0 5,737 14,163 2.234 60.38 ILTED END STRUT V1S -11,117 0 674 -759 1.126 2 W3 -11,117 14,069 5,063 -6,555 -1.157 I W4 -18,105 14,069 4,544 6,880 1.337 W5 -18,105 21,729 4,080 -6,259 -1.337 ? W6 -24,941 21,729 3,616 5,638 1.337 16 W7 -24,941 27,741 3,152 -5,018 -1.337 W8 -30,128 27,741 2,688 4,397 1.337 W9 -30,128 32,104 2,224 -3,777 -1.337 :J I 2 -i W10 -33,667 32,104 1,760 3,156 1.337 Wll -33,667 34,818 1,296 -2,535 -1.337 W12 -35,557 34,818 832 2,047 1.337 W12 -35,557 34,818 -831 2,047 -1.337 W11 -33,667 34,818 -1,295 -2,535 1.337. WlO -33,667 32,104 -1,759 3,156 -1.337 W9 -30 ;128 32,104 -2 ,22.3 -3 ,777 1.337 W8 -30,128 27,741 -2,687 4,397 -1.337 W7 -24,941 27,741 -3,151 -5,018 1.337 W6 -24,941 21,729 -3,615 5,638 -1.337 9 ws -18,105 21,729 -4:079 -6,259 1.337 I W4 -18,105 14,069 -4,543 6,880 -1.337 W3 -11,117 14,069 -5,063 -6,555 1.157 .TED END·STRUT VlS -11,467 W2 -11,467 14,069 674 0 -5,737 -----STD VERTICALS -759 -1 .126 14,163 -2.234 30.43 31.27 36 .13 36.13 36 .13 36.13 36 .13 36 .13 36 .13 36 .13 36 .13 36 .13 36 .13 36 .13 36 .13 36 .13 36.13 36 .13 36 .13 36.13 31.27 30.43 60.38 I I SE SQ END Vl END PNL V2 INTERIOR 6,124 674 -6,124 1.000 27.02 !AX rx I TC COMPRESSION= -35,557.47 1,664 MAX MAX INT TC PANEL LENGTH= 24.00 -759-1.126 30.43 -1,664 1.000 27.02 BC TENSION= 34,818.46 INT BC PANEL LENGTH= TL= 12,249.00 PP DISTANCE o-2 3-6 4-_8 5-11 3/4 7-11 3/4 9.:..11 3/4 11-11 3/4 13-11 3/4 15-11 3/4 17-11 3/4 19-11 3/4 21-11 3/4 23-11 3/4 25-11 3/4 27-11 3/4 29-11 3/4 31-11 3/4 33-11 3/4 35-11 3/4 37-11 3/4 39-11 3/4 41-11 3/4 44-5 1/2 43-3 1/2 48.00 ~-~4-~~ I , TRESS ANALYSIS: 28K232/1261Jr .J24 SMAC I.S.P. / MEXAM, INC RUN ON r-0202 CARLSBAD CA · .JAA ASE LENGTH 47-11 1/2 I C PANLS LE= a: PANELS LE= .RST HALF LE= IRST DIAG LE= WORKING LENGTH 47-7 1/2 DEPTH 28 4-8 3-6 1-3 3/4 5-11 3/4 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP LE= 28.000 'JL TIPLE LOADING: CENTERLINE= 28.000 I EFF DEPTH 27.02 RE= 4-8 RE= ·.3-6. RE= .-1 ... 3 3/4 RE= '5-11 3/4 RE= 28.000 ~ LOAD OF 1,200 LBS AT PANEL PT 12 23.98'LE 23.98'RE DITIONAL CHORD LOADS ARE "ADDED AS BOTH COMPRESSION AND TENSION DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS i DITIONAL TOP CHORD LOAD : 6300 TRA SHEAR ADDED TO EACH WEB= 600 IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 LL LOADS SHOWN REDUCED BY 25% ' ACTIONS Rl= +4,593.38 R2= -------------STRESS MIN SHR= 1,148.34 TL= -~ ,,., .. _ s-Ii-97 9,186.75 0 MEM TC F BC F Ii:_ W2 -8,600 0 +4,593.38 ANALYSIS SHEAR 4,303 WEB F 10,957 csc 2.234 WEB L 60.38 PP DISTANCE 0-2 11LTED END STRUT VlS -8,338 0 2 W3 -8,338 10,552 • W4 -13,579 10,552 • W5 -13,579 16,297 5 I 8 -I W6 -18,706 16,297 W7 -18,706 20,805 W8 -22,596 20,805 W9 -22,596 24,078 WlO -25,250 24,078 W11 -25,250 26,113 W12 -26,668 26,113 W12 -26,668 26,113 Wll -25,250 26,113 WlO -25,250 24,078 5 W9 -22,596 24,078 9S W8 -22,596 20,805 ll7 W7 -18,706 20,805 8 W6 -18,706 16,297 f W5 -13;579 16,297 W4 -13,579 10,552 _1 W3 -8,338 10,552 "IL TED END STRUT 505 3,797 3,408 3,060 2,712 2,364 2,016 1,668 1,320 972 624 -624 -972 -1,320 -1-,668 -2,016 -2,364 -2,712 -3,060 -3,408 -3,797 -569 -5,090 5,360 -4,895 4,429 -3,964 3,498 -3,033 2,568 -2,102 1,637 1,637 -2, 102 2,568 -3,033 3,498 -3,964 4,429 -4,895 5,360 -5,090 1.126 -1 .157 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.33? -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.157 30.43 31.27 36 .13 36 .13 36 .13 36.13 36 .13 · 36.13 36 .13 36 .13 36 .13 36.13 36 .13 36.13 36 .13 36 .13 36.13 36.13 36 .13 36 .13 31.27 l VlS -8,600 10,552 505 -569--1.126 10,957 -2.234 30.43 60.38 W2 -8,600 SE SO END Vl END PNL V2 INTERIOR 0 -4,303 -----STD VERTICALS 4,593 -4,593 1.000 27.02 505 -569 1.126 30.43 1,248 -1,248 1.000 27.02 TC COMPRESSION= -31,393.10 MAX BC TENSION= 26,113.84 MAX INT BC PANEL LENGTH= INT TC PANEL LENGTH= 24.00 3-6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 3/4 44-5 1/2 43-3 1/2 48.00 I TRESS ANALYSIS: .-0202 llsE LENGTH 47-11 1/2 I 28K232/128i J24 SMAC WORKING LENGTH 47-7 1/2 C PANLS LE= 4-8 I.S.P. / MEXAM, INC CARLSBAD CA DEPTH 28 EFF DEPTH 27.02 RUN ON JAA RE= 4-8 5-12-:97 - PANELS LE7 3-6 RST HALF LE= ·1-3 3/4 RST DIAG LE= 5-11 3/4 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= ·. 3-6· RE= ~1-r 3 3/4 RE= ·5-11 3/4 IPTHS LE= 28.000 ULTIPLE LOADING: CENTERLINE= 28.000 RE= 28.000 I ' IFORM TC LOAD= -207 UNIFORM BC LOAD= TE: UNIFORM LOAD IS NET UPLIFT L LOADS SHOWN REDUCED BY 25% 0 ·EACTIONS R1=· -3,696.89 R2= -3,696.89 I -------------STRESS ANALYSIS MIN SHR= 924.22 WEB L 60.38 MEM TC F BC F SHEAR 1 W2 6,871 0 -3,438 ILTED END STRUT V1S 6,637 0 -451 2 W3 6,637 -8,378 -2,986 - W4 10,722 -8,378 -2,639 W5 10,722 -12,791 -2,328 W6 14,583 -12,791 -2,018 6 W7 14,583 -16,100 -1,707 I we· 17,341 -16,100 -1,397 W9 17,341 -18,307 -1,086 9 W10 18,996 -18,307 -776 I Wll 18,996 -19,410 -465 W12 19,548 -19,410 -155 .2 W12 19,548 -19,410 155 I W11 18,996 -19,410 465 WlO 18,996 -18,307 776 . W9 17~341 -18,307 1,086 .6 W8 17,341 -16,100 1,397 Iii' W7 14,583 -16,100 1,707 113 W6 14,583 -12,791 2,018 ~9 W5 10,722 -12,791 ~,328 I W4 10,722 -8,378 2,639 W3 6,637 -8,378 2,986 'ILTED END STRUT I 23 t 1AX VlS 6,871 W2 6,871 SE SQ END V1 END PNL V2 INTERIOR TC COMPRESSION= -8,378 -o -----STD -451 3,438 VERTICALS 3,696 -451 -310 0.00 MAX rx INT TC PANEL LENGTH= 24 .00 . MAX I WEB F -7,683 508 3,457 -3,530 3,114 -2,699 2,284 -1,868 1,453 -1,236 1,236 -1,236 -1,236 1,236 -1,236 1,453 -1,868 2,284 -2,699 3,114 -3,530 3,457 508 -7,683 csc 2.234 1.126 -1.157 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.157 -1.126 -2.234 30.43 31.27 36 .134 36.13 36.13 36.13 36 .13 36.13 36 .13 36.13 36.13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 31.27 30.43 60.38 -3,696 1.000 27.02 508 1.126 30.43 310 1.000 27.02 BC TENSION= 0.00 INT BC PANEL LENGTH= . ,· TL= -7,393.78 PP DISTANCE o-2 3-6 4-8 5-11 3/4 7-11 3/4 9-11 3/4 11-11 3/4 13-11 3/4 15-11 3/4 17-11 3/4 19-11 3/4 21-11 3/4 23-11 3/4 25-11 3/4 27-11 3/4 29-11 3/4 31-11 3/4 33-11 3/4 35-11 3/4 37-11 3/4 39-11 3/4 41-11 3/4 44-5 1/2 43-3 1/2 48.00 I 13K232/128<; J24 7-0202 SMAC CARLSBAD CA -------MULTIPLE ANALYSIS SUMMARY BC COM 0 -8,378 TC TEN TC COM BC TEN 6,871 -13,325 0 6,637 -13,063 14,069 10,722 -18,304 14,069 10,722 -18,304 21,729 14,583 -24,941 21~729 14,583 -24,941 27,741 17,341 -3~,128 27,7~i 17,341 -30,128 32,104 18,996 -33,667 32,104 18,996 -33,667 34,818 19,548 -35 ,557 . 34,818 19,548 -35,557 34,818 18,996 -33,667 34,818 18,996 -33,667 32,104 17,341 -30,128 32,104 17,341 -30,128 27,741 14,583 -24,941 27,741 3 14,583 -24,941 21,729 IJ] 10,722 -18,304 21,729 10,722 -18,304 14,069 1 6,637 -13,063 14,069 123 6,871 -13,325 O 0 0 0 4 0 0 0 5 0 0 0 -8,378 -12;791 .-12, 791 -16,100 -;-16,100 -18,307 -18,307 -19,410 -19,410 -19,410 -19,410 -18,307 -18,307 -16, 100· -16 ,100. -12,791 -12,791 -8,378 -8 ,378· -o 0 0 0 l~XIMUM UNIFORM LOAD: TOP CHORD= 232 I I I I I I I I .. ,· .. -~-· .... · ... WEB TEN 14,163 3,457 6,880 3,114 5,638 2,284 4,397 1,453 3, 15_6 ,, 1,236 2,047 2,047 1,236 3,156 1,453 .4 ,397 2,284 5,638 3,114 6,880 3,457 14,163 0, 508 310 ... . ·. ;.~}~~. ~ . ~- __ , _., _. -RUN .ON ·<s-12-97 . JAA-' ·.· WEB COM -7,683 -6,555' -~.530 -6,259 -2,699. -5,018 -1,868 -3,777 -1,236 -2,535 -1,236 -1,236 -2,535 -1,236 -3,777 -1,868 -5,018 -2,699 -6,259 -3,530 -6,555 -7,683 -6, 124 -759 -1,664 ~~-, .. I 18K232/128f\ J"24 '7-0202 SMAC CARLSBAD CA lM -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM BC TEN BC COM WEB TEN 1 6,871 -13,325 0 -o 14,163 I; 6,637 -13,063 14,069 -8,378 3,457 10,722 -18,304 14,069 -8,378 6,880 4 10,722 -18,304 21,729 -12;791 3,114 i 14,583 -24,941 21..., 7~9 .-12 ,791 5,638 14,583 -24,941 27,74'1 -16,100 2,284 17,341 -30,128 27,741 -16,100 4,397 8 17,341 -36, 128 32,104 -18,307 1,453 16 18,996 -33,667 32,104 -18,307 3 ,1~6 18,996 -33,667 34,818 -19,410 1,236 1 19,548 -35,557 34,818 -19,410 2,047 J. 0 0 0 0 0 0 0 0 0 508 4 0 0 0 0 310 IAXIMUM UNIFORM LOAD: TOP CHORD= 232 I I I I I I I I I I I .. .. •r'- :-_1 -•,,. RUN _ON . 5-12-97 JAA WEB COM -7,683 -6 ,sss· -!l,i30 -6,259 -2,6~9 -5,018 -1,868 -3,777 -1,236 -2,535 -1,236 -6,124 -759 -1,664 .. ,',-,J. ,..;'t, ~· .. ~.1.~~.'. ~!-:-.: -~- I l,ternatioal Structural ~roducts ~MBER SIZES: 28K232/12~'. J24 17-0202 SMAC = 50,000.000 ~NDING LOAD = 0.000 ITSIDE DEPTH = 28.000 = 23 REA= 0.6250 y(x) = 0.5600 El Paso , Texas CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy 1.2284 Rz JAA 30,000.000 35,557.473 27 .020· ~ I = 0~3950 -= 25 & _ fEA = 0.7150 Rx = 0.6170 · Rz = 0.3940 Ryy = 1.2341 = 0.5690 Sl = 0.4780 Ss = 0.1900 Qs -1.0000 CTUAL EFF DEPTH= 26.871 GAP BETWEEN CHORD= 1.000 f RRECTED LOAD TC= 35,754.640 BC =. 35,011.534 Rx= 38.897 USING L = 24.00 L/Ryy= 29.169 USING L = 36.00 /Rz = 30.456 USING L = .12.00 WITH FILLERS K= 1.00 • = 25,985.7 USING L/R= 38.89 F'e= 98,695.87 Cm= 0.00000 X LOAD (FILLERS)= 37,5~1.20 MAX LOAD NO FILLER= 32,584.73 LLER PANELS REQD = 6 MIN WELD LEN 2X = 0.375 I ( fa/Fa) STRESS = = 0.96219 USING TC= 25 = 2 X .2 X .187 28,00~.22741 USING BC= 23 = 2 X 2 X .163 = 443.612 CHORD WT/FT END PANEL CHECK W= 232 f D PANEL ALLOWABLE FORCES REDUCED 10 % D PANEL CHECK = LEFT END LENGTH IAL LOAD = 13,399.26 AXIAL STRESS fa a = 12,916.45 F'e = I PANEL PT __ = 7,802.10 fb MID-PANEL 0.920 fa/Fa = ANEL PT= 17,172.2 MID PANEL= 0.8478 NO FILLERS IRST PANEL CHECK= LEFT END LENGTH 1XIAL LOAD = 13,136.44 AXIAL STRESS fa I. = 19,895.48 F'e ... PANEL PT __ = 7,802.10 fb MID-PANEL 0.942 fa/Fa = 1ANEL PT= 16,988.4 MID PANEL= 0.4775 NO FILLERS lrroM CHORD L/Rz= 121.518 TC OAL/Ryy = 1AX BRIDGING CHECK TC= 14.91' BC= 24.56' 9.248 = 40.00 = 9,370.11 = 35,530.51 = 2,641.94 0.725 L/R=lOl.52 = 29.75. = 9,186.32 = 64,231.42 & = 432.20 0.461 L/R= 75.50 463.063 rMENT OF INERTIA= 482.6 LL 360= 166.9 LL 240= 250.3 -c TENSION STRESS= 13,745.89 If COMPRESSION CENTER II: COMPRESSION ACTUAL= 19,517.96 ALLOW= 12,767.1 NO FILLER ~c COMPRESSION ACTUAL= 19,517.96 ALLOW= 23,935.3 FILLER I ****************BC FILLERS RECD**************** 1AX BC BROG DIST= 9-9 3/8 FOR 1/ryy BC COMP CHECK rx BROG BC l/ryy of 200 = 20.47 I RUN.ON 5-12-97 I 1B DESIGN: 28K232/1288 J24 -0202 SMAC CARLSBAD CA-.JAA RUN ON 5-12-97 I TC= 25 = 2 X 2 X .187 BC= 23 = 2 X 2 X .163 ------WEB DESIGN ------ rMBER sz QTY ACTUAL T W2 1G 2 8 14,163 2 W3 1J 1 3,457 ALLOW T ACTUAL C ALLOW C WELD THK ·ANGLE NAME 21,543 7,683 7,903 7.0 .1~8 .• 1 1/2 X 1 1/2 X .138 13,453 6,555 7,135 2.9 .156 1 1/2 X 1 1/2 X .156 i W4 1C 1 6,880 ws 20 1 3,114 W6 1C 1 5,638 9,8-77_ 3,530 4,152 4.1 .113 1.-1/2 X 1 1/2 X .113 14,665' 6,259 8,226 3.4 .125 2 X 2 X .125 9,877 2,699 4,152 · 3 .4 .113 1 1/2 X 1 1/2 X .113 :, W7 lJ 1 2··,2e4 .. 2 .2' 13,453 5,018 5,593 .156 1 1/2 X 1 1/2 X .156 I w0 15 1 4,397 W9 1C 1 1,453 7,908 1,868 2,305 ~-8 .109 1 1/4 X 1 1/4 X .109 9,877 3,777 4,152 2.3 .113 1 1/2 X 1 1/2 X .113 ~ WlO 15 1 3,156 . 7_,908 1,236 2,305 2.0 .109 1 1/4 X 1 1/4 X .109 I Wll 18 1 1,236 W12 15 1 2,047 . 8,999 2,535 2,601 2.0 .110 1 1/4 X 1 1/4 X .125 7',908 1,236 2,305 2.0 .109 1 1/4 X-1 1/4 X .109 ----STANDARD VERTICALS .., SE 10 2 8· 0 I Vl 10 1 508 V2 10 1 310 12,483 6,124 8,026 3.8 .109 1 X 1 X .109 5,617 938 1,4~4 2.0 .031 1 X 1 X .109 6,241 1,842 2,049 2.0 .062 1 X 1 X .109 I I I I I I I I I I I .·. ,, ~~--~~~ I TRESS ANALYSIS: 28K232/1288 J25 ,.-0202. SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA 'tsE LENGTH WORKING LENGTH DEPTH 28 47-10 1/2 47-6 1/2 I -PANLS LE= 4-8 10 BC PANELS AT 4-0 -I PANELS LE=:= 3-6 END STRUT TILTED RST HALF LE= 1-3 1/4 SPECIAL 1ST COMP IRST DIAG LE= 5-11 1/4 IPTHS LE= 28.000 CENTERLINE= 28.000 'JL TIPLE LOADING: I EFF DEPTH 26.871 RE= 4-8 RE= ·,3-. 6· RE= "1, 3 1/4 RE= •5-11 1/4 RE= 28.000 ~ LOAD OF 1,200 LBS AT PANEL PT 12 23.94'LE 23.94'RE TRA SHEAR ADDED TO EACH WEB= 600 IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 EACTIONS Rl=· +6~114.83 R2= +6,114.83 MIN SHR= 1,528.71 TL=· -------------12,229.67 I -----.--------STRESS ANALYSIS MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 -11,511 0 5,728 14,204 2.244 60.31 o-2 'LTED END STRUT VlS -11,162 0 669 -754 1.127 30.29 3-6 2 W3 -11,162 14,033 5,058 -6,506 -1.149 30.89 4-8 -W4 -18,092 14,033 4,543 6,897 1.340 36. 024 5-11 1/4 W5 -18,092 21,736 4,079 -6,274 -1.340 36.02 7-11 1/4 W6 -24,965 21,736 3,615 5,652 1.340 36.02 9.;..11 1/4 6 W7 -24,965 27,780 3,151 -5,030 -1.340 36.02 11-11 1/4 I W8 -30,181 27,780 2,687 4,408 1.340 36.02 13-11 1/4 W9 -30,181 32,168 2,223 -3,786 -1.340 36.02 15-11 1/4 9 WlO -33,740 32,168 1,759 3,164 1.340 36.02 17-11 1/4 .I Wll -33,740 34,897 1,295 -2,542 -1.340 36.02 19-11 1/4 W12 -35,640 34,897 '831 2,049 1.340 36 .02. 21-11 1/4 2 W12 -35,640 34,897 -832 2,049 -1.340 36.02 23-11 1/4 l W11 -33,740 34,897 -1,296 -2,542 1.340 36.02 25-11 1/4 • W10 -33,740 32,168 -1,760 3,164 -1.340 36.02 27-11 1/4 W9 -30; 181 32,168 -2,2~4 -3,786 1.340 36.02 29-11 1/4 6 W8 -30,181 27,780 -2,688 4,408 -1.340 36.02 31-11 1/4 t W7 -24,965 27,780 -3 ,152 -5,030 1.340 36.02 33-11 1/4 W6 -24,965 21,736 -3,616 5,652 -1.340 36.02 35-11 1/4 _9 W5 -18,092 21,736 -4·,oao -6,274 1.340 36.02 37-11 1/4 ., W4 -18,092 14,033 -4,544 6,897 -1.340 36.02 39-11 1/4 W3 -11,162 14,033 -5,058 -6,506 1.149 30.89 41-11 1/4 ·rLTED END STRUT • VlS -11,511 14,033 669 -754 -1.127 30.29 44-4 1/2 W2 -11,511 -o -5,728 14,204 -2.244 60.31 43-2 1/2 -----STD VERTICALS 23 SE $Q END 6,114 -6,114 1.000 26.87 t Vl END PNL 669 -754. 1.127 30.29 V2 INTERIOR 1,664 -1,664 1.000 26.87 1AX TC COMPRESSION= -35,640.76 MAX BC TENSION= 34,897.66 rx INT TC PANEL LENGTH= 24.00. MAX INT BC PANEL LENGTH= 48.00 I I rRESS ANALYSIS: 28K232/128~ 325 SMAC I.S.P. / ~EXAM, INC CARLSBAD CA ... RUN ON 5-12~91;;: ... J AA :~;?'.;t~i;, .. ,7-0202 ~SE LEN~TH -1-7-10 1/2 I ~ PANLS LE= I. : PANELS LE=:: CRST HALF LE= [RST DIAG LE= WORKING LENGTH 47-6 1/2 DEPTH 28 4-8 3-6 1-3 1/4 5-11 1/4 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP ,~PTHS LE= 28.000 JL TIPLE LOADING: CENTERLINE= 28.000 I EFF DEPTH 26.871 RE= 4-8 RE= ·.3-6 · RE= ia1, 3 1/4· RE= •5-11 1/4 RE= 28.000 Ir LOAD OF 1,200 LBS AT PANEL PT 12 23.94'LE 23.94'RE )DITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION )DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS )DITIONAL TOP CHORD LOAD : 6300 &TRA SHEAR ADDED TO EACH WEB= 600 ~IFORM TC LOAD= 232 UNIFORM BC LOAD=. 0 _L LOADS SHOWN REDUCED BY 25% .... ; :':·-..:-'};.?< ' _ACTIONS Rl= +4,586.12 R2= +4 ,586 .13 ANALYSIS SHEAR MIN SHR= 1,146.53 TL= 9,172.25 -------------STRESS J MEM· TC F BC F f W2 -8,633 0 LTED END STRUT · VlS -8,371 0 2 W3 -8,371 10,525 t W4 ~13,569 10,545 5 I 8 -I W5 -13,569 16,302 W6 -18,724 16,302 W7 -18,724 20,835 W8 -22,636 20,835 W9 -22,636 24,126 WlO -25,305 24,126 Wll -25,305 26,173 Wl2 -26,730 26,173 W12 -26,730 26,173 W11 -25,305 26,173 WlO -25,305 24,126 5 W9 -22,636 24,126 • 7 , w0 -22,636 20,a35 .7 W7 -18,724 20,835 8 W6 -18,724 16,302 19 ws -13,569 16,302 W4 -13,569 10,525 .1 W3 -8,371 10,525 ·rLTED END STRUT I V1S -8,633 .2 W2 -8 ,633 I! !5 SE SQ END Vl END PNL V2 INTERIOR 10,525 -o -----STD TC COMPRESSION= -31,455.57 4,296 502 3,794 3,407 3,059 2,711 2,363 2,015 1,667 1,319 971 623 -624 -972 -1,320 -1 ',668 -2,016 -2,364 -2,712 -3,060 -3,408 -3,794 502 -4,296 VERTICALS 4,586 502 1,248 MAX iAX AX INT TC PANEL LENGTH= 24.00 MAX WEB F 10,990 -566 -5,052 5,373 -4,907 4,440 -3,974 3,507 -3,040 2,574 -2,107 1,641 1,641 -2, 107 2,574 -3,040 3,507 -3,974 4,440 -4,907 5,373 -5,052 csc 2.244 1.127 -1.149 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 & -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.149 -566. -1 .127 10,990 -2.244 WEB L 60.31 30.29 30.89 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 30.89 30.29 60.31 -4,586 1.000 26.87 -566 1.127 30.29 -1,248 1.000 26.87 BC TENSION= 26,173.24 INT BC PANEL LENGTH= PP DISTANCE o-2 3.:.. 6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 44-4 1/2 43-2 1/2 48.00 I ; -· . -. . TRESS ANALYSIS: .-0202 28K232/li28(/ .125 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON JAA S:-12·-~7- 9'sE LENGTH 47-10 1/2 I WORKING LENGTH 47-6 1/2 : PANLS LE= 4-8 DEPTH 28 EFF DEPTH 26.871 RE= 4-8 • : PANELS LE= 3-6 RST HALF LE= 1-3 1/4 RST DIAG LE= 5-11 1/4 10 BC PANELS AT 4-0 ENO STRUT TILTED SPECIAL 1ST COMP RE= ·.3-6 · RE= .\1-, 3 1/4 RE= -5-11 1/4 tPTHS LE= 28.000 CENTERLINE= 28.000 RE= 28.000 'JL TIPLE LOADING: I f IFORM TC LOAD= -207 UNIFORM BC LOAD= TE: UNIFORM LOAD IS NET UPLIFT -L LOADS SHOWN REDUCED BY 25% 0 EACTIONS l MEM Rl= · -3~690.42 R2= -3,690.42 -------------STRESS ANALYSIS MIN SHR= 922.61 WEB L 60.31 TC F BC F SHE~R 1 W2 6,896 0 -3,431 ' LTED END V1S 2 W3 a; ~; ~ W6 6 W7 I we W9 9 WlO I Wll l W12 2 W12 I-W11 W10 W9 we W7 W6 _9 ws 6 I If W4 .1 W3 ILTED END V1S 12 W2 STRUT 6,662 6,662 10,713 10,713 14,596 14,596 17,369 17,369 19,033 19,033 19,587 19,587 19,033 19,033 17 ,36.9 17,369 14,596 14,596 10,713 10,713 6,662 STRUT 6,896 6,896 23 SE SQ ENO t 1AX Vl END PNL V2 INTERIOR TC COMPRESSION= 0 -8,356 -8,356 -12,793 -12,793 -16,121 -16,121 -18,339" -18,339 -19,449 -19,449 -19,449 -19,449 -18,339 -18,339 -16,121 -16 ,121 -12,793 -12,793 -8,356 -8,356 -8,356 0 -----STD -447 -2,983 -2,639 -2,328 -2,018 -1,707 -1,397 -1,086 -776 -465 -155 155 465 776 1,086 1,397 1,707 2,018 2~328 2,639 2,983 -447 3,431 VERTICALS 3,690 -447 -310 0.00 MAX ,~x INT TC PANEL LENGTH= 24.00 MAX I WEB F -7,702 505 3,430 -3,538 3,122 -2,706 2,289 -1,873 1,457 -1,237 1,237 -1,237 -1,237 1,237 -1,237 1,457 -1,873 2,289 -2,706 3,122 -3,538 3,430 505 -7,702 csc 2.244 1.127 -1.149 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.346 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.149 -1 .127 -2.244 30.29 30.89 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36 .02 . 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 30.89 30.29 60.31 -3,690 1.000 26.87 505. 1.127 30.29 310 1.000 26.87 BC TENSION= 0.00 INT BC PANEL LENGTH= TL= -7,380.84 PP DISTANCE 0-2 3-6 4-8 5-i1 114 7-11 1/4 9-11 1/4 11-11 1/4 13-11 1/4 15-11 1/4 17-11 1/4 19-11 1/4 21-11 1/4 23-11 1/4 25-11 1/4 27-11 1/4 29-11 1/4 31-11 1/4 33-11 1/4 35-11 1/4 37-11 1/4 39-11 1/4 41-11 1/4 44-4 1/2 43-2 1/2 48.00 I l~K232/128:._, J25 1-0202 SMAC 3 I l -I 3 I 1 • -------MULTIPLE ANALYSIS TC TEN TC COM BC TEN 6,896 -13,358 0 6,662 -13,096 14,033 10,713 -18,294 14,033 10,713 -18,294 21,736 14,596 -24,965 21r73~ 14,596 -24,965 27,780 17,369 -30,181 27,789 17,369 -30~181 32,168 19,033 -33,740 32,168 19,033 -33,740 34,897 19,587 -35,640 . 34,897 19,587 -35,640 34,897 19,033 -33,740 34,897 19,033 -33,740 32,168 17,369 -30,181 32,168 17,369 -30,181 27,780 14,596 -24,965 27,780 14,596 -24,965 21,736 10,713 -18,294 21,736 10,713 -18,294 14,033 6,662 -13,096 14,033 6,896 -13,358 0 0 0 0 0 0 0 5 0 0 0 CARLSBAD CA SUMMARY BC COM 0 -8,356 -8,356 -12;793 .-12, 793 -16,121 -16,121 -18,339 -18,339 -19,449 -19,449 -19,449 -19,449 -18,339 -18,339 -16,121 -16,121 -12,793 -12,793 -8,356 -8,356 -o 0 0 0 WEB TEN 14,204 3,430 6,897 3,122 5,652 2,289 4,408 1,457 3,16:4 1,237 2,049 2,049 1,237 3,164 1,457 4,408 2,289 5,652 3,122 6,897 3,430 14,204 o. 505 310 lxrMUM UNIFORM LOAD: TOP CHORD= 232 I I I I I I I I WEB COM -7,702 -6,506 -j,538 -6,274 -2,706_ -5,030 -1,873 -3,786 -1,237 -2,542 -1,237 -1,237 -2,542 -1,237 -3,786 -1,873 -5,030 -2,706 -6,274 -3,538 -6,506 -7,702 -6,114 -754 -1,664 ~ ~l' .--·;,\,.~ .. ,~-. :r_,',"'-~'-...Jr".-•• I -~-.1' "'"f~; IK232112e•9i J25 7-0202 SMAC CARLSBAD CA l::M -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM l 6,896 -13,358 I! 6,662 -13,096 10,713 -18,294 4 10,713 -18,294 I 14,596 -24,965 14,596 -24,965 17,369 -30 ,181 3 17,369 -3Cf, 181 I 19,033 -33,740 19,033 -33,740 1 19,587 -35,640 f 0 0 0 0 ~ 0 0 tXIMUM UNIFORM LOAD: I I I I I I I I I I I BC TEN BC COM WEB TEN 0 -o 14,204 14,033 -8,356 3,430 14,033 -8,356 6,897 21,736 -12;793 3,122 21,.736 .-12 ,793 5,652 27,780 -16,121 2,289 27,780 -16,121 4,408 32, 16'8 -18,339 1,457 32,168 -18,339 3, 16_4 34,897 -19,449 1,237 34,897 -19,449 2,049 0 0 0 0 0 505 0 0 310 TOP CHORD= 232 -"',,. ... ·=-"'· ;'·!·· . . -: ·~-.. :.· ~ ,;::_ . .;- -:;·---..:--·:>. RUN . ON J'AA'· 5-12-97 WEB COM· -7,702 -6,506· -!,538 -6,274 -2 ,70_6_ -5,030 -1,873 -3,786 -1,237 -2,542 -1,237 -6,114 -754 -1,664 I l,ternatioal Structural Products ~MBER SIZES: 28K232/128 J25 El Paso Texas 7-0202 SMAC CARLSBAD CA .JAA I = ~NDING LOAD = = 50 , 000 ·. 000 0.000 28.000 Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= - TSIDE DEPTH = 23 EA= 0.6250 y(x) = 0.5600 Ryy -1.2284 Rz 30,000.000 35,640.769 26.871 ~ -· = 0;3950 C = 25 · , t EA = 0.7150 Rx = 0.6170. Rz = 0.3940 Ryy = 1.2341 = 0.5690 Sl = 0.4780 Ss = 0.1900 Qs = 1.0000 CTUAL EF.F DEPTH .;_· 26 .871 GAP BETWEEN CHORD= 1 .000 8)RRECTED LOAD TC= 35,640.769 BC = _ 34,897.663 .Rx= 38.897 USING L = 24.00 L/Ryy= 29.169 USING L = 36.00 /Rz = 30.456 USING L = .12.00 WITH FILLERS K= 1.00 ' = 25,985.7 USING L/R= 38.89 F'e= 98,695.87 Cm= 0.00000 X LOAD (FILLERS)= 37,53i.20 MAX LOAD NO FILLER= 32,584.73 LLER PANELS REQD = 6 MIN WELD LEN 2X = 0.375 9: (fa/Fa) 9: STRESS = = 0.95912 USING TC= 25-= 2 X .2 X .187 27,918.13045 USING BC= 23 = 2 X 2 X .163 = 442.842 CHORD WT/FT END PANEL CHECK W= 232 f D PANEL ALLOWABLE FORCES REDUCED 10 % D PANEL CHECK = LEFT END LENGTH IAL LOAD = 13,358.49 AXIAL STRESS fa a = 12,916.45 F'e = 8, PANEL PT __ = 7,766.21 fb MID-PANEL 9n 0.921 fa/Fa = ANEL PT= 17,107.8 MID PANEL= 0.8457 NO FILLERS 9.248 = 40.00 = 9,341.60 = 35,530.51 = 2,647.71 0.723 L/R=101.52 4 IRST PANEL CHECK= LEFT END LENGTH = 29. 25 . ,XIAL LOAD = 13,097.00 AXIAL STRESS fa l = 20,139.57 F'e PANEL PT __ = 7,766.21 fb MID-PANEL 0.944 fa/Fa = 'ANEL PT= 16,924.9 MID PANEL= 0.4690 NO FILLERS lTTOM CHORD L/Rz= 121.518 TC OAL/Ryy = IAX BRIDGING CHECK TC= 14.91' BC= 24.56' = = = 9,158.74 66,446.13 & 392.20 0.454 L/R= 74.23 462.253 rMENT OF INERTIA= 482.6 LL 360= 167.7 LL 240= 251.6 -c TENSION-STRESS= 13,697.83 f COMPRESSION CENTER COMPRESSION ACTUAL= 19,449.23 ALLOW= 12,767.1 NO FILLER C COMPRESSION ACTUAL= 19,449.23 ALLOW= 23,935.3 FILLER I ****************BC FILLERS REQD**************** 1AX BC BROG DIST= 9-9 3/4 FOR l/ryy BC COMP CHECK IAX BROG, BC 1/ryy of 200 = 20.47 I RUN.ON 5-12-97 I l ·a DESIGN: 28K232/12a?\~1 .J25 "-0202 SMA~' CARLSBAD CA ··, RUN ON 5-12-97 .JAA I TC= 25 = 2 X 2 X .187 BC= 23 = 2 X 2 X .163 ------WEB DESIGN ------ IIMBER sz QTY _ACTUAL T W2 1G 2 8 14,204 '. W3 1.J 1 3,430 ALLOW T ACTUAL C ALLOW C WELD THK ·ANGLE NAME 21,543 7,702 7,921 7.0 .1ja ,1 1/2 X 1 1/2 X .138 13,453 6,506 7,249 2.9 .156 1 1/2 X 1 1/2 X .156 I W4 1C ~ 6,897 W5 20 1 3,122 ) W6 1C 1 5,652 9 ,8-77_ ;3,538 4,175 4.2 .113 1 1/2 X 1 1/2 X .113 14,665' 6,274 8,243 3.4 .125 2 X 2 X .125 9,877 2,706 4,175 3.4 .113 1 1/2 X 1 1/2 X .113 , W7 1.J 1 2··,2a9 13,453 .. 5,030 2.2' 5,627 .156 1 1/2 X 1 1/2 X .156 I W8 15 1 4,408 W9 lC 1 1,457 7,908 1,873 2,319 ~-8 .109 1 1/4 X 1 1/4 X .109 9,877 3,786 4,175 2.3 .113 1 1/2 X 1 1/2 X .113 ) W10 15 1 3,164 . 7,908 1,237 2,319 2.0 .109 1 1/4 X 1 1/4 X .109 r W11 18 1 1,237 W12 15 1 2,049 8,999 2,542 2,617 2.0 .110 1 1/4 X 1 1/4 X .125 7·,908 1,237 2,319 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTICALS ., SE 10 2 B· 0 I V1 10 1 505 V2 10 1 310 12,483 6,114 8,062 3.8 .109 1 X 1 X .109 . 5,617 933 1,4~6 2.0 .031 1 X 1 X .109 6,241 1,842 .2,072 2.0 .062 1 X 1 X .109 I I I I I I I I I I I I "RESS ANALYSIS: 28K232/128 J26 I.S.P. / MEXAM, INC RUN ON 5-12-97 .. '-0202 SMAC '~SE LEN~TH WORKING LENGTH ~7-10 1/2 47-6 1/2 I PANLS LE= CARLSBAD CA · JAA DEPTH 28 EFF-DEPTH 26.871 RE= 4-8 I, PANELS LE= . RST HALF LE= :RST DIAG LE= 4-8 3-6 1-3 1/4 5-11 1/4 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= .3-6 · RE= ,-1-. 3 1/4 RE= -5-11 1/4 LE= 28.000 JL TIPLE LOADING: CENTERtINE= 28.000 RE= 28.000 I I~ LOAD OF 1,000 LBS AT PANEL PT 12 <TRA SHEAR ADDED TO EACH WEB= 500 ~!FORM TC LOAD= 232 UNIFORM BC LOAD= 0 23.94'LE 23.94'RE :ACTIONS Rl= · +6;014.83 R2= +6,014.83 MIN SHR= 1,503.71 I -------------STRESS ANALYSIS------------- MEM TC F BC F SHEAR WEB F CSC WEB L l W2 -11,310 0 5,628 13,755 2.244 60.31 1-L TED END STRUT VlS -10,961 0 669 -754 1.127 2 W3 -10,961 13,775 4,958 -6,276 -1.149 I W4 -17,745 13,775 4,443 6,628 1.340 W5 -17,745 21,299 3,979 -6,006 -1.340 ·w6 -24,440 21,299 3,515 5,384 1.340 W7 -24,440 27,166 3,051 -4,762 -1.340 W8 -29,477 27,166 2,587 4,140 1.340 W9 -29,477 31,374. 2,123 -3,518 -1.340 WlO -32,857 31,374 1,659 2,896 1.340 W11 -32,857 33,925 1,195 -2,27'3 -1.340 W12 -34,579 33,925 731 2,016 1.340 W12 -34,579 33,925 -732 2,016 -1.340 ~11 -32,857 33,925 -1,196 -2,273 1.340 W10 -32,857 31,374 -1,660 2,896 -1.34d W9 -29,477 31,374 -2,124 -3,518 1.340 6 W8 -29,477 27,166 -2,588 4,140 -1.340 I W7 -24,440 27,166 -3,052 -4,762 1.340 W6 -24,440 21,299 -3,516 5,384 -1.340 9 W5 -17,745 21,299 -3;980 -6,006 1.340 I W4 -17,745 13,775 -4,444 6,628 -1.340 W3 -10,961 13,775 -4,958 -6,276 1.149 ILTED END STRUT 9:, V1S -11,310 .. W2 -11,310 13,775 669 -o -5,628 -----STD VERTICALS -754 -1.127 13,755 -2.244 30.29 30.89 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 30.89 30.29 69.31 3 SE SQ END Vl END PNL V2 INTERIOR 6,014 669 -6,014 1.000 26.87 t "AX rx I TC COMPRESSION= -34,579.21 1,464 MAX MAX INT TC PANEL LENGTH= 24.00 -754. 1.127 30.29 -1,464 1.000 26.87 BC TENSION= 33,925.42 INT BC PANEL LENGTH= TL= 12,029.67 PP DISTANCE o-2 3-6 4-8 5-11 1/4 7-11 1/4 9--11 1/4 11-11 1/4 13-11 1/4 15-11 1/4 17-11 1/4 19-11 1/4 21-11 1/4 23-11 1/4 25-11 1/4 27-11 1/4 29-11 1/4 31-11 1/4 33-11 1/4 35-11 1/4 37-11 1/4 39-11 1/4 41-11 1/4 44-4 1/2 43-2 1/2 48.00 -~~~~- I TRESS ANALYSIS: 28K232/128 326 ,7-0202 SMAC I.S.P. / MEXAM, INC CARLSBAD CA RUN ON ·S-12-:97 JAA ASE LENGTH WORKING LENGTH DEPTH 28 47-10 1/2 47-6 1/2 I :: PANLS LE= I: PANELS LE=:= IRST HALF LE= IRST DIAG LE= ,~PTHS LE= 4-8 3-6 1-3 1/4 5-11 1/4 28.000 ULTIPLE LOADING: I 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP CENTERLINE= 28.000 EFF DEPTH 26.871 RE= 4-8 RE= ·. 3-6· RE= ~lT 3 1/4 RE= ,5-11 1/4 RE= 28.000 IT LOAD OF 1,000 LBS AT PANEL PT 12 23.94'LE 23.94'RE DOITIONAL CHORD LOADS ARE ·ADDED AS BOTH COMPRESSION AND TENSION DDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS DDITIONAL TOP CHORD LOAD : 6300 IXTRA SHEAR ADDED TO EACH WEB= 500 NIFORM TC LOAD= 232 UNIFORM BC LOAD= 0 LL LOADS SHOWN REDUCED BY 25% IEACTIONS Rl= +4,511.12 R2= -------------STRESS MIN SHR= 1,127.78 TL= 9,022.25 O MEM TC F BC F 11 W2 -8,482 0 +4,511.13 ANALYSIS SHEAR 4,221 WEB F 10,597 csc 2.244 WEB L 60.31 PP DISTANCE 0-2 ILTED END STRUT VlS -8,221 0 2 W3 -8,221 10,331 13 W4 -13,308 10,331 4 W5 -13,308 15,974 5 W6 -18,330 15,974 116 W7 -18,330 20,374 9'7 W8 -22,108 20,374 8 W9 -22,108 23,530 109 WlO -24,642 23,530 W11 -24,642 25,444 1 W12 -25~934 25,444 2 W12 -25,934 25,444 14 3 Wll -24,642 25,444 WlO -24,642 23,530 _5 W9 -22,108 23,530 16 7 W8 -22,108 20,374 W7 -18,330 20,374 8 W6 -18,330 15,974 19 W5 -13,308 15,974 0 W4 -13,308 10,331 _l W3 -8,221 10,331 -IL TED. ENO STRUT I VlS -8,482 2 W2 -8,482 I! 25 SE SQ END Vl END PNL V2 INTERIOR 10,331 -o -----STD TC COMPRESSION= -30,659.41 502 3,719 3,332 2,984 2,636 2,288 1,940 1,592 1,244 896 548 -549 -897 -1,245 -1·,593 -1,941 -2,289 -2,637 -2,985 -3,333 -3,719 502 -4,221 VERTICALS -566 -4,851 5~139 -4,672 4,206 -3,739 3,272 -2,806 2,339 -1,873 1,512 1,512 -1,873 2,339 -2,806 3,272 -3,739 4,206 -4,672 5,139 -4,851 1.127 -1.149 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.149 -566. -1 .127 10,597 -2.244 30.29 30.89 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 30.89 30.29 60.31 4,511 -4,511 1.000 26.87 502 -566 1.127 30.29 1,098 -1,098 1.000 26.87 "AX .AX INT TC PANEL LENGTH= 24.00 MAX BC TENSION= 25,444.06 MAX INT BC PANEL LENGTH= 3-6 4-8 5-11 7-11 9-11 11-11 13-11 15-11 17-11 19-11 21-11 23-11 25-11 27-11 29-11 31-11 33-11 35-11 37-11 39-11 41-11 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 44-4 1/2 43-2 1/2 48.00 ~----~- ITRESS ANALYSIS: .-0202 llsE LENGTH 47-10 1/2 I C PANLS LE= 28K232/128 326 SMAC WORKING LENGTH 47-6 1/2 I.S.P. / MEXAM, INC RUN ON CARLSBAD CA JAA DEPTH 28 EFF DEPTH 26.871 RE= 4-8 5-12-97 - PANELS LE= RST HALF LE= RST DIAG LE= 4-8 3-6 1-3 1/4 5-11 1/4 10 BC PANELS AT 4-O ENO STRUT TILTED SPECIAL 1ST COMP RE= .3-6· RE= i\1, 3 1/4 RE= .5-11 1/4 IPTHS ULTIPLE I LE= 28.000 LOADING: .. .,. CENTERLINE= 28.000 RE= 28.000 - !FORM TC LOAD= -207 ·. UNIFORM BC LOAD= TE: UNIFORM LOAD IS NET UPLIFT L LOADS SHOWN REDUCED BY 25% 0 EACTIONS Rl=. -3,690.42 R2= -3,690.42 STRESS ANALYSIS MIN SHR= 922.61 WEB L 60.31 I MEM l W2 - LTED END V1S W3 13 W4 ws ·w6 6 W7 I W8 W9 9 Wl0 - Wll l.J12 Wl2 13 Wll Wl0 W9 6 w0 I W7 W6 9 l.J5 -~~ a;LTED END VlS t W2 TC F 6,896 STRUT 6,662 6,662 10,713 10,713 14,596 14,596 17,369 17,369 19,033 19,033 19,587 19,587 19,033 19,033 17,369 17,369 14,596 14,596 10,713 10,713 6,662 STRUT 6,896 6,896 SE SQ ENO Vl END PNL V2 INTERIOR TC COMPRESSION= BC F SHEAR 0 -3,431 0 -8,356 -8,356 -12,793 -12,793 -16,121 -16,141 -18,339 -18,339 -19,449 -19,449 -19,449 -19,449 -18,339 -18,339 -16,121 -16,121 -12,793 -12,793 -8,356 -8,356 -447 -2,983 -2,639 -2,328 -2,018 -1,707 -1,397 -1,086 -776 -465 -155 155 465 776 1,086 1,397 1,707 2,018 2~328 2,639 2,983 -8,356 -447 0 3,431 -----STD VERTICALS 3,690 -447 -310 0.00 MAX INT TC PANEL LENGTH= 24.00 MAX WEB F -7,702 505 3,430 -3,538 3,122 -2,706 2,289 -1,873 1,457 -1,237 1,237 -1,237 -1,237 1,237 -1,237 1,457 -1,873 2,289 -2,706 3,122 -3,538 3,430 505 -7,702 csc 2.244 1.127 -1.149 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.346 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.149 -1.127 -2.244 30.29 30.89 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 36.02 30.89 30.29 60.31 -3,690 1.000 26.87 505 1.127 30.29 310 1.000 26.87 BC TENSION= 0.00 INT BC PANEL LENGTH= TL= -7,380.84 PP DISTANCE 0-2 3-6 4-8 5-11 1/4 7-11 1/4 9-11 1/4 11-11 1/4 13-11 1/4 15-11 1/4 17-11 1/4 19-11 1/4 21-11 1/4 23-11 1/4 25-11 1/4 27-11 1/4 29-11 1/4 31-11 1/4 33-11 1/4 35-11 1/4 37-11 1/4 39-11 1/4 41-11 1/4 44-4 1/2 43-2 1/2 48.00 -.!' - I IK232/128 J26 -. RU!"l_ON 5-12-97 -0202 SMAC CARLSBAD CA JAA IM -------MULTIPLE ANALYSIS SUMMARY ------- TC TEN TC COM BC TEN BC COM WEB TEN WEB COM 1 6,896 -13,207 0 0 13,755 -7,702 I 6,662 -12,946 13,775 -8,356 3,430 -6,276· 10,713 -18,033 13,775 -8,356 6,628 -~.538 10,713 -18,033 21,299 -12.793 3,122 -6,006 5 14,596 -24,440 21 .. 299 .-12 ,793 5,384 -2,706 I 14,596 -24,440 27, 16'6 -16,121 2,289 -4,762 17,369 -29,477 27,166 -16,121 4,140 -1,873 9 17,369 -29··,477 _31,314 -18,339 1,457 -3,518 -19,033 -32,857 31,374 -18,339 2,896 -1,237 19,033 -32,857 33,925 -19,449 1,237 -2,273 19,587 -34,579 33,925 -19,449 2,016 -1,237 I 19,587 -34,579 33,925 -19,449 2,016 -1,237 19,033 -32,857 33,925 -19,449 1,237 -2,273 19,033 -32,857 31,374 -18,339 2,896 -1,237 s 17,369 -29,477 31,374 -18,339 1,457 -3,518 I 17,369 -.29 ,477 27,166 -16,121 .4, 140 -1,873 14,596 -24,440 27,166 -16,121 2,289 -4,762 3 14,596 -24,440 21,299 -12,793 5,384 -2,706 -10,713 -18,033 21,299 -12,793 3,122 -6,006 10,713 -18,033 13,775 -8,356 6,628 -3,538 6,662 -12,946 13,775 -8,356 3,430 -6,276 I 6,896 -13,207 0 -o 13,755 -7,702. 0 0 0 0 0. -6,014 0 0 0 0 505 -754 5 0 0 0 0 310 -1,464 lxIMUM ' UNIFORM LOAD: TOP CHORD= 232 I I I I I I I I .. ·1 .. ~~,~ : , : ..... I -. -·. . ... ~~·:· ··~· •• : .... '="f ,. . ~ · .. tK232/128 J26 RUN ON 5-12-97 ~-0202 SMAC CARLSBAD CA J'AA lM -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM BC TEN BC COM WEB TEN WEB COM 1 6,896 -13,207 0 -o 13,755 -7,702 -6,662 -12,946 13,775 -8,356 3,430 -6,276 10,713 -18,033 13,775 -8,356 6,628 -e,538 10,713 -18,033 21,299 -12,,793 3,122 -6,006 5 14,596 -24,440 21.,,299 -12,793 5,384 -2,706 t 14,596 -24,440 27,166 -16,121 2,289 -4,762 17,369 -29,477 27,166 -16,121 4,140 -1,873 8 17,369 -29,477 31,374 -18,339 1,457 -3,518 J 19,033 -32,857 31,374 -18,339 2,896 -1,237 19,033 -32,857 33,925 -19,449 1,237 -2,273 1 19,587 -34,579 33,925 -19,449 2,016 -1,237 E 0 0 0 0 0 -6,014 0 0 0 0 505 -754 0 0 0 0 310 -1,464 rxIMUM UNIFORM LOAD: TOP CHORD= 232 I I I I I I I I I I I .'..r.. : ,.;; ~:~~~·,~ I lnternatioal Structural Products EMBER SIZES: 28K232/128 J26 '7-0202 SMAC ly ENDING LOAD = = = 50,000.000 0.000 28.000 El Paso , Texas CARLSBAD CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= JAA 30,000.000 34,579.215 26.871-" .. l·UTSIDE DEPTH C = 23 1REA = 0.6250 y(x) = 0.5600 Ryy ~ 1.2284 Rz = o~.3950 ·c = 24 . __ IREA = 0.6730 Rx = 0.6190~ Rz = 0.3940 Ryy = 1.2319 = 0.5650 Sl = 0.4566 Ss = 0.1797 Qs = 0.9808 ,CTUAL EFF DEPTH= 26.875 .. GAP BETWEEN CHORD= 1.000 IORRECTED LOAD TC= 34,574.068 BC = 3_3 ,920 .375 /Rx= 38.772 USING L = 24.00 L/Ryy= 29.223 USING L = 36.00 ./Rz = 30.456 USING L = 12.00 WITH FILLERS K= 1.00 l·a = 25,555.0 USING L/R= 38.77 F'e= 99,336.75 Cm= 0.00000 AX LOAD (FILLERS)= 34,741.02 MAX LOAD NO FILLER= 30,216.75 ILLER PANELS REQD = 6 MIN WELD LEN 2X = 0.375 IC ( fa/Fa) C STRESS = = 1.00514 USING TC= 24 = 2 X 2 X .176 27,136.30077 USING BC= 23 = 2 X 2 X .163 = 428.962 CHORD WT/FT END PANEL CHECK W= 232 t:ND PANEL ALLOWABLE FORCES REDUCED 10 % ND PANEL CHECK = LEFT END LENGTH IAL LOAD = 13,205.81 AXIAL STRESS fa a = 12,870.12 F'e = a,2io.s2 fb MID-PANEL = 0.917 fa/Fa t PANEL PT = = ~ANEL PT= 18,021.6 MIO PANEL= 0.8946 NO FILLERS lrRST PANEL CHECK= LEFT END LENGTH ~XIAL LOAD = 12,945.07 AXIAL STRESS fa ~a = 19,887.25 F'e ~m PANEL PT __ = 8,210.52 fb MID-PANEL ~ 0.942 fa/Fa = ~ANEL PT= 17,827.9 MIO PANEL= 0.4989 NO FILLERS loTTOM CHORD L/Rz= 121.518 TC OAL/Ryy = 1AX BRIDGING CHECK TC= 14.88' BC= 24.56' 8.958 = 40.00 = 9,811.15 = 35,761.23 = 2,771.76 0.762 L/R=101.52 = 29.25. = 9,617.43 = 66,877.60 & 410.58 = 0.483 L/R= 74.23 463 .104 IOMENT OF INERTIA= 469.1 LL 360= 163.0 LL 240= 244.6 ·c TENSION. STRESS= 14,550.50 ~C COMPRESSION CENTER IC COMPRESSION ACTUAL= 19,446.34 ALLOW= 12,767.1 NO FILLER C COMPRESSION ACTUAL= 19,446.34 ALLOW= 23,935.3 FILLER I ****************BC FILLERS RECD********~******* ~AX BC BROG DIST= 9-9 3/4 FOR 1/ryy BC COMP CHECK IAX BROG BC 1/ryy of 200 = 20.47 I .. : ...... ·RUN. ON -.... ; ...... ri';;;:-: ... -4-· ~ • 5-12-97 I 1B DESI-GN: 28K232/128 J26 -0202 SMAC CARLSBAD CA RUN ON 5-12-97 JAA I TC= 24 = 2 X 2 X .176 BC= 23 = 2 X 2 X .163 ------WEB DESIGN ------(MBER sz QTY ACTUAL T W2 1G 2 8 13,755 W3 lG 1 3,430 ALLOW T ACTUAL C ALLOW C WELD THK · ANGLE NAME 21,543 7,702 7,923 6.8 .1$8.1 1/2 X 1 1/2 X .138 11,968 6,276 6,442 3.1 .138 1 1/2 X 1 1/2 X .138 3 W4 lC l 6,628 I W5 20 1 3,122 W6 1C 1 5,384 9 ,IJ77 _3 ,538 4,177 4.0 .113 1 1/2 X 1 1/2 X .113 14,665 6,006 8,244 3.3 .125 2 X 2 X .125 9,877 2,706 4,177 3.3 .113 1 1/2 X 1 1/2 X .113 6 W7 1G 1 ~,289 11,968" 4,762 5,008 2.4 .138 1 1/2 X 1 1/2 X .138 I W8 15 1 4,140 W9 lC 1 1,457 7,908 1,873 2,320 2.6 .109 1 1/4 X 1 1/4 X .109 9,877 3,518 4,177 2 .1 .113 1 1/2 X 1 1/2 X .113 9 W10 15 1 2,896 7,908 1,237 2,320 2.0 .109 1 1/4 X 1 1/4 X .109 f W11 15 1 1,237 W12 15 1 2,016 7,908 2,273 2,320 2.0 .109 1 1/4 X 1 1/4 X .109 7,908 1,237 2,320 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTICALS 2 SE 10 2 8-0 12,483 6,014 8,063 3.8 .109 1 X 1 X .109 · t V1 10 1 505 V2 10 1 310 5,617 927 1,467 2.0 .031 1 X 1 X .109 6,241 1,636 2,072 2.0 .055 1 X 1 X .109 I I I ,, I I I I I I I •.:. ;;.,. -~~~YS~: -l~~l/l~ ___ Jri -' £~.i._L-~-11; ltfl__7~}.j7 -~--· ~~---se- 97-0102 • ~ a JM · an·~ ----..:..,,..;,... IAS~ LEXGTB moo LF.fflH n m n 11--10 1/8 11· 6 1/8 18 11.37 -C PANLS LE= 3· 0 2 BC PW~ AT 4· 0 RE= 3· 0 TC PANELS LE= 2· 0 DD STRUT TILTED RX= 2· 0 l?IRST HALF LE= 0·11 _SPECIAL 1ST q11P II!= 0·11 FIRST DIAG LE= 3-11 RE= 3-11 IOEPTJJS I£: 18,000 KIJL TIPliE LOADING: I CEK'l'ER~fiE= 18.000 RE. 18.000 PT kOAD OF 1,000 LBS AT PANEL PT 4 · ?,92~LE-5.92 'RE UIIFOPI TC tQAD: 2" Dma BC W= 0 · I mRA swa AOOED TO .EACH ~ 500 . REACTIOlfS Rl= +2,019.38 R2= +2,019,38 !IIlf SlfR:: 504.84 Ti= 4,038.75 ~ •••••••••••• SfR!SS ~YSIS ········----- ' NO MEM TC F BC r . SHEAll m F csc WEB L PP DISTA!tCE 1 W2 -3,479 0 1,777 5,005 2.198 38,18 0-Z TILTED ENO S'l'RU1 I VlS ·3,136 2 113 -3,136 3 W4 -5,008 I 4 14 -5,008 5 113 -3,136 mm END STRUT 0 3,952 3,952 3,952 3,952 495 1,281 764 -764. -1,281 ·602 1.215 21.11 2-0 -2,112 -1.185 20.59 3-0 2,155 1.705 29.62 3-11 2,155 -1.705 29.62 5-\1 -;,112 1.185 20.59 7-11 I VlS ·3,479 6 W2 -3,479 3,952 495 ·602 ~1,215 21.11 -0 -1,777 5,00~ -2.198 38.18 9-10 1/8 8-10 1/8 -----STD VERTICALS---- 7 SE SQ END 2,019 -2,019 1.000 17.37 I 6 Vl END PNL 495 -602 1,215 21.11 9 vi INTERIOR 1,528 ·1,528 1.000 17.37 MAX TC COMPRESSION= -5,008.47 MAX pc TENSION= 3,952.85 I HAI INT TC PANEL LEKGTH = 24.00 l!ll ~ BC PW:~ r.EKGTH: I I I I I I -. . 35.06 . ,. _:~j<t ::~··. . .... -~'i:.:.-:,:f,:·--~> ... ~ ~ . _.,: I WE LDGffl 11Rm6' LDGTII lliPTH 18 I !HO 1/8 _ 11-6 1/8 ilC PAHLS L!= 3-0 ·1rc PAKELS LE= 2-0 FIRST HALF LE= 0·11 FIRST DIAG LE= 3-11 Z BC PAHELS AT 4-0 DDSTRUrfILHD SPECIAL 1$f COO' loEPTHS LE= 18.000 CE!lffRLINE= 18.000 111111mLt l.ll!IIIII;:. KPf··-···· 17.J7 · . - Ri= 3-0 RE= 2-0 RK= 0-11 RE= l-11 RE= · lG,000 IPT LOAD OF 1,000 LBS AT PANEL PT 4 5.92'tE 5.9Z'RE ADDiflOHAL cm LOADS A8E AOOJI) AS m COORESSI\ll A!ll TDS!(I ADDmom OIORD LOADS AR! ONLY Al)DED TO S1lmRY -Kor STRESS MALYSIS I ~mom TOP ClfJRD LOAD : 6300 EXfRA SHEAR ADDED TO EACH tl!B: 500 !IIFORM TC LOAD: 264 UlfIFQIIK BC UWF 0 ALL LOADS SHOW REDOCBD BY 25% · I REACTIONS R:: •• :::~::~~ ~ ~:~3--~-~: ___ 378.63 TL= 3,029.06 NO ME! TC F BC f SIIW IIEB F CSC IIEB L PP DISTANCE I. 1 W2 -2,609 0 1,333 4,029 2.198 38.18 0-2 TILTED END STRUT VlS -2,352 0 371 ·451 1.215 21.11 2· 0 2 W3 ·2;352 2,964 961 ·l,732 -1.185 Z0.59 3· 0 I 3 W4 -3,756 2,964 573 1,830 1.705 29.62 3-11 4 V4 ·3,756 2,964 ·573 1,830 -1.705 29,62 5-11 5 W3 -2,352 2,96t -961 -1,732 1,185 20,59 7-11 I TILfED END STRUr _ VlS -2,609 2,964 371 -451 -1.215 21.11 9-10 1/8 6 W2 -Z,609 0 -1,333 4,029 -2.198 38.18 8-10 1/8 I ----· STD VERT!CALS •··· 7 SE SQ EllD 1,514 -1,514 1.000 17.37 8 Vl END PNL 371 -451 1.215 21.11 9 V2 Ill'!'ERlOR ,1,146 ·1,146 1.000 17.37 I MAX TC COMPRESSION= -8,481.35 MAX BC TENSIOK= 2,964.64 . MAX INT TC PANEL LEKGTH = 24.00 W 1"T ~ PANE~ LDGTH = 35.06 ·. f ., ~ • I I I I I I :-:~sii-~-~ .. ·;_;.·.· ;;?,j/J~;:_,_ .. : . .. '' ,l ... ·. I .. . · ... _ •• !IILfIP!.$ -YSIS SmRt ........ . . ml fCTD 'tcCCI JK:ffl 1:IDI i'£B!II 8B all I 1 4/125. -7,334 0 0 5,005 0 2 4,725 -7,077 3,952 0 0 ·Z,112 3 ,,1is -8,481 3,952 0 2,155 0 ,: 4,725 -8,481 3,952 0 2,155 0 4,725 -7,077 3,9sa 0 0 -2,112 6 4,725 -7,334 0 -o 5,005 0 7 0 0 0 0 0 -2,019 I~ 0 0 . 0 0 0 -602 j .. 0 0 0 0 0 -1,528 I MAXOO! lllIP'OR! LOAD: fOP CHORD= 264 .,. I I I I I I I I • I I I I I I ._,. _. .;:~-;. -. . "'";~ ,,. :_ -!~:;f{i\i.,, ' ·--··~ ---1"-~\..' ~ : ·-:/t.~~1;"·· .. . . .,'"\. _, .. I .... .._. C<!iSOLID&T! Lffl i RIQIT • ....;,...," fC T!I fC~ OC"'" IK:Cllf ,, 725_ -1,a34 G-.. o 4,725 -1,on 3,952 0 ,,725 ·8,431 ~,952 0 0 0 0 0 0 0 0 0 0 0 0 0 I MAXIMUM UNIFORM LOAD: fOP CHORD: 264 I I I I I I I I I I I I I I 1· i, :· .- 118$ 5(~ 0 2,155 0 0 0 -~ . :: . ..:\t -~,---~ 1, • ?-,~ 0 ; . ·2,112 0 -2,019 -602 ·1,528 .. ~ .• .. -. . . : j~}t:~t~-i .. i: :_:· ll~f~~- I 97-02or·< , Ff = 50,000.000 tb . . : 30~.QOO I B8RDIJG LOAD OOTSIDE'D!PTH BC = IC = Q.000 = • ~ 8,481.3$4 = 18.0GO If llftB: 17.310 AREA= 0.3260 y(x} = 0.4170 l!yy = 1.0289 R:r = 0.2970 I TC = 20 AREA = 0.4840 Rx = 0.6260 Rs = Q.3980 Ryy = 1.2192 y = 0.5460 SI = O,j479 Ss = 0.1306 Qs = 0.8342 I ACTUAL EFF DEPTH = -17, 037 GAP Bfflm CDD= 1.000 cn!l!ECfED LOAD fC= 8,647.128 OC ·: 4,030.120 L/RI = 38.338 USING t = 24.0P L/Ryy:: Z9.5Z5 IJSI1fG L = 36.QO L/RJ : 30,150 !JSlKG L = lZ,00 iifH FIIJ.DS IC= -.l.00 I Fa= 22,117.4 ~SING L/R= 38.33 F'e= 101,596.17 Cl= 0.0000.0 MAX LOAD (FILLERS)= 21,623.76 .J!AX LOAD II) Fif.L!R; 19,200.34 NO INTERIOR FILLKRS REQUIRED I re (fa/Fa) = 0.40388 US.tRG fC= 20 i: z x 2 x .lZS BC STRSSS = 6,181.16686 USING BC= 1C = i J{Z X 11/2 X .113 I COORD If = 66,251 Clllllll If/FT = 5.590 END ·pMBJ, CHECK If= 26t I EID PAIEL ALLOOBLE FORC§ RElmD 10 I EllD PANEL CHECK = W'r END LENGTH = 22, 00 WAL LOAD : 7,477.62 WAL STRESS fa = 7,724.82 I Fa = 18,226.32 F'e = 120,907.83 fb PAHEL PT = 4,403.65 fb !fID-PMEL = 1,174.98 Ca = 0.980 fa/Fa = 0.423 I PANEL PT= 12,128.4 MID PANEL= 0.4784 II) FILLERS L/R= 55.27 B01'T(!f CHORD L/Rz= 118.055 TC OAL/Ryy = 113,282 !!AX BIUDGUG CHECK TC= 14. 73' BC=-20.57' llmHT OF INERTIA= 113.6 LL 360=2,7~3.0 f.L 240=4,m.s I I I I I I I I TC TEKSIOK ST&ES$ = 4,976.60 . •,._ ... ;, .. ~ .. . ~--... I 1'C= 20 :2 X Z X • I25 If= JC = 11/2 X 1 1/Z X Jl3 I ---81QI•-·. 8 SZ qtY ACTUAL T AI.rmf f M.1U1L C &LUI C NBLD TDK MIGL£ N · 1 lfZ 11111 5,00S 16,398 0 4,11G 2.0 ,138 7/8' P I 2 W3 10 1 0 6,241 2,112 3,549 2.0 .109 1 X 1 X .109 3 114 10 1 2,155 6,241 O t,m 2.0 .109 l X l X .109 ···· STAllDAlllt VERTICALS···· 4SE 10 2 B I 5 Vl 10 1 6 i2 10 l I I I I I I I I I I I I I I I 0 12,483 2,019 10,251 2.0 .067 l X 1 X .109 O· 5,611 645 3,103 2.0 .0211 I 1 X ,109 0 6,241 1,5n 4,142 2.0 .052 1 X 1 X .~q9. .. . i .• & . ' . . ' I . ---... -::::: . ;-::-;·: ·. _. I -_;:: _:_-·· I I I I I I 1· I I I I I -fa/F'e)*Q*Fb)) /.09:a I I I I I ~~ ......... ..;. : '\ -·-i~~~· JOB NUMBER: 97-202 JOB NAME: SMAC LOCATION: CARLSBAD.CA "AXIAL LOAD AND BENDING". END PANEL Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = Panel point <• 0.6 Fy • (fa+fb)/0.9- Mid panel<- .:· .. ~,-- 2.000 in. 0.125 in. 50.000 ksl 1.000 in 1.000 22.000 in 7,248.00 lbs. 6,300.00 lbs. 264.00 lbs./ ft. 3.00 in. 1.00 No filler 30,000.00 psi 11,278.98 OK 1.00 0.49 OK ... ·<-·~·.'·:":: • •• ... '.1;.(;,::-.. JOIST NAME: 181<284/160 MARK: J27 ONEANGLE A= 0.484 in"2 Ix= rx= lz= rz= y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. lb= MldPanel lb = Fb= Kl/rz = Cc= Fa= Pe= Cm= 0.190 inA4 0.626 in 0.077 lrr'-4 0.398 In 0.546 in 0.834 1.50 in 10,781.00 lbs-in. 10,198.69 lbs-in. 3,738.91 psi 6,412.17 psi 6,065.83 psi 30,000.00 psi 55.34 117.14 20,243.88 psi 48,760.98 psi 0.98 _ _.-• .£! ---,:.. .. .. PROPERTIES: At= ltx = rtx= Panel P. Stx = Mld Panel Stx = With filler KVrx= Cc= Fa= Pe= Cm= 1.938 ln"2 2.522 in-'4 1.141 in 1.681 in-'3 1.681 111"3 SEE NEXT PAGE: 19.29 117.14 23,814.99 psi 401,510.68 psi 1.00 Panel point <= 0.6 Fy :a 30,000.00 psi 11,278.98 OK & ( fa + fb ) / 0.9• Mid panel<• 1.00 + Cm*fb/((1..fa/F'e)*Q*Fb)) /.OS-0.45 OK Page1 }-;_r: .. _·:-. ., .... ~ ~ .. -~~=----~J~~~:.:>,,\.::~---. _jf,. y _;~~~$½-~d~-v~4 I .: •• -~ ";"' ,t(' ---· :"' ·, .. I :.. ISP INC July 3, 1997 I I Shape: Shape: Shape: L L L u 2.000 u 2.000 u 2.000 H 2,000 H 2.000 H 2.000 Shape: L u 2.000 H 2.000 .. ~ .. T 0.1.25 T 0.1.25 T 0,1.25 T 0.1.25 I )( 0.000 )( 1.. )( --0.1.25 V 3.000 V 3.000 V o;ooo CIC 1.80 •. 00 CIC 270.00 CIC 90.000 X 1. .1.25 V 0.000 CIC 0.000 A 0.484 A 0.484 A 0.484 A 0.484 I "i'bar -o. 546 "i'bar -o. 546 '-'bar 0.546 ><bar -o. 546 ><bar 0.546 ><bar -o. 546 Ix 0.1.90 Ix 0.1.90 Ix 0.1.90 hi 0.1.90 Iy 0.1.90 Iy 0.1.90 '-'bar 0.546 Xbar 0.546 Ix 0.1.90 Iy 0.1.90 Rx 0.626 Rx 0.626 Rx 0.626 Rx 0.626 I Ry 0.626 Ry 0.636 Ry 0,626 Rz 0.398 Rz 0.398 Rz. 0.398 e 225.00 e 31.5.00 e 1.35,00 Ry 0.626 Rz 0,398 · e 45,'000 II A 1..938 I I I Wgt 6.588 'w'bar 1..500 ><bar 0.500 Ix 2,522 Iy 3.1.50 I -Iw 3,1.50 Iz 2 .• 522 Ixy 0.000 Rx 1. .1.4J. Ry 1..275 I ------------------~ .. ____ ..., ___ _ ------------------------.-----~ Rz 1. .1.41. e 0.000 I I u-----------~--.. ; __ __, ___________ ,___l _______ nu I & I I I I I I ~RESS ANALYSIS: 28K232/128 J28 7-0202 ~-~.--SMAC .'t ,. I.S.P. / MEXAM, INC RUN Of't>s-12..:<;_,::_:-·_ CARLSBAD CA . 3AA -·-·--= . ~-< • ·- lsE LENGTH w~~KING LENGTH t2-3 7/8 4l-11 7/8 I: PANLS LE: 4-8 DEPTH 28 EFF DEPTH 27.02 RE= 4-8 RE= ._3-6 .. ,.· ..... -PANELS LE= 3-6 i;RST HALF LE= 0-5 7/8 lillrRST DIAG LE= 5-1 7/8 9 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= .lO-5 7 /8 • RE= .5-1 7/8 IPTHS LE= 28.000 ~LTIPLE LOADING: - CENTERLINE~ 28.000 RE= 28.000 I J LOAD OF 1,000 LBS AT PANEL PT 11 ITRA SHEAR ADDEO TO EACH WEB= 500 IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 21.16'LE 21.16'RE EACTIONS Rl=. +5,370.79 R2= +5,370.79 MIN SHR= 1,342.70 I MEM -~~-;------;~ ~TRESS :~~~~SIS-~;;-;----~;~ 1 W2 -9,960 0 4,984 12;255 2.234 ( LTED ENO STRUT VlS -9,660 0 579 -652 1.126 W3 -9,660 10,628 4,404 -5,021 -1.023 13 W4 -14,163 10,628 3,980 5,992 1.337 W5 -14,163 17,286 3,516 -5,371 -1.~37 W6 -19,997 17,286 3,052 4,750 1.337 6 W7 -19,997 22,296 2,588 -4,130 -1.337 I we -24,182 22,2~6 2,124 3,509 1.337 W9 -24,182 25,657 · 1,660 -2,889 -1.337 9 WlO -26,719 25,657 1,196 4,268 1.337 C W11 -26,719 27,369 732 -1,795 -1.337 Wll -26,719 27,369 -731 -1,795 1.337 W10 -26,719 25,657 -1,195 2,268 -1.337 3 W9 -24,182 25,657 -1,659 -2,889 1.337 I W8 -24,182 22,296 -2,123 3,509 -1.337 W7 -19 ,·997 22, 2_96 -2 ,587 -4, 130 1. 337 6 W6 -19,997 17,286 -3,051 4,750 -1.337 I W5 -14,163 17,"286 -3,515 -5,371 1.337 W4 ~14,163 10,628 -3,979 5,992 -1.337 9 W3 -9,660 10,628 -4;404 -5,021 1.023 rLTED END STRUT VlS -9,960 10,628 579 -652 -1.126 1 W2 .-9,960 0 -4,984 12,255 -2.234 -----STD VERTICALS WEB L 60.38 30.43 27.66 36.13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36.13 36.13 36 .13 36.13 36 .13 36.13 27.66 30.43 60.38 SE SQ END 5,370 579 -5,370 1.000 27.02 I I Vl END PNL V2 INTERIOR TC COMPRESSION= -26,719.77 INT TC PANEL LENGTH= 24.00 464 MAX MAX -652 1.126 30.43 -464 1.000 27.02 BC TENSION= 27,369.95 INT BC PANEL LENGTH= TL= 10,741.58 PP DISTANCE o-2 3-6 4-8 5-1 7/8 7-1 7/8 9-1 7/8 11-1 7/8 13-1 7/8 15-1 7/8 17-1 7/8 19-1 7/8 21-1 7/8 23-1 7/8 25-1 7/8 27-1 7/8 29-1 7/8 31-l 7/8 33-1 7/8 35-1 7/8 37-1 7/8 38-9 7/8 37-7 7/8 48.00 ~~~-~~ .TRESS ~NALYSIS: 7-0202 IASE LENGTH 28K232/128 J28 SMAC . I.S.P. I MEXAM, INC CARLSBAD CA RUN ·ON .- :JAA 42-3 7/8 I C PANLS LE= C PANELS LE= IIRST HALF LE= IRST OIAG LE= . WORKING LENGTH 41-11 7/8 DEPTH 28 4-8 3-6 o-5 7/8 5-1 7/8 9 BC PANELS AT 4-0 ENO STRUT TILTED SPECIAL 1ST COMP IEPTHS ULTIPLE LE= 28.000 CENTERLINE= 28.000 LOADING: ··· I EFF DEPTH 27.02 RE= 4-8 RE= .3-6-.. . RE= ~0-; 5 7/8 RE= ,5-1 7/8 RE= 28.000 J LOAD OF 1,000 LB'S AT PANEL PT 11 21 .16 'LE 21 .16 'RE 11,DITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION lilloDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS -OOITIONAL TOP. CHORD LOAD : 6300 lil><TRA SHEAR ADDED TO EACH WEB= 500 ~!FORM TC LOAD=· 232 UNIFORM BC LOAD= ·o. LL LOADS SHOWN REDUCED BY-25% .. , ·.·· .. I-ACTIONS R1= +4,028.09 R2= +4,028.09 ANALYSIS SHEAR 3,738 MIN SHR= 1,007.02 TL= 8,056.19 -------------STRESS 0 MEM TC F BC F f W2 -7,470 0 LTED END STRUT VlS -7,245 0 2 W3 -7,245 7,971 I W4 -10,622 7,971 W5 -10,622 12,965 5 W6 -14,998 12,965 ' W7 -14,998 16,722 W8 -18,137 16,722 W9 -18,137 19,243 19 W10 -20,039 19,243 W11 -20,039 20,527 W11 -20,-039 20,527 2 ·w10 -20,039 19·,243 ll3 W9 -18,137 19,243 111-w0 -1a,137 16,722 5 W7 -14,998 16,722 ' W6 -14,998 12,965 W5 -10,622 12,965 W4 -10,622 7,971 9 W3 -7,245 7,971 t LTED END STRUT v1s· -7,470 :0 W2 · -7 ,470 I SE SQ END. Vl END PNL· V2 INTERIOR 7,971 -o -----STD TC COMPRESSION= -24,764.83 434 3,303 2,985 2,637 2,289 1,,941 1,593 1,245 897 549 -548 -896 -1,244 -1,592 -1;940 -2,288 -2,636 -2,984 -3,303 434 -3,738 VERTICALS 4,028 434 348 INT TC PANEL LENGTH= 24.00 MAX MAX I WEB F 9,471 -489 -3,894 4,661 -4,195 3,730 -3,264 2,799 -2,333 1,868 -1,403 -1,403 1,868 -2,333 2,799 -3,264 3,730 -4,195 4,661 -3,894 -489 9,471 csc 2.234 1.126 -1.023 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.023 -1.126 -2.234 WEB L 60.38 30.43 27.66 36.13 36 .13 36 .13 36 .13 36 .13 36 .13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36 .13 27.66 30.43 60.38 -4,028 1.000 27.02 -489 1.126 30.43 -348 1.000 27.02 BC TENSION= 20,5i7.46 INT BC PANEL LENGTH= PP DISTANCE o-2 3-6 4-8 5-1 7-1 9-1 11-1 13-1 15-1 17-1 19-l 21-1 23-l 25-1 27-1 29-1 31-1 33-1 35-1 37-1 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 38-9 7/8 37-7 7/8 48.00 ITRESS ANALYSIS: ·7-0202 IASE LENGTH 42-·3 7/8 28K232/128 SMAC J28 .. I.S.P. / MEXAM, INC CARLSBAD . CA I C PANLS LE= C PANELS LE= IIRST HALF LE= IRST DIAG LE= . WORKING LENGTH 41-11 7/8 DEPTH 28 4-8 3-6 o-5 7/8 5-1 7/8 9 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP IEPTHS LE= 28.000 CENTERLINE= 28.000 ULTIPLE LOADING: - I INIFORM TC LOAD= -207 ·. UNIFORM BC LOAD= 0 OTE: UNIFORM LOAD IS NET UPLIFT LL LOADS SHOWN REDUCED BY 25% --~ EFF DEPTH 27.02 RE= 4-8 RE= · .. 3-6 _RE= ~ 0 . .-5 7/8 RE= ,5-1 7/8 RE= 28.000 EACTIONS Rl=. -3,259.44 R2= -3,259.44 MIN SHR= 814.86 ·TL= -6,518.88 lo MEM -;~-;------;~ ;TRESS :~:~~SIS-~;;-~----~;~ WEB L 60.38 1 W2 5,996 0 -3,000 -6,705 2.234 IILTED END STRUT VlS 5,796 0 -387 2 W3 5,796 --6,370 -2,612 13 W4 8,438 -6,370 -2,328 4 W5 8,438 -10,231 -2,018 5 W6 11,748 -10,231 -1,707 6 W7 11,748 -12,989 -1,397 ll7 W8 13,954 -12,9~9 -1,086 11113 W9 13,954 -14,644 -776 9 W10 15,057 -14,644 -465 ~ Wll 15,057 -15,195 -155 Wll 15,057 -15,195 155 W10 15,057 -14,644 465 3 W9 13,954 -14,644 776 t wa 13,954 -12,989 1,086 W7 11;748 -12,989 1,397 6 W6 11,748 -10,231 1,707 ll7 W5 8,438 -10,231 2,018 ll3 W4 8,438 -6,370 2,328 9 W3 5,796 -6,370 2;612 436 2,675 -3,114 2,699 -2,284 1,868 -1,453 1,089 -1,089 1,089 1,089 -1,089 1,089 -1,453 1,868 -2,284 2,699 -3,114 2,675 1.126 -1.023 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.33i' 1.337 -1.337 1.337 -1.337 1.023 30.43 27.66 36.13 36.13 36.13 36.13 36 .13 36 .13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36.13 36.13 36.13 36.13 27.66 IILTED END STRUT V1S 5,996 -6,370 -387 436 -1.126 30.43 60.38 O W2 . 5,996 -0 3,000 -6,705 -2.234 l -----STD VERTICALS---- SE SQ END Vl END PNL V2 INTERIOR TC COMPRESSION= INT TC PANEL LENGTH= 3,259 -387 -310 0.00 MAX 24.00 MAX -3,259 1.000 27.02 436 1.126 30.43 310 1.000 27.02 BC TENS~ON= 0.00 INT BC PANEL LENGTH= PP DISTANCE o-2 3-6 4-8 5-1 7-l 9--1 11-1 13-1 15-1 17-1 19-1 21-1 23-1 25-1 27-1 29-1 31-1 33-1 35-1 37-1 7/8 7/8 7/8 7/8 7/8 7/8 71e 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 38-9 7/8 37-7 7/8 48.00 I I . ;., : ::; .. ~. •: . ' .. ,:_ .:i... . ,..,.. ~-~ w~-, . '.L.,.. .~, ~ ~ . ·. ~ •-:.r....~~, r ~ . I l;K232/128 J28 -0202 SMAC CARLSBAD lM -------MULTIPLE ANALYSIS SUMMARY TC TEN TC COM BC TEN BC COM 1 5,996 -12,195 0 0 :, 5,796 -11,970 10,628 -6,370 I 8,438 -15,347 10,628 -6,370 8,438 -15,347 17,286 -10,231 5 11,7~8 -19,997 17 _,286 -10,231 ' 11,748 -19,997 22,296 -12,989 13,954 -24,182 22,296 -12,989 8 13,954 -24,182 25,657 -14,644 I 15,057 -26,719 25,657 -14,644 15,057 -26,719 27,369 -15,195 1 15,057 -26,719 27,369 -15,195 2 15,057 -26,719 25,657 -14,644 t 13,954 -24 ,182 2-5,657 -14,644 13,954 -24,182 22,296 -12,989 5 11,748 -19,997 22,296 -12,989 f 11,748 -19,997 17,286 -10,231 8,438 -·15 ,347 17,286 -10,231 3 8,438 -15,347 10,628 -6,370 ' 5,796 -11,970 10,628 -6,370 5,996 -12,195 0 -o 0 0 0 0 2 0 0 0 0 r 0 0 0 0 ~XIMUM UNIFORM LOAD: TOP CHORD= 232 I I I I I I I I I .. -~·¥~.· .. ~:-; :--::.. . -... : ... .}. : . . . -".. ;~:.: .;jt;~ . . --~-= .:-_,_."" ':{,~ i· ·.::: •• .~, .. _.>-: . .. -·RUN ON S.:,;12-97 CA JAA-. ·. -. -------WEB TEN WEB COM 12,255 -6,705 2,675 -~ ,0.21- 5,992 -1,114 2,699 -5,371 4,750 -2,284 1,868 -4,130 3,509 -1,453 1,089 -2,889 2,268 -1,089 1,089 -1,795 1,089 -1,795 2,268 -1,089 1,089 -2,889 3,509 -1,453 1,868 -4,130 4,750 -2,284 2,699 -5,371 5,992 -3, 114 2,675 -5,021 12,255 -6,705 0 -5,370 436 -652 4 310 -464 ..... . :-~t~::--. ~. -. .1 ~ r -' l -3K232/ 128 J28 1-0202 SMAC -------CONSOLIDATE LEFT TC TEN TC COM BC TEN 5,996 -12,195 0 5,796 -11,970 10,628 8,438 --15 ,347 10,628 8,438 -15,347 17,286 ;, 11,7~8 -19,997 17~286 s 11,748 -19,997 22,2~6 13,954 -24,182 22,296 3 13,954 -2¢·, 182 25,657 ,~ L 15,057 -26,719 25,657 15,057 -26,719 27,369 0 O 0 , f 0 0 0 0 0 0 .. ~ . .,. _CARLSBAD & RIGHT BC COM -o -6,370 -6,370 -10,231 -10,231 -12,989 -12,989 -14,644 -14,644 -15,195 0 0 _O ~XIMUM UNIFORM LOAD: TOP CHORD= 232 1· I I I I I I I I I I ' .. ,•,:,,. . .. ;;~~,· .· ... : CA· WEB TEN 12,255 2,675 5,992 2,699 4,750 1,868 3,509 1,089 2,268 1 ,oa·9 0 436 310 . ' . r ~J-. ' . :i--.i(:/;.j & -;,::.:,.·::.&¼':-. - WEB COM· ·-6 ,705 -~.,021 · -t,i14 -5,371 -2,284 -4,130 -1,453 -2,889 -1,089 -1,795 -5,370 -652 -464 I lnternatioal Structural Products EMBER SIZES: 28K232/128 328 El Paso , Texas .CARLSBAD CA 7-0202 SMAC JAA ~NDING LOAD -~TSI~E 2~EPTH_ = = = 50,000.000 0.000 28.000 Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= 30,000.000 26,719.773 27 .020- ~EA= 0.4840 y(x) = 0.5460 Ryy 1.2192 Rz = ~ .. 0~3980 C = 23 . ' EA= 0.6250 Rx = 0.5600 Sl ,CTUAL EFF DEPTH= tir.RRECTED LOAD TC= ~Rx= 38.647 USING 1/Rz = 30.379 USING a= 24,898.3 USING •x LOAD (FILLERS)= a, INTERIOR FILLERS -= 0.6210~ Rz = 0.3950 Ryy = 1.2284 = 0.4303 Ss = 0.1673 Os = 0.9521 26.894 .. GAP BETWEEN CHORD= 1.000 26,844.957 BC = 27,498.188 L = 24.00 L/Ryy= 29.304 USING L = 36.00 L = 12.00 WITH FILLERS K= 1.00 L/R='38.64 F'e= 99,979.70 Cm= 0.00000 31,434.14 MAX LOAD NO FILLER= 27,454.68 REQUIRED f ~ (fa/Fa) IF STRESS = 0.86254 USING TC= 23 = 2 X 2 X .163 = 28,407.21976 USING BC= 20 = 2 x·2 X .125 'ORD WT = .ND PANEL ALLOWABLE 11!D PANEL CHECK = .<IAL LOAD = a = f PANEL PT == l!l'NEL PT= 18,345.0 324.004 CHORD WT/FT = ENO PANEL CHECK W= 232 FORCES REDUCED 10 % LEFT END LENGTH 12,252.79 AXIAL STRESS fa 12,836.56 F'e = = = 8,542.82 fb MIO-PANEL = 0.918 fa/Fa = MID PANEL= 0.9101 NO FILLERS 120.603 TC OAL/Ryy = 7.654 40.00 9,802.23 35,992.69 2,984.83 0.763 L/R=lOl.26 410 .156 ITTOM CHORD L/Rz= X BRIDGING CHECK OMENT OF INERTIA= TC= 14.84' BC= 24.38' 395.4 LL 360= 199.5 LL 240= 299.3 I ,C I TENSION STRESS= 12,102.67 COMPRESSION CENTER COMPRESSION ACTUAL= 15,266.89 COMPRESSION ACTUAL= 15,266.89 ALLOW= 10,037.6 ALLOW= 17,081.8 NO FILLER FILLER ****************BC FILLERS RECD**************** Ix sc BROG DIST= 9-o 3/4 FOR l/ryy BC COMP CHECK IAX BRDG BC l/ryy of 200 = 20.32 I I I I ,.-..;_-- I 11::B DESIGN: 28K232/128 97-0202 SMAC I I.JMBER i.. W2 2 W3 3 W4 I W5 W6 6 W7 • l,J8 W9 W10 O Wll I SE .2 V1 r V2 I I I I I .I I I I I I TC= 23 sz QTY ACTUAL T 1E 2 a· .12 ,255 1C 1 2,675 1C ). 5,992 1J 1 2,699 15 1 4,750 1C 1 1,868 15 1 3,509 1C 1 1,089' 10 1 2,268 15 1 1,089 10 2 B 0 10 1 436 10 1 310 J28 CARLSBAD CA .JAA ~ *::Tu.::- RUN ON. 5-~~f9.7 = 2 X 2 X .163 BC= 20 = 2 X 2 X .125 ------WEB DESIGN ------ ALLOW T ACTUAL C ALLOW C WELD TljK_. · ANGLE NAME 19,579 6,705 7,257 6.7 . 1es., 1 1/2 X 1 1/2 X .125 9,877 5,021 5,777 3 ."o .113 1 1/2 X 1 1/2 X .113 9,~77 3,114 4,159 3.6 .113 1 1/2 X 1 1/2 X .113 13,453 5,371 5,602 2.4 .156 i 1/2 X 1 1/2 X .156 7,908 2,284 2,309 3.0 .109 1 1/4 X 1 1/4 X .109 9,877' 4,130 4,159 2.5 .113 1 1/2 X 1 1/2 X .113 7,908 1,453 2,309 2.2 ,• .109 l 1/4 X 1 1/4 X .109 9.,877 2,889 4,159 ·2.0 .113 1 1/2 X 1 1/2 X .113 6,241 1,089 1,147 2.0 .109 1 X 1 X .109 7,908 1,795 2,309 2.0 .109 1 1/4 X 1 1/4 X .109 ~---STANOARO 1/ERTIGALS 12,483 5,370 8,.032 3_-4, .109 1 X 1 X .109 5,617 786 1,456 2.0 .026 l X 1 X .109' 6,241 598 2,052 2.0 .020 1 X 1 X .109 & ~:~-~.:-: ... ·:,~- .1 I I. I I I I I I I I I I :1 I I I I I ISPCorp. JOB NUMBER: 97-0202 JOB NAME: SMAC LOCATION: CARLSBAD, CA "AXIAL LOAD AND BENDING". END PANEL- Leg= 2.000 in. Thickness= 0.163 in. Fy= .50.000 ksl Gap= 1:000 in K= 1.000 Length= 40.ooo· in Gravity Axial Load = 12,300.00 Iba. Lateral axial load = 6,300.00 lbs. W= 232.00 lbaJ ft. Bearing Depth·= 3.00 In. Reduc. = 1.00 No filler A= Ix= nc= lz= rz= y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= Kl/rz = Cc= Fa= F'e= Cm= Panel point <= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 12,457.08 OK Mid panel<= 1.00 (fa/Fa+ cm•fb/((1-fa/F'e)•Q*fb)) /.09• 0.67 OK JOIST NAME: 281<232/128 MARK: J28 ONE ANGLE 0.625 in"2 0.241 in"4 0.621 in PROPERTIES: At = 2.502 ln"2 ltx= 3.173 ln"4 rtx= 1.126 in 0.098 in"4 Panel P. Stx= 2.115 ln"3 0.395 in Mid Panel Stx = 2.115 in"3 0.580 In 0.952 SEE NEXT PAGE: 1.50 in 13,316.67 lbs-in. 11,625.00 lbs-in. 4,916.07 psi 6,295.30 psi 5,495.59 psi 30,000.00 psi 101.23 Kline = 35.52 109.65 Cc= 109.65 14,269.84 psi Fa= 25,287.99 psi 14,571.59 psi F'e = 118,362.45 psi 0.90 Cm= 0.99 With filler Panel point <= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 12,457.08 OK Mid panel<= 1:'oo ( fa/Fa+ cm•fb/((1-fa/F'e)•Q*Fb) ) I.OS:-0.44 OK I I I I I I I I I I I I I I I I I I . ~ ........ . :f~-/~;, '~--~~ ~ -· -~-< ~ ,.-..... - " ·.- ISP INC July 3·, 1997 Shape: L U 2.000 Shape: Shape: Shape: ,_ L L L -•, u 2.000· u 2.000 u a.ooo H 2,000 H 2.000 H 2.000 H' a.ooo T O.l.63 T O.l.63 T O.l.63· T O.l.63 x ·-0.500 >C 0.5"00 x-..-0.663 JC 0.663 V 3,000 V 3.000 V ·o.ooo V 0.000 cc l.80.00 cc 270.00 cc 90.000 cc 0.000 A 0.625 A 0,625 A 0.625 A 0.625 Vbar-0.560 Vbar -0,560 Vbar 0.560 Vbar 0.560 Xbar-0,560 Xbar 0.560 Xbar-0,560 ><bar 0.560 Ix 0.24J. Ix o. 24J. Ix 0.24J. Ix o.au Iy 0.24J. Iy 0.34J. Iy 0.24J. ly 0.24J. Rx 0.62l. Rx 0.62l. Rx 0.62l. Rx 0.62l. R1it 0.62l. Av 0,62l. Av 0.62l. Av 0.62l. Rz 0.-395 Rz 0.395 Rz 0.395 Rz 0,395. e 225.00 e 3l.5.00 • l.35,00 • 45.000 - 1• I I - --------------------t---------t--~ ---------------------.--------'" - I n .. .: .. -;-_::· . -. ,j -~ .. ~;-~ .. ~t::_.:~~;~~-.~ · .. __ __.. -:. ·_'i '·.:: .... A 2,503 Wg-t: 8.506 Vbar l.,500 Xbar 0.000 Ix 3,l.73 ly 4.242 Iw 4.242 "Iz 3.l.73 lxy 0.000 Rx l..l.26 P.y l.,302 Rz l.,l.26 e 0.000 ---~-·- IT RESS ANALYSIS~ ·7-0202 28K232/128 J29 SMAC . I.S.P. / MEXAM, INC RUN ON CARLSBAD CA JAA IAsE LENGTH 47-3 3/4 IC PANLS LE= C PANELS LE= IIRST HALF LE= !RST OIAG LE= WORKING LENGTH 46-11 3/4 DEPTH 28 4-8 3-6 0-11 7/8 5-7 7/8 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP 'PTHS LE= 28.000 UL TIPLE LOADING: -- CENTERLINE= 28.000 I EFF DEPTH 26.894 RE= 4-8 RE= ·.3-6 RE= ~O"Tll 7/8 RE= ,5-7 7/8 RE= 28.000 T LOAD OF 1,480 LB$ AT PANEL PT 12 23.66'LE 23.66'RE tTRA SHEAR ADDEO T·o EACH WEB= 740 IFORM TC LOAD= 292 UNIFORM BC LOAD= 0 ~ACTIONS Rl=. +7,598.96 R2= +7,598.96 MIN SHR= 1,899.74 TL= 15,197.92 I -------------STRESS ANALYSIS -------------MEM TC F. BC F SHEAR Wl;:B F csc WEB L PP DISTANCE 1 W2 -14,280 0 7,112 17,613 2.243 60.32 o-2 lLTEO END STRUT VlS -13,863 0 801 -903 1.127 30.31 3-6 W3 -13,863 16,649 6,310 -7,707 -1.093 29.39 4-8 3 W4 -21,740 16,649 5,704 8,636 1.340 36.04 5-7 7/8 I W5 -21,740 26,309 5,120 -7,854 -1.340 36.04 7-7 7/8 .W6 -30,357 26,309 4,536 7,071 1.340 36.04 9..; 7 7/8 :> W7 -30,357 33,883 3,952 -6,288 -1.340 36.04 11-7 7/8 I, we -36,889 33 ,88.3 3,368 5,505 1.340 36.04 13-7 7/8 W9 -36,889 39,373 2,784 -4,723 -1.340 36.04 15-7 7/8 W10 -41,337 39,373 2,200 3,940 1.340 36.04 17-7 71/8 • W11 -41,337 42,779 1,616 -3, 157 -1.340 36.04 19-7 7/8 W12 -43,700 42,779 1,032 2,546 1.340 36.04 . 21-7 7/8 W12 -43,700 42,779 -1,031 2,546 -1 .340. 36.04 23-7 7/8 3 Wll -41,337 42,779 -1,615 -3,157 1.340 36.04 25-7 7/8 I W10 -41,337 39,373 -2, 199 3,940 -1.34<1 36.04 27-7 7/8 W9 -36,889 39,373 -2,783 -4,723 1.340 36.04 29-7 7/8 :, W8 -36,889 33,883 -3,367 5,505 -1.340 36.04 31-7 7/8 I W7 -30,357 33,883 -3,951 -6,288 1.340 36.04 33-7 7/8 W6 -30,357 26,309 -4,535 7,071 -1.340 36.04 35-7 7/8 ~ W5 -21,740 26,309 -5 ,~119 -7,854 1.340 36.04 37-7 7/8 I W4 -21,740 16,649 -5,703 8,636 -1.340 36.04 39-7 7/8 W3 -13,863 16,649 -6,310 -7,707 1.093 29.39 41-7 7/8 LTED END $TRUT VlS -14,280 16,649 801 -903 -1 .127 30.31 43-9 3/4 I W2 -14,280 0 -7,112 17,613 -2.243 60.32 42-7 3/4 -----STD VERTICALS 3 SE SQ END 7,598 -7,598 1.000 26.89 I Vl END PNL 801 -903 1.127 30.31 V2 INTERIOR 2,064 -2,064 1.000 26.89 ~x TC COMPRESSION= -43,700.15 MAX BC TENSION= 42,779.20 Ix INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH= 48.00 I ....... ··r.4--_·~'I:.~".!V."'"· ,.,:: ., ... / .... :i--·;f, . I .S .P. / MEXAM, INC ·· .. RUN ;:.ON· . .,.__ CARLSBAD CA -·. 1~A-. ::~~;{i.; ~7-0202 l:ASE LENGTH 47-3 3/4 SMAC WORKING LENGTH 46-11 3/4 DEPTH 28 EFF DEPTH 26.894 ---·--=·· ---~-. -~~:~:.;__ .. ··:~~t~! .-. ::- IC PANLS LE• C PANELS LE= I IRST HALF LE= IRST DIAG LE= 4-8 3-6 0-11 7/8 s-7 7/8 IEPTHS LE= 28.000 1UL TIPLE LOADING:-·- I 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP -. CENTERLINE= 28.000 RE= 4-8 RE=. 3-6 RE= f 0;11 7/8 .RE= , 5:.. 7 7/8 RE= 28.000 'T LOAD OF 1,480 LBS AT PANEL PT 12 23.66'LE 23.66'RE IOOITIONAL CHORD LOADS ARE-ADDEO AS BOTH COMP~ESSION ANO TENSION DDITIONAL CHORD LOADS ARE ONLY ADDEO TO SUMMARY -NOT STRESS ANALYSIS 1DDITIONAL TO~ CHORD LOAD : 6300 IXTRA SHEAR ADDED TO EACH WEB= 740 NIFORM TC LOAD= 292 UNIFORM BC LOAD= 0. LL LOADS SHOWN REDUCED BY 25% . :• IEACTIONS Rl= +5,699.22 R2= +5,699.22 ANALYSIS SHEAR 5,334 MIN SHR= 1,424.80 TL= 11,398.44 -------------STRESS -0 MEM TC F BC F 1 W2 -10,710 0 IILTED END STRUT VlS -10,397 0 2 W3 -10,397 12,487 If W4 -16,305 12,487 ~ W5 -16,305 19,731· 5 W6 -22,767 19,731 i W7 -22,767 25,412 W8 -27,667 25,412 W9 -27,667 29,530 9 WlO -31,002 29,530 t W11 -31,002 32,084 W12 -32,775 32,084 2 W12 -32,775 32,084 I 5 Wll -31,002 32,084 WlO -31,002 29,530 W9 -27,667 29,530 E W8 -27,667 25,412 W7 -22,767 25,412 W6 -22,767 19,731 9 ws -16,305 19,731 9J W4 -16,305 12,487 91 W3 -10,397 12,487 ILTED ENO STRUT 601 4,733 4,278 3,840 3,402 2,964 2,526 2,088 1,650 1,212 774 -774 -1,212 -1,650 -2;088 -2,526 -2,964 -3,402 -3,840 -4,277 -4,733 WEB F 13,625 ~677 -5,982 6,725 -6, 138 5,551 -4,964 4,377 -3,790 3,203 -2,616 2,029 2,029 -2,616 3,203 -3,790 4,377 -4,964 5,551 -6 ,138 6,725 -5,982 csc 2.243 1.127 -1.093 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.093 WEB L 60.32 30.31 29.39 36.04 36.04 36.04 36.04 36.04 36.04 36.04 36.04 36.04 36.04 36.04 36.04 36.04 36.04 36.04 36.04 36.04 36.04 29.39 •-VlS -10,710 92 W2 -10,710 12,487 601 -677 13,625 -1.127 30.31 60.32 ' 'AX SE SQ ENO V1 END PNL V2 INTERIOR 0 -5,334 -2.243 -----STD VERTICALS 5,699 -5,699 1.000 26.89 601 -677 1.127 30.31 1,548 -1,548 1.000 26.89 TC COMPRESSION= -37,500.11 MAX BC TENSION= 32,084.40 PP DISTANCE o-2 3-6 4-8 5-7 7-7 9-7 11-7 13-7 15-7 17-7 19-7 21-7 23-7 25-7 27-7 29-7 31-7 33-7 35-7 37-7 39-7 41-7 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 43-9 3/4 42-7 3/4 fx INT TC PANEL LENGTH= 24.00 MAX INT-BC PANEL ~ENGTH ~~~ 48.00 : ~1¥'.i-:-t.-.. ~-., -: -:. -~ . --~·-,, ;, . ,~ - .TRESS ANALYSIS: ~7-0202 28K232/128 · SMAC J29 I . S. P. / MEXAM, INC -: RUN -~~:;i!i~i _--:_ : -- ON }'i,.S-:12-97, 1:,"·· · IASE LE-~GTH CARLSBAD CA . .JAA 47-3 3/4 WORKING LENGTH 46-11 3/4 DEPTH 28 ~C PANLS :-c PANELS I IRST HALF IRST OIAG LE= 4-8 LE= 3-6 LE=. 0-11 7/8 LE= 5-7 7/8 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP IEPTHS LE= 28 .000 1ULTIPLE LOADING:- CENTERLINE= 28.000 I JNIFORM TC LOAD= -207 . UNIFORM BC LOAD= 0 IOTE: UNIFORM LOAD IS NET UPLIFT . LL LOADS SHOWN REDUCED BY 25% ~EACTIONS Rl= -3,646.76 R2= -3,646.76 MIN SHR= EFF DEPTH 26.894 RE= 4-8 RE=-. 3:-6 RE=~ Q-11 7/8 RE=, 5-7 7/8 RE= 28.000 911.69 ·TL= -------------STRESS ANALYSIS ------------- ~--_, _)?3 $ • -7,293.52 lo MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 6,802 0 -3,388 -7,599 2.243 60.32 o-2 IILTED END STRUT VlS 6,580 0 -426 480 1.127 30.31 3-6 2 W3 6,580 -7,888 -2,961 3,237 -1.093 29.39 4-8 3 W4 10,243 -7,888 -2,639 -3,537 1.340 36.04 5-7 7/8 I: W5 10,243 -12,322 -2,328 3,121 -1 .,340 36.04 7-7 7/8 W6 14,123 -12,322 -2,018 -2,705 1.340 36.04 9-7 7/8 6 W7 14,123 -15,647 -1,707 2,288 -1.340 36.04 11-7 7/8 J W8 16,894 -15,647 -1,397 -1,872 1.340 36.04 13-7 7/8 W9 16,894 -17,863 -1,086 1,456 -1.340 36.04 15-7 7/8 -·9 W10 18,556 -17,863 -776 -1,221 1.340 36.04 17-7 718 -W11 18,556 -18,972 -465 1,221 -1.340 36.04 19-7 7/8 W12 19,110 -18,972 -155 -1,221 1.340 36.04 21-7 7/8 W12 19,110 -18,972 155 -1,221 -1.349 36.04 23-7 7/8 ·_3 W11 18,556 -18,972 465 1,221 1.340 36.04 25-7 7/8 t W10 18,556 -17,863 776 -1,221 -1.34'0 36.04 27-7 7/8 W9 16,894 -17,863 1,086 1,456 1.340 36.04 29-7 7/8 _6 ·W8 16,894 -15,647 1,397 -1,872 -1.340 36.04 31-7 7/8 ,~ W7 14,123 -15,647 1,707 2,288 1.340 36.04 33-7 7/8 W6 14,123 -12,322 2,018 -2,705 -1.340 36.04 35-7 7/8 ~9 ws 10,243 -12,322 2.·,328 3,121 1.340 36.04 37-7 7/8 .,0 W4 10,243 -7,888 2,639 -3,537 -1.340 36.04 39-7 7/8 Ii W3 6,580 -7,888 2,961 3,237 1.093 29.39 41-7 7/8 ILTED END STRUT VlS 6,802 -7,888 -426 480 -1 .127 30.31 43-9 3/4 12 W2 6,802 -o 3,388 -7,599 -2.243 60.32 42-7 3/4 -----STD VERTICALS ~3 SE,-SQ ENO 3,646 -3,646 1.000 26.89 s V1 END PNL -426 480 1.127 30.31 V2 INTERIOR -310 310 1.000 26.89 1AX TC COMPRESSION= 0.00 MAX BC TENSION= 0.00 'X INT TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH= 48.00 I ~ . +i'i: .<; ;:f:-~,~ .-l··~{f,_ 18K2~2/128 J29 7-0202 SMA<: CARLSBAD CA IEM -------MULTIPLE ANALYSIS SUMMARY ------- TC TEN 1 6,802 I; 6,580 10,243 4 10,243 .~ 14,1~3 14,123 16,894 8 16,894 16 18,556 18,556 1 19,110 1; 19,110 18,556 4 18,556 5 16,894 I; 16,894 14,123 8 14,123 16 10,243 10,243 :1 6,580 >2 6,802 13 0 .4 0 :5 0 lxrMUM UNIFORM I I I I I I I I TC COM -15,435 -15,122 -21,740 -21,740 -30,357 -30,357 -36,889 -36,889 -41,337 -41,337 -43,700 -43,700 -41,337 -41,337 -36,889 -36,889 -30,357 -30,357 -2i,740 -21,740 -15,122 -15,435 0 0 0 LOAD: BC TEN BC COM WEB TEN 0 0 17,613 16,649 -7,888 3,237 16,649 -7,888 8,636 26,309 -12-,322 3,121 2~309 . -12 ,322 7,071 33,883 -15,647 2,288 33,883' -15,647 5,505 39,373 -17,863 1,456 39,373 -17,863 3,940 42,779 -18,972 1,221 42,779 -18,972 2,546 . 42,779 -18,972 2,546 42,779 -18,972 1,221 39,373 -17,863 3,940 39,373 -17,863 1,456 33,883 -15,647 5,505 33,883 -15,647 2,288 26,309 -12,322 7,071 26,309 -12,322 3,121 16,649 -7,888 8,636 16,649 -7,888 3,237 0 -o 17,613 0 0 o. 0 0 480 0 0 310 . TOP CHORD= 292 .... , .. .i'.,,,(F;,:.:. • WEB COM · ·--7, 599 -7., ?07· 43 ,.f>37 -7,854 -2 ,7~5- -6 ,288 -1,872 -4,723 -1,221 -3,157 -1,221 -1,221 -3, 157 -1,221 -4,723 -1,872 -6,288 -2,705 -7,854 -3,537 -7,707 -7,599 -7,598 -903 -2,064 !l, • ~ • ..... _.,, · . .,.;• ';).~!. ~~-~~ ~}i~~··:u~ ,. ~ .. : '· -~· .,:. • .. b-••• --r .. --,: itf':!-.l·-:(, ...... I IK232/128 J29 -0202 SMAC -------CONSOLIDATE LEFT TC TEN TC COM BC TEN 6,802 -15,435 0 6,580 -15,122 16,649 10,243 -21,740 16,649 10,243 -21,740 26,309 14,123 -30,357 26.309 14,123 -30,357 33,883 16,894 -36,889 33,883 16,894 -36~889 39,37j 18,556 -41,337 39,373 18,556 -41,337 42,779 19,110 -43,700 . 42,779 0 0 0 0 0 0 0 0 0 CARLSBAD CA & RIGHT -------- BC COM WEB TEN -o 17,613 -7,888 3,237 -7,888 8,636 -12;322 3,121 .-12 ,322 7,071 -15,647 2,288 -15,647 5,505 -17,863 1,456 -17,863 3 ,94_0 -18,972 1,221 -18,972 2,546 0 0 0 480 0 310 IXIMUM UNIFORM ~OAO: TOP CHORD= 292 1· I I I I I I I I I I WEB COM · :;.7 ,599 -7.,707 -~.537 -71,854 -2,70:5 -6,288 -1,872 -4,723 ,, -1,221 -3,157 -1,221 -7,598 -903 -2,064 I El Paso , Texas ..... _.; ' ·i ... t-;, 1,ternatioal Structural Products ~MBER SIZES: 28K232/128 J29 -~: ;~i~~;._-'. RUN .ON. 5~12-97 . .--~ . J-0202 SMAC I/ CARLSBAD CA JAA = :ND!NG LOAD = IJTSIDE DEPTH . : = 25 = 50,000.000 0.000 28.000 Fb · = ASSUMED FORCE = ASSUMED EFF DEPTH= 30,000.000 43,700.153 26.894' ~ .. ~EA= 0.7150 y(x) = 0.5690 Ryy =· 1.2341 Rz = 0.'3940 ' = 28 -l;EA = 0.8740 Rx = 0.6110. Rz = 0.3920 Ryy = 1.2455 = 0.5850 Sl = 0.5589 Ss = 0.2310 Qs = 1.0000 :TUAL EFF DEPTH~ 26.846 GAP BETWEEN CHORD= 1.000 l)RRECTED LOAD TC= 43 , 778 . 288 BC = . 42,855 . 693 /Rx= 39.279 USING L = 24.00 L/Ryy= 28.903 USING L = 36.00 IRz = 30.612 USING L = l2.00 WITH FILLERS K= 1.00 r. = 25,932.7 USING L/R= 39.27 F'e= 96,785.67 Cm= 0.00000 1:x LOAD (FILLERS)= 45,783.68 MAX LOAD NO FILLER= 39,736.33 ILLER PANELS REQD = 6 MIN WELD LEN 2X = 0.375 9: (fa/Fa) 9:: STRESS = . 0.96576 USING TC= 28 = 2 X 2 X .232 = 29,969.01623 USING BC= 25 = 2 X 2 X .187 'ORD WT = liND PANEL ALLOWABLE D PANEL CHECK = IAL LOAD = = = 518.962 CHORD WT/FT END PANEL CHECK W= 292 FORCES REDUCED 10 % LEFT END LENGTH 15,463.08 AXIAL STRESS fa 12,807.12 F'e 7,850.97 fb MID-PANEL = i PANEL PT = 0.923 fa/Fa = ~NEL PT= 16,697.1 MID PANEL= 0.8228 NO FILLERS IRsT PANEL CHECK= LEFT END LENGTH XIAL LOAD = 15,150.03 AXIAL STRESS fa E = 21,665.72 F'e PANEL PT == 7,850.96 fb MID-PANEL 0.958 fa/Fa = ANEL PT= 16,518.0 MID PANEL= 0.4055 NO FILLERS lrTOM CHORD L/Rz= 121.827 TC OAL/Ryy = AX BRIDGING CHECK TC= 15.05' BC= 24.68' 10.967 = 40.00 = 8,846.15 = 34,842.84 = 2,881.56 0.690 L/R=102.04 = 25.88 = 8,667.07 = 83,266.98 • = 155.64 0.400 L/R= 66.00 452.615 fMENT OF INERTIA= 568.0 LL 360= 204.6 LL 240= 307.0 C TENSION STRESS= 10,952.48 ·c COMPRESSION CENTER I'.:; COMPRESSION ACTUAL= 19,006.14 ALLOW= 14,531.7 NO FILLER IE COMPRESSION ACTUAL= 19,006.14 ALLOW= 28,082.9 FILLER I ****************BC FILLERS REQD**************** ·LLOW BC COMP LOAD= 23,752.70 @ l/ryy BROG SPACE= 9-5 7/8 I I ·~ ' .. :.' ._,, • . =-"' .... -,. I l,EB DESIGN: 28K232/128 J29 17-0202 SMAC .CARLSBAD CA RUN_ON J'AA I · TC= 28 = 2 X 2 X .232 BC= 25 = 2 X 2 X .187 ------WEB DESIGN ------ IUMBER SZ QTY ACTUAL T ALLOW T ACTUAL C ALLOW C WELD THK. · ANGLE NAME 1 W2 1G 2 B 17,613 21,543 7,599 7,903 8 .. 6 . 1ea .• 1 1/2 X l 1/2 X .138 2 W3 20 1 3,237 14,665 7,707 9,242 4.2 .125 2 X 2 X .125 3 W4 lG·l 8,636 11,.968 .3,537 4,992 4.3 .138 1 1/2 X 1 1/2 X .13~ 14 W5 20 1 3,121 14,66S 7,854 8,235 4.3 .125 2 X 2 X .125 5 W6 1C 1 7,071 9,877 2,705 4,165 4.3 .113 1 1/2 X 1 1/2 X .113 6 W7 20 1 2,288 14,665" 6,288 8,235 3.4 .125 2 X 2 X .125 17 wa 15 1 5,505 7,908 1,872 2,312 3.~ .109 l 1/4 X 1 1/4 X .109 8 W9 1G 1 1,456 11,968 4,723 4,992 2.4 .138 1 1/2 X 1 1/2 X .138 9 WlO 15 l 3,940 7,908 1,221 2,312 2.5 .109 1 1/4 X 1 1/4 X .109 O Wll lC 1 1,221 9,877 3,157 4,165 2.0 .113 1 1/2 X 1 1/2 X .113 11 W12 15 1 2,546 7,908 1,221 2,312 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTICALS 2 SE 10 2 8. 0 12,483 7,598 8,050 4.7 .109 1 X 1 X .109 I! Vl 10 1 480 5,617 1,122 1,462 2.0 .037 1 X 1 X .109 V2 15 1 310 7,908 2,282 4,010 2.0 .076 1 1/4 X 1 1/4 X .109 I I I I I & I I I I I I ,,.: 4 ·_ .. i· ,,..,, ... . -, I I I I I I I ·1 I I I I I I I I I I I ISP Corp. JOB NUMBER: 97-0202 JOB NAME: SMAC LOCATION: CARLSBAD, CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL- 2.000 in. 0.232 In. 50.000 ksl 1.000 in 1.000. 40.000 in 15,500.00 lbs. 6,300.00 lbs. 292.00 lbsJ ft. 3.00 in. 1.00 No filler A= Ix= rx= lz = rz = y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= Kl/rz = Cc= Fa= Fe= Cm= Panel point <= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9:a 10,561.78 OK Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-falF'etQ*Fb)) /,09• 0.56 OK JOIST NAME: 28K232/128 MARK: J29 ONE ANGLE 0.874 in"2 0.327 in"4 0.611 In 0.134 in"4 0.392 in 0.585 in 1.000 1.50 In 14,316.67 lbs-In. 12,187.50 lbs-In. 4,432.37 psi 5,073.23 psi 4,318.75 psi 30,000.00 psi 102.10 107.00 14,216.89 psi 14,325.95 psi 0.91 At= ltx= rtx = Panel P. Stx = Mid Panel Stx = With filler Kl/rx = Cc= Fa= Fe= Cm= --. -~; -· .. • - PROPERTIES: 3.497 ln"2 4.233 in"4 1.100 in 2.822 in"3 2.822 ln"3 . SEE NEXT PAGE: 36.36 107.00 26,33i50 psi 112,975.38 psi 0.99 Panel point<= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 10,561.78 OK & Mid panel <:a 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= -•. .•: !J\,:=..· •• -• •• _, ..... =· \! ..... 0.35 ' " ·.: -~ .. -_ ..;~-j- OK I I I I I I I I I I I I I I I I I I I ISP INC July 3, 1997 Shape: Shape: s~: Shal:NI: ,\ L L L L • u 2,000 u 2,000 u 2,000 u 2,000 ' H 2,000 H 2,000 H 2,000 H 2,000 T • 0,232 T 0,233 T-0,232 T 0,232 X -0,500 X o. 500 X ..:0.732 >C 0,732 V 3,000 V 3,000 V 0.000 V 0.000 cc 180,00 cc 270,00 cc 90,000 cc 0,000 .. .. .. A 0.874 A 0.8?4 A 0,8?4 A 0.874 Vbar-0,585 Vbar-0.585 Vbar 0,585 Vbar 0.585 .. Xbar-0,585 ~r 0,585 Mbar-0,585 >Cbar 0.585 Ix 0,32? Ix 0,32? Ix 0.32? Ix 0.32? Iy 0,32? Iy 0,32-Z Iy 0,327 Iy 0,32? Rx 0,611 Rx 0,611 Rx 0,611 Rx 0,611 Ry 0,611 Ry 0,611 flw 0.611 Ru 0,611 Rz 0,392 Rz 0.392 Rz 0,392 Rz 0,392 e 225,00 e 315,00 e 135,00· e 45.000 11 I I -- -------------------------------------------------------------- -- ,.l I n & ~ ., _... . ·<.·· ::i: ~~-½ ... ~·,: .. -~:·:a-:-. :_:,.._.i.;_J,. ... -_.L, '-:t~t'~~~t1L~. A 3,497 Wgt 11,889 Vbar 1,500 >Cbar 0.000 Ix 4,233 hi 6,399 lw 6,399 lz 4,233 I>CY 0.000 Rx 1,100 Ry 1,353 Rz 1.100 e 0.000 ,.. .. , ,: . • • :;: :··:· ~:.~-~·~·1 .... ~~ ~/f.;~":~ -... -s··r,,..E;: ........ :~~~- lRESS ANALYSIS: 7-0202 28K232/128 · 330 SMAC I.S.P. / MEXAM, INC SACRAMENTO CA RUN ON .J"A l~sE LENGTH i7-3 3/4 I: PANLS : PANELS IIRST HALF [RST DIAG LE= LE= LE= LE= WORKING LENGTH 46-11 3/4 DEPTH 28 4-8 3-6 0-11 7/8 5-7 7/8 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP 'PTHS · LE= 28.000 .JL TIPLE LOADING: · CENTERLINE= 28.000 I EFF DEPTH 27.02 RE= RE= RE= RE= 4-8 .3-6. ~o-;·11 7/8 ,5-7 7/8 RE= 28.000 T LOAD OF 1,000 LBS AT PANEL PT 12 23.66'LE 23.66'RE tTRA SHEAR ADDED TO EACH WEB= 500 IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 ~ACTIONS Rl=. +5~949.58 R2= +5,949.58 MIN SHR= 1,487.40 TL= -------------STRESS ANALYSIS -------------11,899.17 I) MEM TC F· BC F SHEAR WEB F' csc WEB L PP DISTANCE 1 W2 -11,117 0 5,562 13,549 2.234 60.38 o-2 ILTED END STRUT VlS -10,787 0 636 -717 1.126 30.43 3-6 W3 -10,787 12,952 4,926 -:-5 ,927 -1.092 29.51 4-8 3 W4 -16,899 12,952 4,443 6,612 1.337 36.13. 5-7 7/8 I ws -16,899 20,435 3,979 -5,992 -1.3'37 36.13 7-7 7/8 W6 -23,558 20,435 3,515 5,371 1.337 36 .13 9-7 7/8 6 W7 -23,558 26,268 3,051 -4,750 -1.337 36.13 11-7 7/8 -W8 -28,567 26,268 2,587 4,130 1.337 36.13 13-7 7/8 W9 -28,567 30,454 2,123 -3,509 -1.337 36 .13 15-7 7/8 WlO -31,928 30,454 1,659 2,889 1.337 36 .13 17-7 7/8 I Wll -31,928 32,991 1,195 -2,268 -1,.337 36 .13 19-7 7/8 W12 -33,641 32,991 731 1,989 1.337 36 .13 21-7 7/8 W12 -33,641 32,991 -732 1,989 -1.337 36 .13 23-7 7/8 3 Wll -31,928 32,991 -1,196 -2,268 1.337 36 .13 25-7 7/8 I WlO -31,928 30,454 -1,660 2,889 -1.337 36.13 27-7 7/8 W9 -28 ,.567 30,454 -2 ,124 -3,509 1.337 36 .13 29-7 7/8 6 wa -28,567 26,268 -2,588 4,130 -1.337 36.13 31-7 7/8 E W7 -23,558 26,268 -3,052 -4,750 1.337 36.13 33-7 7/8 W6 -23,558 20,435 -3,516 5,371 -1.337 36.13 35-7 7/8 W5 -16,899 20,435 -3,980 -5,992 1.337 36 .13 37-7 7/8 0 W4 -16,899 12,952 -4,444 6,612 -1.337 36.13 39-7 7/8 I W3 -10,787 12,952 -4,926 -5,927 1.092 29.51 41-7 7/8 LTED END.STRUT V1S -11,117 12,952 636 -717 -1.126 30.43 43-9 3/4 r W2 -11,117 -o -5,562 13,549 -2.234 60.38 42-7 3/4 -----STD VERTICALS 3 SE SQ END 5,949 -5,949 1.000 27.02 Ix Vl END PNL 636 -717 1.126 30.43 V2 INTERIOR 1,464 -1,464 1.000 27.02 TC COMPRESSION= -33,641.30 MAX BC TENSION= 32,991.12 'X INT TC PANEL LENGTH= 24.00 -MAX INT BC PANEL LENGTH= 48.00 I (RESS ANALYSIS: 28K~32/128 330 I.S.P. / MEXAM, INC RUN ON 1-0202 l,sE LENGTH i7-3 3/4 SMAC SACRAMENTO CA .:JAA • PANLS -PANELS IRST HALF .RST DIAG WORKING LENGTH 46-11 3/4 DEPTH 28 LE= 4-8 LE= 3-6 LE=· 0-11 7 /8 LE= 5-7 7/8 10 BC PANELS AT 4-0 ENO STRUT TILTED SPECIAL 1ST COMP IPTHS LE= 28.000 JLTIPLE LOADING: - ·cENfER~INE= 28.000 I EFF DEPTH 27.02 RE= RE= RE= RE= 4-8 .3-6. ,i)-11 7 /8 p-· 7 7/8 RE= 28.000 r LOAD OF 1,000 LBS AT PANEL PT 12 23.66'LE 23.66'RE IDITIONAL CHORD LOADS ARE ADDEO AS BOTH COMPRESSION AND TENSION DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS JOITIONAL TOP. CHORD LOAD 6300 I TRA SHEAR ADDED TO EACH WEB= 500 IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 _L LOADS SHOWN REDUCED BY 25% . TL= ~; . · ... 8,924.37 l~ACTIONS Rl= +4,462.19 R2= +4,462.19 MIN SHR= 1,115.55 -------------STRESS ANALYSIS------------- MEM TC F BC F SHEAR WEB F CSC WEB L PP DISTANCE l W2 -8,338 0 4,172 10,441 2.234 60.38 0-2 IL TED END STRUT VlS -8,090 0 477 -537 1.126 2 W3 -8,090 9,714 3,694 -4,581 -1.092 I W4 -12,674 9,714 3,333 5,126 1.337 ws -12,674 15,326 2,985 -4,661 -1.337 ~ W6 -17,668 15,326 2,637 4,195 1.337 • W7 ~17,668 19,701 2,289 -3,730 -1.337 we -21,425 19,701 1,941 3,264 1.337 W9 -21,425 22,840 1,593 -2,799 -1.337 ~ I 2 -i WlO -23,946 22,840 1,245 2,333 1.337 W11 -23,946 24,743 897 -1,868 -1.33~ W12 -25,230. 24,743 549 1,492 1.337 W12 -25,230 24,743 -549 1,492 -1.337 W11 -23,946 24,743 -897 -1,868 1.337 W10 -23,946 22,840 -1,245 2,333 -1.337 W9 -21,425 22,840 -1~593 -2,799 1.337 wa -21,425 19,701 -1,941 3,264 -1.337 W7 -17,668 19,701 -2,289 -3,730 1.337 W6 -17,668 15,326 -2,637 4,195 -1.337 9 ws -12,674 15,326 -2,985 -4,661 1.337 I W4 -12,674 9,714 -3,332 5,126 -1.337 W3 -8,090 9,714 -3,694 -4,581 1.092 ILTED END STRUT VlS -8,338 W2 -8,338 9,714 0 -----STD 477 -4, 172 VERTICALS -537 10,441 -1.126 -2.234 30.43 29.51 36 .13 36 .13 36 .13 36.13 36 .13 36 .13 36 .13 36 .13 36.13 36.13 36 .13 36.13 36.13 36.13 36 .13 36 .13 36 .13 36.13 29.51 30.43 60.38 I I SE SQ END Vl END PNL V2 INTERIOR 4,462 ·-4,462 1.000 27.02 AX rx 477 -537 1.126 30.43 1,098 -1,098 1.000 27.02 TC COMPRESSION= -29,955.98 INT TC PANEL LENGTH= 24.00 MAX BC TENSION= 24,743.34 MAX INT BC PANEL LENGTH= 3-: 6 4-8 5-7 7-7 9-7 11-7 13-7 15-7 17-7 19-7 21-7 23-7 25-7 27-7 29-7 31-7 33-7 35-7_ 37-7 39-7 41-7 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 7/8 43-9 3/4 42-7 3/4 48.00 '•.::.. ..... ·!: y,. Iii ... lrRESS ANALYSIS: 7-0202 l~sE LENGTH 28K232/128 SMAC J30 I.S.P. / MEXAM, INC SACRAMENTO CA RUN ON JAA 1-7-3 3/4 I WORKING LENGTH 46-11 3/4 DEPTH 28 :; PANLS LE= -:: PANELS LE= • RST HALF LE= ~RST DIAG LE= 4-8 3-6 0-11 7/8 5-7 7/8 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP IPTHS LE= 28.000 JL TIPLE LOADING: ·· CENTERLINE= 28.000 I IIFORM TC LOAD= -207 . UNIFORM BC L9AD= 0 TE: UNIFORM LOAD IS NET UPLIFT -L LOADS SHOWN REDUCED BY 25% ~ACTIONS Rl=. -3,646.76 R2= -3,646.76 MIN SHR= EFr: DEPTH 27.02 4-8 RE= RE= RE= RE= .3-6 . ~0-11 7 /8 • ,5-7 7/8 RE= 28.000 911.69 TL= -------------STRESS ANALYSIS ------------- ·, ., . -7,293.52 I MEM TC F. BC F SHEAR WEB F. csc WEB L. PP DISTANCE 1 W2 6,771 0 -3,388 -7,571 2.234 60.38 o-2 11:LTED END STRUT V1S 6,550 0 -426 479 1.126 30.43 3-6 2 W3 6,550 -7,851 -2,961 3,235 -1.092 29.51 4-8 3 W4 10,196 -7,851 -2,639 -3,530 1.337 36.13 5-7 7/8 I ws 10,196 -12,264 -2,328 3,114 -1.337 36 .13 7-7 7/8 W6 14,057 -12,264 -2,018 -2,699 1.337 36 ~13 9-7 7/8 $ W7 14,057 -15,574 -1,707 2,284 -1.337 36 .13 11-7 7/8 I W8 16,815 -15,574 -1,397 -1,868 1.337 36 .13 13-7 7/8 W9 16,815 -17 ,780 · -1,086 1,453 -1.337 36.13 15-7 7/8 9 WlO 18,470 -17,780 -776 -1,219 1.337 36.13 17-7 7/8 -Wll 18,470 -18,883 -465 1,219 -1.337 36 .13 19-7 7/8 W12 19,021 -18,883 -155 -1,219 1.337 36 .13 21-7 7/8 W12 19,021 -18,883 155 -1,219 -1.337 36 .13 23-7 7/8 3 W11 18,470 -18,883 465 1,219 1.337 36.13 25-7 7/8 I W10 18,470 -17,780 776 -1,219 -1.337 36.13 27-7 7/8 W9 16 ,-815 -17,780 1,086 1,453 1.337 36.13 29-7 7/8 6 W8 16,815 -15,574 1,397 -1,868 -1.337 36.13 31-7 7/8 I W7 14,057 -15,574 1,707 2,284 1.337 36.13 33-7 7/8 W6 14,057 -12,264 2,018 -2,699 -1.337 36 .13 35-7 7/8 9 W5 10,196 -12,264 2;328 3,114 1.337 36 .13 37-7 7/8 -W4 10,196 -7,851 2,639 -3,530 -1.337 36.13 39-7 7/8 W3 6,550 -7,851 2,961 3,235 1.092 29.51 41-7 7/8 LTED END STRUT V1S 6,771 -7,851 -426 479 -1 .126 30.43 43-9 3/4 I W2 6,771 -o 3,388 -7,571 -2.234 60.38 42-7 3/4 -----STD VERTICALS :3 SE SQ END 3,646 -3,646 1.000 27.02 I Vl END PNL -426 479 1.126 30.43 V2 INTERIOR -310 310 1.000 27.02 1AX TC COMPRESSION= 0.00 MAX BC TENSION= 0.00 fx INT TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH= 48.00 I .. , .. : . ... ·z: ''l'w J~:. ~ I --->. '. ~: ... :·,/j::~}:~.--- . ::~~· ~ ~ .. . ' J30 RUN oi•,1 \"1. >--:::~ •. 13K232/128 5-12:-97 '-0202 SMAC SACRAMENTO CA JAA. I~~,.."• . ·l::M -------MULTIPLE ANALYSIS SUMMARY ------- TC TEN TC COM BC TEN BC COM WEB TEN WEB COM ~ 6,771 -13,063 0 0 13,549 . -7 ,571 ) 6,550 -12,815 12,952 -7,851 3,235 -~,927. ,_; 10,196 -17,399 12,952 -7,851 6,612 -~,530 20,435 • i 10,196 -17,399 -12.264 3,114 -q,992 ) 14,0!?7 -23,558 20,435 -12,264 5,371 -2,699 I 14,057 -23,558 26;268 ·-15 ,574 2,284 -4,750 16,815 -28,567 26,268 -15,574 4,130 -1,868 3 16,815 -28--,567 30,454 -17,780 1,453 -3,509 I 18,470 -31,928 30,454 -17,780 2,889 -1,219 18,470 -31,928. 32,991 -18,883 1,219 -2,268 l 19,021 -33,641 32,991 -18,883 1,989 -1,219 :> 19,021 -33,641 . 32,991 -18,883 1,989 -1,219 I 18,470 -31,928 32,991 -18,883 l ,-219 -2,268 18,470 -31,928 30,454 -17,780 2,889 -1,219 5 16,815 -28,567 30,454 -17,780 1,453 -3,509 t 16,815 -28,567 26,268 -15,574 4,130 -1,868 14,057 -23,558 26,268 -15,574 2,284 -4,750 3 14,057 -23,558 20,435 -12,264 5,371 -2,699 -10,196 -17,399 20,435 -12,264 3,114 -5,992 10,196 -17,399 12,952 -7,851 6,612 -3,530 6,550 -12,815 12,952 -7,851 3,235 -5,927 I 6,771 -13,063 0 -o 13,549 -7,571 0 0 0 0 0 -5,949 0 0 0 0 479 -717 5 0 0 0 0 310 -1,464 lxrMUM UNIFORM LOAD: TOP CHORD= 232 I I • I I I I I I . ::..-:--: . -~, ' ~--~ ... -~ ..,, I t K232/128 J30 7-0202 SMAC -------CONSOLIDATE LEFT TC TEN TC COM BC TEN 6,771 -13,063 0 6,550 -12,815 12,952 10,196 ~17,399 12,952 10,196 -17,399 20,435 14,057 -23,558 20~435 14,057 -23,558 26,2~ 16,815 -28,567 26,268 16,815 -2&,567 30,454 18,470 -31,928 30,454 18,470 -31,928 32,991 19,021 -33,641 32,991 0 0 0 0 0 0 0 0 0 -~ . \--... __ ~ SACRAMENTO & RIGHT BC COM -o -7,851 -7,851 -12.264 -12,264 -15,574 -15,574 -17,780 -17,780 -18,883 -18,883 0 0 0 rXIMUM UNIFORM LOAD: TOP CHORD= 232 I I I I I I I I I I I -· " .. • •. --4·" ~ -' ·;·~.::: .. - -1 ·.• CA WEB TEN 13,549 3,235 6,612 3,114 5,371 2,284 4,130 1,453 2,889 1,219 1,989 0 479 310 WEB COM ' r . ·-7 ,571 -5 ,927. -;·,~30 -9,992 -2,699 -4,750 -1,868 -3,509 -1,219 -2,268 -1,219 -5,949 -717 -1,464 ~ ~-~--·· ... ~f··~ . -.;.~-:i;·..., ... !' :! ~_{4~~;, 1. 'Fl -l:-~ ::::( ~ .. ~~ ,".'r. :..~ .. ~ --;:-;.z~~;;_ ~-.. ~~,xv .. -~-t:~ 5-12-~-97-.. r.;;_1-:--~-~- '< ..• -;.:-·J I . ' ... _ :-: .. l,ternat.ioal Structural Products . iMBER SIZES: 28K232/128 J30 El Paso , Texas -~ · :··{:·~~~t: . . . · .. -· }(::.: · ··RUN ON -5-12:-97 1-0202 SMAC II -:NDING LOAD = = = 50,000.000 0.000 28.000 SACRAMENTO CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= a!TSIDE DEPTH_ S: = 21 ~EA= 0.5520 y(x) = 0.5530 Ryy = 1.2233 Rz JAA 30,000.000 33,641.308 27.020- ~ . = 0.3960 :: = 24. - ' EA = . 0 .6730 Rx = O .6190 : Rz = 0 .3940 Ryy = 1.2319 = 0.5650 Sl = 0.4566 Ss = 0.1797 Qs = 0.9808 STUAL EFF DEPTH~-26.882 ··GAP BETWEEN CHORD= 1.000 -~RRECTED LOAD TC= 33,814.007 BC = 3~,160.484 1fRX = 38.772 USING L = 24.00 L/Ryy= 29.223 USING L. = 36.00 ·/Rz = 30.456 USING L = 12.00 WITH FILLERS K= 1.00 13 = 25,555.0 USING L/R= '38.77 F'e= 99,336.75 Cm= 0.00000 X LOAD (FILLERS)= 34,74L.02 MAX LOAD NO FILLER= 30,216.75 fLLER PANELS REQD = 6 MIN WELD LEN 2X = 0.375 I (fa/Fa) STRESS = = 0.98304 USING TC= 24 = 2 X 2 X .176 3·0,036.67096 USING BC= 21 = 2 X ·2 X .143 rORD WT = ND PANEL ALLOWABLE t D PANEL CHECK = . IAL LOAD = a = I PANEL PT = = 400.081 CHORD WT/FT END PANEL CHECK W= 232 FORCES REDUCED 10 % LEFT END LENGTH 13,130.25 AXIAL STRESS fa 12,870.12 F'e 8,017.74 fb MID-PANEL 0.918 fa/Fa = = ANEL PT= 17,772.7 MID PANEL= 0.8915 NO FILLERS lrRST PANEL CHECK ~IAL LOAD a t PANEL PT = LEFT END LENGTH = 12,881.79 AXIAL STRESS fa = 21,419.88 F'e = 8,017.73 fb MID-PANEL = 0.955 fa/Fa = ANEL PT= 17,588.1 MID PANEL= 0.4523 NO FILLERS ITTOM CHORD L/Rz= 121.212 TC OAL/Ryy = AX BRIDGING CHECK TC= 14.88' Be= 24.46' = = = = = = = = 8.454 40.00 9,755.02 35,761.23 2,802.55 0.757 L/R=lOl.52 25.88 9,570.42 85,461.74 ' 151.37 0.446 L/R= 65.67 457.625 rMENT OF INERTIA= 439.2 LL 360= 158.2 LL 240= 237.3 ~TENSION.STRESS= 14,204.52 ~C COMPRESSION CENTER 9:: COMPRESSION ACTUAL= 18,980.69 ALLOW= 11,333.1 NO FILLER II: COMPRESSION ACTUAL= 18,980.69 ALLOW= 20,~90.9 FILLER I ****************BC FILLERS REOD**************** 1AX BC BROG DIST= 8-7 5/8 FOR l/ryy BC COMP CHECK rx BROG BC 1/ryy of 200 = 20.39 I ··- . -----'i,">,"T-·.("";..._ I ..... ~::: "'!-)!.~~--. ··:-~ ... . . : .... ,:··l.; ?-. : : ll-e DESI.GN: 28K232/128 330 a;-0202 SMAC S_ACRAMENTO CA ~.. • . .. .. t:_.c.--;_· t"":·· ; RUN 0~ ~-' '. 5~12-97 :JAA-·'.-··; . .. I TC= 24 = 2 X 2 X .176 BC= 21 = 2 X 2 X .143 ~MBER -~ W2 2 W3 3 W4 •~ ws 11s W6 6 W7 _. wa 93 W9 3 W10 fO W11 W12 2 SE I Vl V2 I I _I I I I I I I I I sz QTY ACTUAL T 1G 2 a· lE 1 1C l- 20 1 1C 1 16 1 15 1 lC 1 15 1 15 1 15 1 10 2 8. 10 1 10 1 -13 ,549 3,235 6,612 3,114 5,371 2,284 4,130 1,453 2,889 1,219 1~989 0 479 310 ------WEB DESIGN ------ ALLOW T ACTUAL C ALLOW C WELD 21,543 7,571 7,910 6.7 10,877 5,927 6,103 3.2 9,§77 3,530 4,155 4.0 14,665 5,992 8,228 3.3 9,877 2,699 4,155 3.3 11,968" 4,750 4,980 2.4 7,908 1,868 2,306 2.6 ,, 9,877 3,509 4,155 ·2 .1 7,908 1,219 2,306 2.0 7,908 2,268 2,306 2.0 7-,908 1,219 . 2 ,.306 2.0 ----STANDARD VERTICALS 12,483 5,949 8,029 3.7 5,617 886 1,455 2.0 6,241 1,633 2,051 2.0 Tl::f_K . -ANGLE NAME .1aa .• 1 1/2 X 1 1/2 X .138 .125 1 1/2 X 1 1/2 X .125 .113 1 1/2 X 1 1/2 X .113 .125 2 X 2 X .125 .113 1 1/2 X 1 1/2 X .113 .138 1 1/2 X 1 1/2 X .138 .109 1 1/4 X 1 1/4 X .109 .113 1 1/2 X 1 1/2 X .113 .109 1 1/4 X 1 1/4 X .109 .109 1 1/4 X 1 1/4 X .109 .109 1 1/4 X.1 1/4 X .109 .109 1 X -1 X .109 · .029 1 X 1 X .109 .054 1 X 1 X .109 I I I I I I I I I I I I I I I I I I I ISP_Corp. ~---• t... JOB NUM~ER: 97-0202 JOB NAME: SMAC LOCATION: CARLSBAD, CA "AXIAL LOAD AND BENDING". END PANEL Leg= 2.000 in. Thickness= 0.176 in. Fy= 50.000 1<s1 Gap= 1.000 in K= 1.000 Length= 40.000 in Gravity Axial Load = 13,200.00 Iba. Lateral axial load = 6,300.00 lbs. W= 232.00 lbaJ ft. Bearing Depth = 3.00 in. Reduc. = 1.00 No filler A= Ix= rx= lz= rz= y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= Kl/rz = Cc= Fa= Fe= Cm= Panel point<= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 12,004.95 OK Mid panel <• 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q-Fb)) /.09111 0.64 OK , .-,,,-._ JOIST NAME: 281<232/128 MARK: J30 ONE ANGLE 0.673 ln"2 0.258 ln"4 0.619 in • ::~ ::~;:: , ~ 3-Jul-97 .. PROPERTIES: At= 2.692 in"2 ltx = 3.385 in"4 rtx= 1.121 In 0.105 ln"4 Panel P. Stx = 2.257 ln"3 0.394 In Mid Panel Stx = 2.257 in"3 0.565 In 0.981 SEE NEXT PAGE: 1.50 In 13,316.67 lbs-In. 11,625.00 lbs-In. 4,903.42 psi 5,901.03 psi 5,151.40 psi 30,000.00 psi 101.42 Kl/rx = 35.67 108.04 Cc= 1~.04 14,323.08 psi Fa = 25,962.26 psi 14,517.56 psi F'e·= 117,358.56 psi 0.90 Cm= 0.99 With filler Panel point <= o.s· Fy = 30,000.00 psi (fa+ fb) / 0.9= 12,004.95 OK • Mid panel<= 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09• 0.41 OK l. ·. ···t"'-• .... ::.":. I I I I I I I I I I I I I I I I I I I ISP INC July 3, 1997 Shape: Shape: Shapa: Shapa: L L L L U 2.000 U 2.000 U 2,000 U. 2.000 H 2.000 H 2,000 H 2,000 H 2,000 T • O.l.76 T 0, l.·76 y,... O. l. 76 T O,l.76 x -0.500 >C 0,500 K :.o. 676 K 0.676 V 3.000 V 3,000 V 0,000 Y 0.000 IX l.80,00 IX 270, 00 IX 90,000 IX 0.000 A 0.673 A 0.673 A 0.673 A 0.673 \'bar -o. 565 \'bar -o. 565 \lbar 0.565 \'bar 0.565 Xbar-0.565 ·Xbar 0,565 Mbar -0.565 >Cbar 0,565 Ix 0.258 Ix o.~58 Ix 0,258 Ix 0.258 Iy 0.258 Iy 0,258 Iy 0.258 Iy 0.258 Rx 0.619 Rx 0,619 Rx 0,619 Rx 0.619 Ry 0,619 Av 0,619 _Ry 0.619 Av 0.619 Rz 0.394 Rz 0,394 Rz 0,394 Rz 0.394 e 225,00 e 315.00 • l.35.00 • 45.000 II A 2,692 I I Wgt 9.l.53 \'bar l..500 Xbar 0.000 Ix 3.385 Iy 4.631 Iw 4,631 Iz 3.385 -Ixy 0.000 Rx l.. l.21 Ry l.,312 ------------------,------,--------~-----------------------------Rz l.. l.21 e 0.000 -- I n & I TRESS ANALYSIS: 7-0202 IASE LEN~TH 47-3 1/4 I -; PANLS LE= 28LH232/128 SMAC WORKING LENGTH 46-11 1/4 J31 ,. I.S.P. / MEXAM, INC SACRAMENTO CA DEPTH 28 EFF DEPTH 27.02 RUN ON JAA RE= 4-8 5-12-97 . ." I::: PANELS LE= IRST HALF LE= rRST DIAG LE= 4-8 3-6 o-3 5/8 4-11 5/8 9 BC PANELS AT 4-8 END STRUT TILTED SPECIAL 1ST COMP RE= -.;3-6· RE= ~O. 3 5/8 RE= ,4-11 5/8 l='.PTHS LE= 28.000 CENTERLINE= 28.000 RE= 28.000 'JL TIPLE LOADING: . I T LOAD OF 1,000 LBS AT PANEL PT 12 25.97'LE 21.30'RE TRA SHEAR ADDED TO EACH WEB= 500 IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 EACTIONS R1=-+5,895.04 R2= +5,994.46 MIN SHR= 1,498.62 L MEM -;~-;------;~ ;TRESS :~~~~SIS-~;;-;----~;~ WEB L 1 W2 -11,008 0 5,508 13,427 2.234 60.38 IILTED END STRUT VlS -10,719 0 557 -627 1.126 2 W3 -10,719 11,384 4,951 -5,500 -1.008 13 W4 -16,058 11,384 4,510 7,215 1.440 4 W5 -16,058 20,171 3,968 -6,435 -1.440 5 W6 -23,722 20,171 3,427 5,656 1.440 6 W7 -23,722 26,713 2,886 -4,876 -1.440 17 W8 -29,143 26,713 2,344 4,096 1.440 .8 W9 -29,143 31,012 1,803 -3,317 -1.440 9 WlO -32,321 31,012 1,262 2,537 1.440 I~ Wll -32,321 33,068 720 -2,158 -1.440 Wll -33,254 33,068 179 2,158 1.440 .2 WlO -33,254 31,843 -1,361 2,681 -1.440 1: W9 -29,871 31,843 -1,903 -3,460 1.440 we -29,871 27,338 -2,444 4,240 -1.440 W7 -24~244 27,338 -2,985 -5,019 1.440 .6 W6 -24,244 20,589 -3,527 5,799 -1.440 I~ W5 -16,373 20,589 -4,068 -6,578 1.440 W4 -16,373 11,596 -4,609 7,358 -1.440 _9 W3 -10,918 11,596 -5;o5o -5,600 1.000 30.43 27.26 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38 _91· 27.26 1-ILTED END STRUT VlS -11,207 11,596 557 -627 -1.126 30.43 ~O W2 -11,207 0 -5,607 13,649 -2.234 60.38 23 IAX AX I I -----STD VERTICALS---- SE SQ END Vi END PNL V2 INTERIOR TC COMPRESSION= -33,254.28 5,994 -5,994 1.000 27.02 557 -627 1.126 30.43 1,541 -1,541 1.000 27.02 INT TC PANEL LENGTH= 28.00 MAX BC TEN~ION= 33,068.14 MAX INT BC PANEL LENGTH= -TL= 11,889.50 PP DISTANCE 0-2 3-6 4-8 4-11 5/8 7-3 5/8 9-7 5/8 11-11 5/8 14-3 5/8 16-7 5/8 18-11 5/8 21-3 5/8 23-7 5/8 25-11 5/8 28-3 5/8 30-7 5/8 32-11 5/8 35-3 5/8 37-7 5/8 39-11 5/8 42-3 5/8 43-9 1/4 42-7 1/4 56.00 ~-. JI!:.'!.. ~ ........ ~. ·~---I TRESS ANALYSIS: 28LH232/128 .J31 SMAC . r. s • p • / MEXAM, . I NC ·.Rb~:--oN SACRAMENTO CA . ::r AA~"·-~---7-0202 lsE LENGTH 47-3 1/4 I :: PANLS LE= ~ ,.. PANELS LE= RST HALF LE= RST DIAG LE= WORKING LENGTH 46-11 1/4 DEPTH 28 4-8 3-6 o-3 5/8 4-11 5/8 9 BC PANELS AT 4-8 END STRUT TILTED SPECIAL 1ST COMP tPTHS LE= 28.000 ULTIPLE LOADING: - -. CENTERLINE·= 28 .000 I ---EFF: DEPTH 27.02 RE:;::--4-8 RE= .3-6,. ~E= ~b~ 3 5/8 RE= ,4-11 5/8 RE= 20.000· J LOAD OF 1,000 LB·s AT PANEL PT 12 25.97'LE 21.30'RE i;DITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION lilooITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS DDITIONAL TOP. CHORD LOAD : 46500 9xTRA SHEAR ADDED TO EACH WEB= 500 .IFORM TC LOAD=· 232 UNIFORM BC LOAD= 0 LL LOADS SHOWN REDUCED BY 25% MIN SHR= 1,123.96 TL= -------------STRESS 8,917.13 ( ACTIONS Rl= +4,421.28 R2= 0 MEM TC F BC F 1 W2 -8,256 0 IIL TED END STRUT +4,495.85 ANALYSIS SHEAR 4,131 WEB F 10,349 csc 2.234 WEB L 60 .38~ PP DISTANCE o-2 -VlS -8,039 2 W3 -8,039 &3 W4 -12,043 .. W5 -12,043 5 W6 -17,792 ~ W7 -17,792 9? W8 -21,857 8 W9 -21,857 19~ W10 -24,240 W11 -24,240 W11 -24;940 .2 WlO -24,940 14 3 W9 -22,403 w0 -22,403 .5 W7 -18,183 16 W6 -18, 183 7 W5 -12,279 ~8 W4 ~12,279 9 W3 -8,188 IILTED END STRUT VlS -8,405 20 W2 -8,405 l1 22 SE SQ END Vl END PNL V2 INTERIOR 0 8,538 8,5~8 15,128 15,128 20,035 20,035 23,259 23,259 24,801 24,801 23,882 23,882 20,503 20,503 15,441 15,441 8,697 8,697 8,697 0 -----STD TC COMPRESSION= -59,815.71 417 3,713 3,382 2,976 2,570 2,164 1,758 1,352 946 540 134 -1,021 -1,427 -1,833 -2!, 239 -2,645 -3,051 -3,457 -3,788 417 -4,205 VERTICALS 4,495 417 13 AX -~AX 1,155 MAX MAX INT TC PANEL LENGTH= 28.00 I -470 -4,251 5,591 -5,006 4,422 -3,837 3,252 -2,668 2,083 -1,618 1,618 2,190 -2,775 3,360 -3,944 4,529 -5,114 5,698 -4,326 -470 10,516 1.126 -1.008 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.008 30.43 27.26 38.91 ·39 .91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 27.26 -1.126 ·30.43 -2.234 60.38 -4,495 1.000 27.02 -470 1.126 30.43 -1,155 1.000 27.02 BC TENSION= 24,801.11 INT BC PANEL LENGTH= 3-6 4-8 4-11 7-3 9-7 11-11 14-3 16-7 18-11 21-3 23-7 25-11 28-3 30-7 32-11 35-3 37-7 39-11 42-3 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 43-9 1/4 42-7 1/4 56.00 ••• ··~:_y--;l ~~=--=. . '.. . . --:<:: ~RESS ANALYSIS: 28LH232/128 .J31 , I.S.P. / MEXAM, INC SACRAMENTO CA RUN ON JAA .. s-12-~t~:j l7-0202. SMAC SE LENGTH WORKING LENGTH 47-3 1/4 46-11 1/4 I DEPTH 28 '.: PANLS LE= r--PANELS LE= l;RST HALF LE~ lliRST DIAG LE= 4-8 3-6 o-3 5/8 4-11 5/8 9 BC PANELS AT 4-8 END STRUT TILTED SPECIAL 1ST COMP 'PTHS LE= 28.000 UL TIPLE LOADING: .. I -CENTEffi.INE= 28.000 i IFORM TC LOAD= -207 . UNIFORM BC LOAD= TE: UNIFORM LOAD ·rs NET UPLIFT L LOADS SHOWN REDUCED BY 25% 0 EFF DEPTH 27.02 RE= 4-8 RE= .. 3-6- RE= jQ-:; 3 5/8 RE= .4-11 5/8 RE= 28.000 . ~ . EACTIONS Rl=. -3,643.52 R2= -3,643.52 STRESS ANALYSIS MIN SHR= 910.88 TL= -7,287.05 ' MEM 1 W2 ( LTED END VlS W3 t3 W4 ws W6 6 I 9 -t .6 ' W7 W8 W9 W10 W11 Wll WlO W9 W8 W7 W6 W5 W4 .9 W3 I.IL TED END VlS _Q W2 TC F 6,764 STRUT 6,571 6,571 9,790 9,790 14,295 14,295 17,298 17,298 18,800 18,800 18,800 18,800 17,298 17,298 14;295 14,295 9,790 9,790 6,571 STRUT 6,764 6,764 I; SE SQ END 23 Vl END PNL V2 INTERIOR TC COMPRESSION= BC F SHEAR 0 -3,384 0 -6,975 -6,975 -12,230 -12,230 -15,984 -15,9$4 -18,237 -18,237 -18,987 -18,987 -18,237 -18,237 -15,984 -15,984 -12,230 -12,230 -6,975 -6,975 -6,975 -o -----STD -372 -3,012 -2,716 -2,354 -1,992 -1,630 -1,267 -905 -543 -181 181 543 905 1,267 1,630 1,992 2,354 2,716 3.·,012 -372 3,384 VERTICALS 3,643 -372 -362 0.00 MAX IAX AX INT TC PANEL LENGTH= 28.00 MAX I I WEB F -7-,564 419 3,038 -3,912 3,390 -2,869 2,347 -1,825 1,311 -1,311 1,311 1,311 -1,311 1,311 -1,825 2,347 -2,869 3,390 -3,912 3,038 419 -7,564 csc 2.234 1.126 -1.008 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.440 -1.440 1.008 -1.126 -2.234 WEB L 60.38 30.43 27.26 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 38.91 27.26 30.43 60.38 -3,643 1.000 27.02 419 1.126 30.43 362 1.000 27.02 BC TEN~ION= 0.00 INT BC PANEL LENGTH= PP DISTANCE o-2 3-6 4-8 4-11 7-3 9-7 11-11 14-3 16-7 18-11 21-3 23-7 25-11 28-3 30-7 32-11 35-3 37-7 39-11 42-3 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 5/8 43-9 1/4 42-7 1/4 56.00 -.. ' • -·:_~., -.,> • .:.·::. __ ··::i~ I tLH232/-128 .131 :7-0202 SMAC SACRAMENTO CA lM -------MULTIPLE ANALYSIS SUMMARY -------TC TEN 1 34,875 1; 34,875 34,875 ~ 34,875 5 34,8:?5 t 34,875 34,875 8 34,875 I 34,875 34,875 1 34,875 I 34,875 34,875 34,875 5 34,875 s 34,875 34,875 8 34,875 f 34,875 34,875 1 0 f 0 0 AXIMUM UNIFORM I I I I I I I I I TC COM -43, 131 -42,914 -46,918 -46,918 -52,667 -52,667 -56,732 -50·,732 -59,115 -59,115 -59,815 -59,815 -57,278 -57,278 -53,058 -53,058 -47, 154 -47,154 -43,063 -43,280 0 0 0 LOAD: BC TEN BC COM WEB TEN 0 0 13,427 11,384 -6,975 3,038 11,384 -6,975 7,215 20,171 -12,230 3,390 20>171 -12,230 5,656 26, 7113 ·-15 ,984 2,347 26,713 -15,984 4,096 31,01'2 -18,237 1,311 31,012 -18,237 2,537 33,068 -18,987 l ,31·1 33,068 -18,987 2,158 31,843 -18,237 2,681 3-1,843 -18,237 1,311 27,338 -15,984 4,240 27,338 -15,984 2,347 20,589 -12,230 5,799 20,589 -12,230 3,390 11,596 -6,975 7,358 11,596 -6,975 3,038 0 -o 13,649 0 0 0 0 0 419 0 0 362 TOP CHORD= 232 -·' ··-·· ... -~. ~ ..... -· .•• ' ·,. ,t-:-·, . -~-1l-.·~' . WEB COM -7,564 -~_,590-.. ·. -3,?.12 -q,435 -2,869 -4,876" -1,825 -3,317 -1,311 -2, 158 0 -1,311 -3,460 -1,825 -5,019 -2,869 -6,578 -3,912 -5,600 -7,564 -5,994 -627 -1,541 & ··-· . _;,· .. : .. :-.. ~:. I &LH232/128 J31 •,-0202 SMAC SACRAMENTO CA IM l I l i 9 ~ t -------CONSOLIDATE LEFT TC TEN TC COM BC TEN 34,875 -43,280 0 34,875 -43,063 11,596 34,875 -47,154 11,596 34,875 -47,154 20,589 34,8Z5 -53,058 20~589 34,875 -53,058 27,338 34,875 -57,278 27,338 34,875 -57·,270 31,84'3 34,875 -59,815 31,843 34,875 -59,815 33,068 O O 0 0 0 0 0 0 0 & RIGHT BC COM -o -6,975 -6,975 -12,230 -12,230 ·-15 ,984 -15,984 -18,237 -18,237 -18,987 0 0 0 AXIMUM UNIFORM LOAD: TOP CHORD= 232 I I I ·1 I I I I I I I I •:. . . -..... _, . ":'" ... • •• ' ~'.½~. • . WEB TEN 13,649 3,038 7,358 3,390 5,799 2,347 4,240 1,311 2,681 2, 15·a 0 419 362 & WEB COM -7,564 -5,600- -i,~·12 -Q,578 -2,869 -5,019 -1,825 -3,460 -1,311 -2, 158 -5,994 -627 -1,541 !· . ·-.i~i:.:.:., I .: ,;'!~~~. i::'-_!:-::.;..¼_l>--• lnternatioal Structural ·Products ~MBER SIZES: 28LH232/128 J31 El Paso SACRAMENTO Texas --RUN -ON··.· 5:l'f2'~97 7-0202 SMAC CA JAA ·---.-·· .. ,. ly "::NDING LOAD :; = 23 = = = 50,000.000 232.000 28.000 Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= IJTSIDE DEPTH. ~EA= 0.6250 y(x) = 0.5600 Ryy -. 1.2284 Rz -= 2F . l ~EA = 1.1880 Rx = 0.7170 Sl CTUAL EFF DEPTH~ IORRECTED LOAD TC= /Rx= 27.307 USING /Rz = 28.512 USING la= 27,334.7 USING ID PANEL MOMENT= ID PANEL fb = a/Fa . = IAX LOAD (FILLERS)= ILLER PANELS RECD= = 0.7690 ~ Rz = 0.4910 Ryy = 0.9804 Ss = 0.3942 Os 26.723 ""GAP BETWEEN CHORD= 60,480.506 BC = L = 27.99 L/Ryy= 25.004 USING L = 13.99 WITH FILLERS K= L/R= ·2a.s1 F'e= 200,252.36 631 .·537 PANEL POINT MOM = 322.057 PANEL POINT fb = 0.931 BENDING RATIO ~ 64,833.52 MAX LOAD NO FILLER= l • 4 MIN WELD LEN 2X = 30,000.000 59,815.713 27,.020· = ~ .. 0.3950 = 1.4397 = 1.0000 1.000 3~,435.668 L = 36.00 0 .75 Cm= 0.94915 1,263.075 1,601.751 0.011 60,338.47 0.651 IOP CHORD C STRESS mp= pp= 0.94289 USING TC= 2F· = 2 1/2 X 2 1/2 X .250 27,056.51028 = 26,748.53450 USING BC= 23 = 2 X 2 X .163 IHORD WT IND PANEL CHECK XIAL LOAD a I~ PANEL PT = = = = = = ANEL PT= 22,026.0 IOTTOM CHORD L/Rz= AX BRIDGING CHECK 10MENT OF INERTIA= 591.598 CHORD WT/FT END PANEL CHECK W= 232 LEFT END LENGTH 43,761.48 AXIAL STRESS fa 24,033.43 F'e 3,607.93 fb MID-PANEL 0.899 fa/Fa MID PANEL= 0.8254 FILLERS 141.772 TC OAL/Ryy TC= 20.39' BC= 24.56' 586.8 LL 360= 211.9 le TENSION STRESS= 14,841.16 JC COMPRESSION CENTER = = = = = = = LL IC C COMPRESSION ACTUAL= 19,198.95 COMPRESSION ACTUAL= 19,198.95 ALLOW= 9,379.9 ALLOW= 20,875.1 12.513 40.00 18,418.13 55,192.98 1,313.12 0.766 L/R= 52.01 •391.217 240= 317.9 NO FILLER FILLER ****************BC FILLERS RECD**************** -AX BC BROG DIST= 9-10 7/8 FOR 1/ryy BC COMP CHECK 1AX BRDG BC l/ryy of 200 = 20.47 I I I ... : , . . . , ·,'., . .... ,' I ; ·?. 1B DESI.GN: 28LH232/128 J':31 -0202 SMAC SACRAMENTO CA J'AA. I TC= 2F = 2 1/2 X 2 1/2 X .250 BC= 23 = 2 X 2 X .163 ------WEB DESIGN ------ JMBER sz QTY ACTUAL T I W2 lC 2 8 13,649 _ W3 20 1 3,038 ALLOW TACTUAL C ALLOW C WELD Tl:iK .ANGLE NAME 19,755 7,564 9,257 8.2 .ll3 1 1/2 X 1 1/2 X .113 14,665 5,6QO 8,147 3.1 .1~5 ··2 X 2 X .125 3 W4 lE l 7,358 10,877 3,912 5,390 4.0 .125 1 1/2 X 1 1/2 X .125 I W5 1J i 3,390 W6 18 1 5,799 $ W7 lE 1 2-,347 13,~53: "6,578 6,705 2.9 .156 1 1/2 X 1 1/2 X .156 8,999 2,869 3,182 3.6 .110 1 1/4 X 1 1/4 X .125 10 ,877· · 5,019 5,390 2.8 .125 1 1/2 X 1 1/2 X .125 I we 15 1 4,240 W9 lC 1 1,311 WlO 10 1 2,681 7,908 1,825 2,819 2.7 .109 1 1/4 X 1 1/4 X .109 9,877 3,460 4,850 -2. i .113 1 1/2 X 1 1/2 X .113 6,241 1,311 1,401 2.0 .109 1 X 1 X .109 :) Wll 15 1 2,158 7,908 2,158 2,819 2.0 .109 1 1/4 X 1 1/4 X .109 I SE 10 2 B 0 -.---STANDARD VERTICALS 12,483 5,994 8,"794 3.8 .109 1 X 1 X .109 2 Vl 10 1 419 6,241 929 2,291 2.0 .031 1 X 1 X .109 -r V2 10 1 362 "6,241 1,843 2,894 2.0 .062 1 X 1 X .109 1· I I I I I I I I I I • 4,.~ -1w'~-~-• .. .-•.:.. .. . --·--"'r.:i.-~!r.J:v-. ' --. I I I I -1 I I I I I I I- I I I I I I I .. ·: 1 ~-! :·.:.-:: :.-·. JOB NUMBER: 97-0202 JOB NAME: SMAC LOCATION: CARLSBAD, CA "AXIAL LOAD AND BENDING". END PANEL- Leg= 2.500 in. A= Thickness= 0.250 in. Ix= Fy= 50.000 ksi rx= Gap:= 1.000 In lz= K= 1.000 rz= Length= 40.000 In y= Q= Gravity Axial Load = 43,800.00 lbs. Eccentricity = Lateral axial load = 46,§.00.00 lbs. Moment Pp= W= 232.00 lbsJ ft. Moment Mp= Bearing Depth = 3.00 in. fa= Reduc. = 1.00 Panel P. tb= Mid Panel tb = Fb= Kl/rz = Cc= Fa= Fe= Cm= No filler Panel point <= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9"' 14,169.13 OK Mid panel <• 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q'fb)) /.09• 0.84 OK .• ~-.. ' ~ ~: ~ ~ .. _. ·, :i. ·- ·':I-.. ,.//4::i-.r';i.-·~ .. JOIST NAME: 28LH232/128 MARK: J31 ONE ANGLE 1.188 jnA2 0.703 jnA4 0.769 In PROPERTIES: At. = 6.375 ln"2 ltx : 11.477 fnA4 rtx = 1.342 in 0.287 inA4 Panel P. stx = 9.860 ln"3 0.491 In Mid Panel stx = 6.251 inA3 0.717 In 1.000 SEE NEXT PAGE: 1.16 In 57,992.67 lbs-in. 56,301.00 lbs-In. 6,870.59 psi 5,881.63 psi ·9,006.59 psi 30,000.00 psi 81.39 Kl/rx = 29.81 107.00 Cc= 107.00 18,733.00 psi Fa= 27,176.04 psi 22,542.61 psi Fe= 168,027.11 psi 0.91 Cm= 0.99 With filler Panel point <= 0.6 Fy = 30,000.00 psi (fa+fb)/0.9= 14,169.13 OK " Mid panel<= 1.00 ( fa/Fa + Cm*fb/((1.fa/F'e)*Q*Fb) ) /.OS-0.62 OK . " __ .,_ . r • I· I I I I I I I I I I ., I I I I I .I I -1· ISP INC July 3, 1997 Shape: Shape: s~: ,} L L PL . u 2,500 u 2,500 w 4,000 , H 2,500 H 2,500 T J..000 T • 0,250 T 0,250 ><-0,500 X -0.500 X 0,500 V .:J..500 V 3,000 V 3,000 « 90,000 « J.80,00 « 270.00 « 90.000 ,. A J. • .188 A .1.J.88 A 4,000 "w'bar -o. 7J.7 "w'ba r -0 • 7 J. 7 'w'bar 2.000 ,' Xbar-0.7J.7 Xbar 0.7J.7 Xbar-0.500 he 0.703 Ix 0,7.03 Ix 5,333 Iy 0.703 Iy 0,703 Iy 0,333 Rx 0.769 Rx 0,769 Rx J..J.55 Av 0,769 Av 0.769 Aw 0,289 Rz 0.49J. Rz 0,49J. e 225.00 e 3J.5,00 II I I '• ------------------1--- --- 0-----------------------------------u_n & A 6.375 Wgt 2J.,675 "w'bar J.. J.64 Xbar-0,000 Ix J.J., 477 Iy 5,258 Iw J.J.. 477 Iz 5,258 Ixv 0.000 Rx J..342 Ry 0,908 Rz 0,908 e 90,000 -..,. ~ ... ~- I -TRESS ANALYSIS: 28K232/128 332 . I.S.P. / MEXAM, INC RUN ON 17-0202 _ SMAC SACRAMENTO CA . JAA SE LENGTH WORKING LENGTH DEPTH 28 +7-3 1/4 46-11 1/4 I -PANLS LE= I~ PANELS LE= RST HALF LE= 1.RST OIAG LE= . 4-8 3-6 0-11 5/8 5-7 5/8 IPTHS JLTIPLE LE= 28.000 LOADING: ··- I 10 BC PANELS AT 4-0 ENO STRUT TILTED SPECIAL 1ST COMP -CENTERLINE= 28.000 -. EFF_ DEPTH 27.02 RE=· 4-8 RE= .3-6- RE= ~0-.11 5/8 RE= ,5-7 5/8 RE= 28.000 I LOAD OF 1,000 LBS AT PANEL PT 12 23.64'LE 23.64'RE TRA SHEAR ADDED TO EACH WEB= 500 IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 EACTIONS Rl=. +5)944.75 R2= +5,944.75 MIN SHR= 1,486.19 TL= -------------STRESS ANALYSIS ------------- 5-12-97 11,889.50 I MEM TC F BC F SHEAR WEB F. csc WEB L PP DISTANCE 1 W2 -11,107 0 5,558 13,538 2.234 60.38 o-2 ,. CLTED END STRUT V1S -10-, 779 0 634 -714 1.126 30.43 . 3-6 W3 -10,779 12,897 4,923 -5,904 -1.088 29.41 4-8 I W4 -16,844 12,897 4,443 6,612 1.337 36 .13 5-7 5/8 W5 -16,844 20,380 3,979 -5,992 -1.337 36.13 7-7 5/8 W6 -23,503 20,380 3,515 5,371 1.337 36 .13 9.,.. 7 5/8 6 W7 -23,503 26,213 3,051 -4,750 -1.337 36.13 11-7 5/8 I W8 -28,512 26 ,21,3 2,587 4,130 1.337 36 .13 13-7 5/8 W9 -28,512 30,399 2,123 -3,509 -1.337 36.13 15-7 5/8 9 W10 -31,873 30,399 1,659 2,889 1.337 36 .13 i7-7 5/8 C W11 -31,873 32,936 1,195 -2,268 -1.337 36.13 19-7 5/8 W12 -33,586 32,936 731 1,987 1.337 36 .13 21-7 5/8 W12 -33,586 32,936 -732 1,987 -1.337 36.13 23-7 5/8 I W11 -31,873 32,936 -1,196 -2,268 1.337 36 .13 25-7 5/8 W10 -31,873 30,399 -1,660 2,889 -1.337 36.13 27-7 5/8 W9 -28,-512 30,399 -2, 124 -3,509 1.337 36.13 29-7 5/8 6 ·w0 -28,512 26,213 -2,588 4,130 -1.337 36.13 31-7 5/8 I W7 -23,503 26,213 -3,052 -4,750 1.337 36 .13 33-7 5/8 W6 -23,503 20,380 -3,516 5,371 -1.337 36.13 35-7 5/8 9 W5 -16,844 20,380 -3;980 -5,992 1.337 36 .13 37-7 5/8 -W4 -16,844 12,897 -4,444 6,612 -1.337 36.13 39-7 5/8 W3 -10,779 12,897 -4,923 -5,904 1.088 29.41 41-7 5/8 LTED END.STRUT t V1S -11,107 12,897 634 -714 -1.126 30.43 43-9 1/4 W2 -11,107 -o -5,558 13,538 -2.234 60.38 42-7 1/4 -----STD VERTICALS !3 SE-SQ END 5,944 -5,944 1.000 27.02 I Vl END PNL 634 -714 1.126 30.43 V2 INTERIOR 1,464 -1,464 1.000 27.02 '1AX TC COMPRESSION= -33,586.28 MAX BC TENSION= 32,936.09 ,l~x INT-TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH = 48.00 I .. ~ .. : --' -.;;;:;"-~ . _''¾~~~-· -"""----~---,;;.; .TRESS ANALYSIS: 28K232/128 J32 I.S.P. / MEXAM, INC RUN ON 17-0202, SMAC ~SE LENGTH WORKING LENGTH ~7-3 1/4 46-11 1/4 I ·:: PANLS LE= 4-8 SACRAMENTO CA JA~- DEPTH 28 EFF DEPTH 27.02 4-8 I: PANELS LE= IRST HALF LE= !RST DIAG LE= 3-6 0-11 5/8 5-7 5/8 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= RE= RE= RE= .3-6. ~-0-·11 5/8 .. 1::PTHS ULTIPLE I . LE= 28.000 LOADING: -. T LOAD OF 1,000 CENTERLINE'.= LB.S AT PANEL PT ,5-7 5/8 28.000 RE= 28.000 12 23.64'LE 23.64'RE tDITIONAL CHORD LOADS ARE .ADDED AS BOTH COMPRESSION AND TENSION DITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS DDITIONAL TOP CHORD LOAD 6300 ITRA SHEAR ADDED TO EACH WEB= 500 IFORM TC LOAD= 232 UNIFORM BC LOAD= o· LL LOADS SHOWN REDUCED BY 25% +4,458.56 MIN SHR= 1,114.64 TL= -------------STRESS ANALYSIS ------------- .:. .. •: -:. . . . . 8,917.13 (ACTIONS R1= +4;458.56 R2= 0 MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 , -8,330 0 4,168 10,433 2.234 60.38 o-2 IIL TED END STRUT V1S -8,084 0 475 -535 1.126 30.43 3,,.. 6 2 W3 -8,084 9,673 3,692 -4,564 -1 .088 29.41 4-8 I W4 -12,633 9,6'?3 3,332 5,126 1.337 36 .13 5-7 5/8 ws -12,633 15,285 2,984 -4,661 -1.337 36 .13 7-7 5/8 5 W6 -17,627 15,285 2,636 4,195 1.337 36 .13 9-7 5/8 ' W7 -17,627 19,660 2,288 -3,730 -1.337 36.13 11-7 5/8 W8 -21,384 19,660 1,940 3,264 1.337 36 .13 13-7 5/8 W9 -21,384 22,799 1,592 -2,799 -1.337 36.13 15-7 5/8 9 W10 -23,905 22,799 1,244 2,333 1.337 36.13 17-7 5/8 t W11 -23,905 24,702 896 -1,868 -1.33;,' 36.13 19-7 5/8 W12 -25,1~9 24,702 548 1,490 1.337 36 .13 21-7 5/8 2 W12 -25,189 24,702 -549 1,490 -1.337 36.13 23-7 5/8 I! Wll -23,905 24,702 -897 -1,868 1.337 36 .13 25-7 5/8 WlO -23,905 22,799 -1,245 2,333 -1.337 36.13 27-7 5/8 5 W9 -21,384 22,799 -1·,593 -2,799 1.337 36 .13 29-7 5/8 ,~ W8 -21,384 19,660 -1,941 3,264 -1.337 36 .13 31-7 5/8 W7 -17,627 19,660 -2,289 -3,730 1.337 36 .13 33-7 5/8 .8 W6 -17,627 15,285 -2,637 4,195 -1.337 36.13 35-7 5/8 9 W5 -12,633 15,285 -2,985 -4_ ,661 1.337 36 .13 37-7 5/8 10 W4 -12,633 9,673 -3,333 5,126 -1.337 36.13 39-7 5/8 _1 W3 -8,084 9,673 -3,692 -4,564 1.088 29.41 41-7 5/8 '."IL TED END STRUT l2 V1S -8,330 9,673 475 -535 -1 .126 30.43 43-9 1/4 W2 -8,330 -o -4,168 10 ,433· -2.234 60.38 42-7 1/4 -----STD VERTICALS .; SE SQ END 4,458 -4,458 1.000 27.02 V1 END PNL 475 -535 1.126 30.43 _5 V2 INTERIOR 1,098 -1,098 1.000 27.02 .AX TC COMPRESSION= -29,914.71 MAX BC TENSION= 24,702.07 AX INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH= 48.00 ; ., .. :.• ._ :;"',,,, ... ,· ... ; ~ . . .. ' . -:::;;. ~ ~RE~S ANALYSIS: .-0202 28K232/128 332 SMAC I.S.P. / ~~XAM, INC SACRAMENTO ·CA RUN ON JAA &sE LENGTH 47-3 1/4 I C PANLS LE= l..... PANELS LE= RST HALF LE= RST OIAG LE= WORKING LENGTH 46-11 1/4 DEPTH 28 4-8 3-6 0-11 5/8 5-7 5/8 10 BC PANELS AT 4-0 ENO STRUT TILTED SPECIAL 1ST COMP IPTHS . LE= 28.000 UL TIPLE LOADING: ··· CENTERLINE·= 28 .000 I INIFORM TC LOAD= -207 . UNIFORM BC LOAD= 0 TE: UNIFORM LOAD IS NET UPLIFT ~L LOADS SHOWN REDUCED BY 25% EFF DEPTH 27.02 RE= 4-8 RE= .3-6. RE= ;o-·11 5/8 RE= ,5.:: 7 5/8 RE= 28.000 ... -. -:· ... " . EACTIONS Rl=. -3~643.52 R2= -3,643.52 MIN SHR= I -------------STRESS ANALYSIS------------- MEM TC F. BC F SHEAR WEB F CSC 910.88 WEB L 60.38 TL= -7,287.05 PP DISTANCE 1 W2 6,764 0 -3,384 -7,564 2.234 ( LTED END STRUT V15 6,544 0 -424 W3 6,544 -7,818 -2,960 13 W4 10,162 -7,818 -2,639 ws 10,162 -12,23_0 -2,328 W6 14,023 -12,230 -2,018 6 W7 14,023 -15,540 -1,707 I we 16,781 -15,540 -1,397 W9 16,781 -17,746 -1,086 9 WlO 18,436 -17,746 -776 C W11 18,436 -18,850 -465 W12 18,987 -18,850 -155 W12 18,987 -18,850 155 3 Wll 18,436 -18,850 465 t W10 18,436 -17,746 776 W9 16;781 -17,746 1,086 .6 w0 16,781 -15,540 1,397 • W7 14,023 -15,540 1,707 ll3 W6 14,023 -12,230 2,018 9 W5 10,162 -12,230 2;328 ~ W4 10,162 -7,818 2,639 W3 6,544 -7,818 2,960 LTED END STRUT t-VlS 6,764 W2 6,764 SE SQ END Vl END PNL V2 INTERIOR TC COMPRESSION= -7,818 -424 0 3,384 -----STD VERTICALS 3,643 -424 -310 0.00 MAX INT TC PANEL LENGTH= 24.00 · MAX ' . . , ·:;":.,,::1"'·-- ._ ... -:: .... -·· 478 3,222 -3,530 3,114 -2,699 2,284 -1,868 1,453 -1,218 1,218 -1,218 -1,218 1,218 -1,218 1,453 -1,868 2,284 -2,699 3,114 -3,530 3,222 478 -7,564 1.126 -1.088 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.337 -1.33Y 1.337 -1.337 1.337 -1.337 1.337 -1.337 1.088 -1.126 -2.234 30.43 29.41 36 .13, 36.13 36.13 36.13 36.13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36.13 36 .13 36 .13 29.41 30.43 60.38 27.02 30.43 27.02 -3,643 1.000 478 1.126 310 1.000 BC TENSION= 0.00 LENGTH= INT BC PANEL o-2 3-6 4-8 5-7 5/8 7-7 5/8 9.,.. 7 5/8 11-7 S/8 13-7 5/8 15-7 5/8 17-7 5/8 19-7 5/8 21-7 5/8 23-7 S/8 25-7 5/8 27-7 5/8 29-7 5/8 31-7 5/8 33-7 5/8 35-7 5/8 37-7 5/8 39-7 5/8 41-7 5/8 43-9 1/4 42-7 1/4 48.00 . : .. } I 13K232/128 J32 1-0202 SMAC SACRAMENTO CA l:M. -------MULTIPLE ANALYSIS SUMMARY ------- TC TEN TC COM BC TEN BC COM WEB TEN l 6,764 -13,055 0 0 13,538 . ) 6,544 -12,809 12,897 -7,818 3,222 I~ 10,162 -17,358 12,897 -7,818 6,612 10,162 -17,358 20,380 -12,230 3,114 ) 14,0?3 -23,503 20.J_380 -12,230 5,371 I; 14,023 -23,503 26 ,2t3 ·-15 ,540 2,284 16,781 -28,512 26,213 -15,540 4,130 3 16,781 -28·,512 30,399 -17,746 1,453 ,~ 18,436 -31,873 30,399 -17,746 2,889 18,436 -31,873 32,936 -18,850 1,218 1 18,987 -33,586 32,936 -18,850 1,987 :::> 18,987 -33,586 32,936 -18,850 1,987 I~ 18,436 -31~873 32,936 -18,850 1,218 18,436 -31,873 30,399 -17,746 2,889 5 16,781 -28,512 30,399 -17,746 1,453 1; 16,781 -28,512 26,213 -15,540 4,130 14,023 -23,503 26,213 -15,540 ·2 ,284 3 14,023 -23,503 20,380 -12,230. 5,371 1; 10,162 -17,358 20,380 -12,230 3,114 10,162 -17,358 12,897 -7,818 6,612 1 6,544 -12,809 12,897 -7 ,818. 3,222 .2 6,764 -13,055 0 -o 13,538 t 0 0 0 0 0 0 0 0 0 478 5 0 0 0 0 310 IAXIMUM UNIFORM LOAD: TOP CHORD= 232 I I I I I I I· I . • Rt.fl'f riN ,-· s-12.:.97 JAA. WEB COM -7,564 -~,904 -~,530 -9,992 -2,699 -4,750 -1,868 -3,509 -1,218 -2,268 -1,218 -1,218 -2,268 -1,218 -3,509 -1,868 -4,750 -2,699 -5,992 -3,530 -5,904 -7,564 -5,944 -714 -1,464 I .. ' ,ii," _ _.,:. IK232/128 J32 -0202 SMAC SACRAMENTO CA IM -------CONSOLIDATE LEFT & RIGHT -------- TC TEN TC COM BC TEN BC COM WEB TEN ~ 6,764 -13,055 0 -o 13,538 -6,544 -12,809 12,897 -7,818 3,222 10,162 -17,358 12,897 -7,818 6,612 10,162 -17,358 20,380 -12,.230 3,114 I 14,043 -23,503 20~380 -12,230 5,371 14,023 -23,503 26,213 ~15,540 2,284 16,781 -28,512 26,213 -15,540 4,130 3 16,781 -2a-·,512 30,399 -17,746 1,453 I 18,436 -31,873 30,399 -17,746 2,889 18,436 -31,873 32,936 -18,850 1,218 ·1 18,987 -33,586 32,936 -18,850 1,987 • 0 0 0 0 0 0 0 0 0 478 0 0 0 0 310 IXIMUM UNIFORM LOAD: TOP CHORD= 232 I I. I I I I I I I I I •,,_ ' . . ,.j;,~ : :.~~~f.t~i~~4--·. -~---: :.:.:.7-~· . ""1,-~ :·-:.:·:T" . : Ji:fi\. -~UN ON· 5-12-97 JAA-- WEB COM ..,.7 ,564 -:'i ,904. -:)·,530 • -5,,992 -2,69<J -4,750 -1,868 -3,509 -1,218 -2,268 -1,218 -5,944 -714 -1,464 -~:,.,.~-.: - I ·E..;:' -· .... ..:"' ~~ .¥• Texas 11ternatioal Structural Products ~MBER SIZES: 28K232/128 J32 El Paso SACRAMENTO ---R.UN ON 1 -0202 SMAC I~ = = = 50,000.000 0.000 28.000 :NDING LOAD ljTSI~E 2 ~EPTH _ ~EA= 0.5520 y(x) = 0.5530 ~ = 24 .. CA Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1.2233 Rz JAA 30,000.000 33,586.282 27.020 -. . ~ = 0 .3<#60 . l ~EA = 0. 6730 Rx = 0. 619.0 = 0.5650 Sl = 0.4566 :TUAL EFF DEPTH=-26.882 ~Rz. = 0.3940 Ryy = 1~2319 Ss = 0.1797 Qs = 0.9808 ··GAP BETWEEN CHORD= 1.000 I. JRRECTED LOAD TC= 33,758.699 . /Rx= 38.772 USING L ·= 24.00 IRz = 30.456 USING L ~ 12.00 I~= 25,555.0 USING L/R= 38.77 ~X LOAD (FILLERS)= 34, 741 .. 02 ILLER PANELS REQD = 6 BC = 33,105.176 L/Ryy= 29.223 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 99,336.75 Cm= 0.00000 MAX LOAD NO FILLER= 30,216.75 MIN WELD LEN 2X = 0.375 I: (fa/Fa) :: STRESS = 0.98144 USING TC= 24 = 2 X 2 X .176 = 29,986.57307 USING BC= 21 = 2 X 2 X .143 ,,ORD WT = IND PANEL ALLOWABLE ND PANEL CHECK = . XIAL LOAD = a = t PANEL PT = = ANEL PT= 17,757.4 399.728 CHORD WT/FT = END PANEL CHECK W= 232 FORCES REDUCED 10 % LEFT END LENGTH 13,122.97 AXIAL STRESS fa 12,870.12 F'e 8,007.88 fb MID-PANEL d.918 fa/Fa = MID PANEL= 0.8912 NO FILLERS IIRST PANEL CHECK= LEFT END LENGTH -xIAL LOAD = 12,875.76 AXIAL STRESS fa a = 21,529.33 F'e 'lbm PANEL PT __ = 8,007.88 fb MID-PANEL 0.956 fa/Fa = ·ANEL PT= 17,573.8 MID PANEL= 0.4492 NO FILLERS .,OTTOM CHORD L/Rz= 121.212 TC OAL/Ryy = !AX BRIDGING CHECK TC= 14.88' 8~= 24.46' 8.454 = 40.00 = 9,749.61 = 35,761.23 = 2,804.13 0.757 L/R=101.52 = 25.63 = 9,565.94 . = 87,137.42 = • 134.02 0.444 L/R= 65.03 457.219 IOMENT OF INERTIA= 439.2 LL 360= 158.6 LL 240= 238.0 C TENSION.STRESS= 14,179.34 ~C COMPRESSION CENTER IC COMPRESSION ACTUAL= 18,946.79 ALLOW= 11,333.1 NO FILLER e COMPRESSION ACTUAL= 18,946.79 ALLOW= 20,390.9 FILLER I ****************BC FILLERS RECD**************** 1AX BC BROG DIST= 8-7 7/8 FOR l/ryy BC COMP CHECK rAX BRDG BC l/ryy of 200 = 20.39 ·~-~,---I . ~ ~~-- .~-.:,. ... ,. ,,_ ... ··~· .. ·:~~~6!it\. . 5-12--97 18 DESIGN: 28K232/128 ·J32 -0202 SMAC ~ RUN ON ·s-12-97 SACRAMENTO CA I TC= 24 = 2 X 2 X .176 BC= 21 = 2 X 2 X .143 ------WEB DESIGN ------ IMBER . W2 ~ W3 sz QTY ACTUAL T ALLOW TACTUAL C ALLOW C WELD THK .ANGLE NAME lG 2 s· 13,538 21,543 7,564 7,910 6.7 . 1~8 l 1/2 X 1 1/2 X .138 1E 1 3,222 10,877 5,9(?4 6,125 3.2 .125 ··1 1/2 X 1 1/2 X .125 , 3 W4 lC 1 6,612 9,877 3,530 4,155 4.0 .113 1 1/2 X 1 1/2 X .113 I W5 W6 20 i 3,114 14,g6&, '5,992 8,228 3.3 .125 2 X 2 X .125 1C 1 5,371 9,877 2,699 4,155 3.3 .113 1 1/2 X 1 1/2 X .113 :, W7 1G 1 2··,284 11,968· · 4,750 4,980 2 .4: .138 1 1/2 X 1 1/2 X .138 -we W9 WlO 15 1 4,130 7,908 1,868 2,306 2.6 .109 1 1/4 X 1 1/4 X .109 lC 1 1,453 9,877 3,509 4,155 -2 .1 .113 1 1/2 X 1 1/2 X .113 15 1 2,889 7,908 1,218 2,306 2.0 .109 1 1/4 X 1 1/4 X .109 ) Wll I W12 15 1 1,218 : 7,908 2,268 2,306 2.0 .109 1 1/4 X 1 1/4 X .109 15 1 1,987 ~,908 1,218 2,306 2.0 .109 1 1/4 X 1 1/4 X .109 ----STANDARD VERTIC.ALS 2 SE 10 2 B 0 12,483 5,944 8,029 3.7 .109 1 X 1 X .109 · I Vl V2 10 1 478 5,617 883 1,455 2.0 .029 1 X 1 X .109 10 1 310 6,241 1,632 2,051 2.0 .054 1 X 1 X .109 I I I I I I I I I I I -.·. <.:~- I I I I I I I I I I I I I I I I I I I ISPCorp. JOB NUMBER: 97-0202 JOB NAME: SMAC LOCATION: CARLSBAD, CA "AXIAL LOAD AND BENDING". END PANEL- Leg= 2.000 in. Thickness= 0.176 in. Fy= 50,000 ksi Gap= 1.000 in K= 1.000. Length= 40.000 In Gravity Axial Load = 13,200.00 lbs. Lateral axial load = 6,300.00 lbs. W= 232.00 lbsJ ft. Bearing Depth = 3.00 in. Reduc.= 1.00 No filler A= Ix= rx= lz = rz= y= Q= Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= Kl/rz = Cc= Fa= Fe= Cm= Panel point<= 0.6 Fy = 30,000.00 psi (fa+ fb) / 0.9= 12,004.95 OK Mid panel<• 1.00 (fa/Fa+ Cm*fb/((1-fa/Pe)*Q*Fb)) /.09• 0.64 OK JOIST NAME: 281<232/128 MARK: J32 ONE ANGLE PROPERTIES: 0.673 in"2 At. = 2.692 in"2 0.258 in"4 ltx = 3.385 in"4 0.619 in rtx = 1.121 in 0.105 in"4 Panel P. stx = 2.257 in"3 0.394 in Mid Panel stx = 2.257 in"3 0.565 In 0.981 SEE NEXT PAGE: 1.50 'in 13,316.67 lbs-In. 11,625.00 lbs-in. 4,903.42 psi 5,901.03 psi 5,151.40 psi 30,000.00 psi 101.42 108.04 14,323.08 psi 14,517.56 psi 0.90 With filler Kl/rx = 4 Cc= Fa= Fe= Cm= 35.67 108.04 25,962.26 psi 117,358.56 psi 0.99 Panel point <= 0.6 Fy = 30,000.00 psi ( fa + fb ) / 0.9=-12,004.95 OK & Mid panel <a 1.00 (fa/Fa+ Cm*fb/((1-fa/Pe)*Q*Fb)) /.09= 0.41 OK .,...:..:.::r. I I I I I I I I I I I I I I I I I ISP INC Shape: L U 2.000 H 2,000 T • 0,176 x· -o. 500 V 3.000 ex 180.00 A 0,673 'Ybar -0. 565 Xbar -0. 565 l>c 0,258 h:1 0.258 Rx 0,619 Ry 0.619 Rz 0,394 e 225,00 I Shape: L u 2,000 H 2.000 T 0,176 X 0.500 y 3,000 ex 270.00 .•. A 0.673 'Ybar -o. 565 >Cbar 0,565 I>< 0.258 ht 0.258 Rx 0.619 Ry· 0.619 Rz 0.394 • 315,00 - July 3; 1997 Shape: Shapa: '·· L L ,lJ u 2.000 u 2,000 H 2,000 H 2.000 y.,,. 0,17~ T 0,176 K ..:0,676 X 0.676 y 0.000 y 0.000 ex 90.000 a: 0.000 A 0,673 A 0,673 'Ybar 0,565 'Ybar 0.565 Xbar -o. 565 Xbar 0.565 l>C 0.258 l>C 0.258 Iy 0,258 ly 0.258 Rx 0,6.19 Rx 0,6.19 flv 0.6.19 Ry 0.619 Rz 0,394 Rz 0,394 · • .135.00 • 45.000 II I - ·------------------~-----------------------------------------· 7 .•. A 2.693 Wgt 9 • .153 'Vbar .1.-500 >Char 0.000 Ix 3.385 Iy 4.631 lw 4,63.1 lz 3.385 IXW 0.000 Rx .1 • .13.1 Ry .1.313 Rz .1 • .121 e Q.000 M .· .. -lrRESS ANALYSIS: 28K232/1-28 J33 ?-0202 SMAC l~sE LENGTH WORKING LENGTH I.S.P. / MEXAM, INC SACRAMENTO CA RUN ON JAA +7-3 3/4 46-11 3/4 DEPTH 28 I -: PANLS LE= :: PANELS LE= l!RST HALF LE= rRST DIAG LE= . 4-8 3-6 0-11 7/8 5-7 7/8 rPTHS LE= 28.000 JL TIPLE LOADING: ... I 10 BC PANELS AT 4-0 'END STRUT TILTED SPECIAL 1ST COMP CENTERLINE"= 28. 000 EFF: DEPTH 26.882 RE= RE= RE= RE= 4-8 .3-6. ~0-11 7/8 • ,5-7 7/8 RE= 28.000 T LOAD OF 1,580 Ls·s AT PANEL PT lTRA SHEAR ADDED TO EACH WEB= 790 12 23.66'LE 23.66'RE IFORM TC LOAD= 232 UNIFORM BC LOAD= 0 EACTIONS Rl=. +6~239.58 R2= +6,239.58 MIN SHR= 1,559.90 TL= -------------STRESS ANALYSIS ------------- . "·': 5-12-97 12,479.17 I MEM TC F BC F SHEAR WEB F csc WEB L PP DISTANCE 1 W2 -11,757 0 5,852 14,906 2.243 60.32 o-2 (LTED END STRUT VlS -11,425 0 636 -717 1.127 30.30 3-6 W3 -11,425 13,729 5,216 -6,566 -1.093 29.38 4-8 3 W4 -17,956 13,729 4,733 7,405 1.340 36.03 5-7 7/8 t W5 -17,956 21,768 4,269 -6,783 -1.340 36.03 7-7 7/8 W6 -25, 166 21,768 3,805 6,161 1.340 36.03 9-7 7/8 6 W7 -25,166 28,150 3,341 -5,539 -1.340 36.03 11-7 7/8 I W8 -30,719 28,150 2,877 4,917 1.340 36.03 13-7 7/8 ' W9 -30,719 32 ,874· 2,413 -4,295 -1.340 36.03 15-7 7/8 9 WlO -34,615 32,874 1,949 3,673 1.340 36.03 17-7 7/8 -Wll -34,615 35,942 1,485 -3,051 -1.340 36.03 19-7 7/8 W12 -36,854 35,942 1,021 2,429 1.340 36.03 21-7 7/8 W12 -36,854 35,942 -1,022 2,429 -1.340 36.03 23-7 7/8 3 Wll -34,615 35,942 -1,486 -3,051 1.340 36.03 25-7 7/8 t WlO -34,615 32,874 -1,950 3,673 -l.34e 36.03 27-7 7/8 W9 -30;719 32,874 -2,414 --4,295 1.340 36.03 29-7 7/8 6 W8 -30,719 28,150 -2,878 4,917 -1.340 36.03 31-7 7/8 ' W7 -25,166 28,150 -3,342 -5,539 1.340 36.03 33-7 7/8 W6 -25,166 21,768 -3,806 6,161 -1.340 36.03 35-7 7/8 9 ws -17,956 21,768 -4·,270 -6,783 1.340 36.03 37-7 7/8 ·o W4 -17 ,956 13,729 -4,734 7,405 -1.340 36.03 39-7 7/8 Ii W3· -11 ,425 13,729 -5,216 -6,566 1.093 29.38 41-7 7/8 ILTED END.STRUT VlS -11,757 13,729 636 -717 -1 .127 30.30 43-9 3/4 t W2 -11,757 -o -5,852 14,906 -2.243 60.32 42-7 3/4 -----STD VERTICALS !3 SE SQ END 6,239 -6,239 1.000 26.88 1: Vl END PNL 636 -717 1.127 30.30 V2 INTERIOR 2,044 -2,044 1.000 26.88 1AX TC COMPRESSION= -36,854.84 MAX BC TENSION= 35,942.41 1,AX INT TC PANEL LENGTH= 24.00 MAX INT BC PANEL LENGTH= 48.00 I ,... --·~ --;_, . -- .TRESS ANALYSIS: 7-0202 28K232/128 J33 SMAC ~:~ ·;--· . . '. ~-7t--=-..._:--~ I .S .P. / MEXAM, INC RUN ON ' 5-12-97-: · SACRAMENTO CA J AA . ·.. ,:·:.. . .-· .. '~SE LENGTH 47-3 3/4 I ':: PANLS LE= C PANELS LE= WORKING LENGTH 46-11 3/4 4-8 DEPTH 28 EFF DEPTH 26.882 RE~. 4-8 RE= _3-6 -" .. 't ·:?tJ:. IIRST HALF LE= IRST DIAG LE= 3-6 0-11 7/8 5-7 7/8 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= ~0-11 7/8 • RE= ,5-7 7/8 1~PTHS LE= 28.000 UL TIPLE LOADING: .. I· CENTERLINE= 28.000 RE= 28.000 T LOAD OF 1,580 LBS AT PANEL PT 12 23.66'LE 23.66'RE IDDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION ANO TENSION DDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY -NOT STRESS ANALYSIS ·DDITIONAL TOP CHORD LOAD 6300 IXTRA SHEAR ADDED TO EACH WEB= 790 NIFORM TC LOAD= 232 UNIFORM LL LOADS SHOWN REDUCED BY 25% BC LOAD= o· ( ACTIONS Rl= +4,679.69 R2= -------------STRESS 0 MEM TC F BC F +4,679.69 ANALYSIS SHEAR 1 W2 -8,817 0 IILTED END STRUT VlS -8,569 0 2 W3 -8,569 10,297 13 W4 -13,467 10,297 4 ws -13,467 16,326 5 W6 -18,874 16,326 ~ W7 -18,874 21,112 E W8 -23,039 21,112 8 W9 -23,039 24,656 19 WlO -25,961 24,656 0 Wll -25,961 26,956 1 W12 -27,641 26,956 .2 · W12 -27 ,641 26,956 13 Wll -25,961 26,956 4 WlO -25,961 24,656 _5 W9 -23,039 24,656 , 6 W8 -23,039 21,112 7 W7 -18,874 21,112 _8 W6 -18,874 16,326 IL9 W5 -13,467 16,326 0 W4 -13,467 10,297 _1 W3 -8,569 10,297 rIL TED· END STRUT I VlS -8,817 2 W2 -8,~17 SE SQ END Vl END PNL V°4, INTERIOR 10,297 0 -----STD 4,389 477 3,912 3,550 3,202 2,854 2,506 2,158 1,810 1,462 1,114 766 -766 -1,114 -1,462 -1·,810 -2, 158 -2,506 -2,854 -3,202 -3,550 -3,912 MIN SHR= 1,169.92 WEB F 11,622 -538 -5,140 5,818 -5,352 4,885 -4,419 3,952 -3,486 3,019 -2,553 ·2 ,086 2,086 -2,553 3,019 -3,486 3,952 -4,419 4,885 -5,352 5,818 -5 ,140 -538 11 ,622· csc 2.243 1.127 -1.093 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.093 -1 .127 -2.243 WEB L 60.32 30.30 29.38 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 29.38 30.30 60.32 -4,679 1.000 26.88 -538 1.127 30.30 -1,533 1.000 26.88 TC COMPRESSION= -32,366.13 477 -4,389 VERTICALS 4,679 477 1,533 MAX INT TC PANEL LENGTH~ 24.00 MAX BC TENSION= 26,956.80 INT BC PANEL LENGTH= .· :.f:. ,!-• -::··. · ... ~,-;.~:·~..- ;. ~ ..... ':'~~a·..-,. TL= 9,359.37 PP DISTANCE o-2 3~ 6 4-8 5-7 7/8 7-7 7/8 9-7 7/8 11-7 7/8 13-7 7/8 15-7 7/8 17-7 7/8 19-7 7/8 21-7 7/8 23-7 7/8 25-7 7/8 27-7 7/8 29-7 7/8 31-7 7/8 33-7 7/8 35-7 7/8 37-7 7/8 39-7 7/8 41-7 7/8 43-9 3/4 42-7 3/4 48.00 ,.. ·-.. ____ . • RESS ANALYSIS: 28K232/128 J33 1.,-0202 . SMAC . I.S.P. / MEXAM, .INC SACRAMENTO CA RUN ON jAA 5-12-97 SE LENGTH WORKING LENGTH ~7-3 3/4 46-11 3/4 I 4-8 DEPTH 28 EFF DEPTH 26.882 RE= 4-8 : PANLS LE= ' PANELS LE= I RST HALF LE= ~RST DIAG LE= 3-6 0-11 7/8 5-7 7/8 10 BC PANELS AT 4-0 END STRUT TILTED SPECIAL 1ST COMP RE= 3-6. RE= ~0-11 7/8 RE= 5.:: 7 7 /8 ' . IPTHS LE= 28.000 CENTERLINE= 28.000 RE= 28.000 JL TIPLE LOADING: ·· I l:HFORM TC LOAD= -207 ·. UNIFORM BC LOAD= O TE: UNIFORM LOAD IS NET UPLIFT _L LOADS SHOWN REDUCED BY 25% ~ACTIONS Rl=. -3~646.76 R2= -3,646.76 MIN SHR= 911.69 WEB L 60.32 I -------------STRESS ANALYSIS------------- MEM TC F. BC F SHEAR WEB F CSC 1 W2 6,805 0 -3,388 -7,602 2.243 - LTED END STRUT VlS 6,583 0 -426 W3 6,583 -7,892 -2,961 13 W4 10,248 -7,892 -2,639 ws 10,248 -12,327 -2,328 W6 14,129 -12,327 -2,018 6 W7 14,129 -15,654 -1,707 I we 16,901 -15,654 -1,397 W9 16,901 -17,871 -1,086 9 Wl0 18,564 -17,871 -776 - Wll 18,564 -18,980 -465 W12 19,119 -18,980 -155 W12 19,119 -18,980 155 3 Wll 18,564 -18,980 465 t Wl0 18,564 -17,871 776 W9 16,901 -17,871 1,086 6 W8 16,901 -15,654 1,397 ll7 W7 14,129 -15,654 1,707 ll3 W6 14,129 -12,327 2,018 9 ws 10,248 -12,327 2~328 If W4 10,248 -7,892 2,639 -~ W3 6,583 -7,892 2,961 I CLTED END STRUT VlS 6,805 W2 6,805 SE SQ END V1 END PNL V2 INTERIOR TC COMPRESSION= -7,892 -426 -o 3,388 -----STD VERTICALS 3,646 -426 -310 0.00 MAX INT TC PANEL LENGTH= 24.00 MAX 480 3,237 -3,538 3,121 -2,705 2,289 -1,873 1,456 -1,222 1,222 -1,222 -1,222 1,222 -1,222 1,456 -1,873 2,289 -2,705 3,121 -3,538 3,237 480 -7,602 1.127 -1.093 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.346 -1.34€) 1.340 -1.340 1.340 -1.340 1.340 -1.340 1.093 -1.127 -2.243 30.30 29.38 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36 .03 . 36.03 36.03 36.03 36.03 36.03 36.03 36.03 36.03 29.38 30.30 60.32 -3,646 1.000 26.88 480 1.127 30.30 310 1.000 26.88 BC TENSION= 0.00 INT BC PANEL LENGTH= TL= -7,293.52 PP DISTANCE o-2 3-6 4-8 5-7 7/8 7-7 7/8 9-:-7 7/8 11-7 7/8 13-7 7/8 15-7 7/8 17-7 7/8 19-7 7/8 21-7 7/8 23-7 7/8 25-7 7/8 27-7 7/8 29-7 7/8 31-7 7/8 33-7 7/8 35-7 7/8 37-7 7/8 39-7 7/8 41-7 7/8 43-9 3/4 42-7 3/4 48.00 I l-3K232/128 J33 1-0202 SMAC SACRAMENTO CA l::M -------MULTIPLE ANALYSIS SUMMARY ------- TC TEN t 6,805 1; 6,583 10,248 + 10,248 5 14 ,1;29 · I; 14,129 16,901 3 16,901 I~ 18,564 18,564 1 19,119 I; 19,119 18,564 4 18,564 5 16,901 I; 16,901 14,129 8 14,129 I~ 10,248 10,248 1 6,583 I! 6,805 0 0 5 0 l1AXIMUM UNIFORM I I I I I I I I TC COM -13,542 -13,294 -18,192 -18,192 -25,166 -25,166 -30,719 -30,719 -34,615 -34,615 -36,854 -36,854 -34,615 -34,615 -30,719 -30,719 -25, 166 -25,166 -18,192 -18,192 -13,294 -13,542 0 0 0 LOAD: BC TEN BC COM WEB TEN 0 0 14,906 13,729 -7,892 3,237 13,729 -7,892 7,405 21,768 -12,327 3,121 21.)768 -12,327 6,161 28, 1SO -15,654 2,289 28,150 -15,654 4,917 32,874 -17,871 1,456 32,874 -17,871 3,673 35,942 -18,980 1,222 35,942 -18,980 2,429 35,942 -18,980 2,429 35,942 -18,980 1,222 32,874 -17,871 3,673 32,874 -17,871 1,456 28,150 -15,654 4,917 28,150 -15,654 ·2 ,289 21,768 -12,327 6,161 21,768 -12,327 3,121 13,729 -7,892 7,405 13,729 -7,892 3,237 0 -o 14,906 0 0 0 0 0 4ao· 0 0 310 TOP CHORD= 232 -··-.·-~ii-,..$.:,:.: .... WEB COM ,-7,602 -~.566. -1,538 -6,?83 • -2,705 -5,539 -1,873 -4,295 -1,222 -3,051 -1,222 -1,222 -3,051 -1,222 -4,295 -1,873 -5,539 -2,705 -6,783 -3,53~ -6,566 -7,60~ -6,239 -717 -2,044 & , . '!·· .r''--• .. ..,7? ·-- -~~1~ ',.-.. <~ ·:;~;. :,.:_.l I 13K232/128 J33 . i1-0202 SMAC -------CONSOLIDATE LEFT TC TEN TC COM BC TEN 6,805 -13,542 0 6,583 -13,294 13,729 10,248 -18,192 13,729 10,248 -18,192 21,768 :) t 14,1~9 -25,166 21~768 14,129 -25,166 28,150 16,901 -30,719 28,150 3 16,901 -30-·,719 32,87"4 I 1 18,564 -34,615 32,874 18,564 -34,615 35,942 19,119 -36,854 35,942 0 0 0 0 0 0 0 0 0 rXIMUM UNIFORM LOAD: TOP CHORD= I I I I I I I I I I I ~; ~ ,_. :i;·, '· ... , -.~i.=i: ... . ·.: ..... '""':--.:. ::._ SACRAMENTO CA & RIGHT BC COM -o -7,892 -7,892 -12,327 -12,327 ·-15 ,654 -15,654 -17,871 -17,871 -18,980 -18,980 232 .. 0 0 0 .. WEB TEN 14,906 3,237 7,405 3,121 6,161 2,289 4,917 1,456 3,673 1,222 2,429 0 480 310 WEB COM .. -7,602 -6,566. -~,538 -~,183 -2,70? -5,539 -1,873 -4,295 -1,222 -3,051 -1,222 -6,239 -717 -2,044 --: .. · . ~~~0~: .,..::.·,:::~!.. ... ::'!:._·;:~4/\. ,• •,':L,. .. ~ ,-_ • ..-";).'·,•: . .-;;.i~,1;::',~~~~ .jt;~1~·' .. _;.~. -~,::2,:.I.: . ;i£,il~'": I l nternatioal Structural Products ~MBER SIZES: 28K232/128 J33 -· -RUN -oN 7-0202 SMAC El Paso , Texas SACRAMENTO CA JAA l~ND I NG LOAD = = = 50,000.000 0.000 28.000 Fb = ASSUMED FORCE = ASSUMED EFF DEPTH= l ~TSI~E 2~EPTH. ~EA= 0.6250 y(x) = 0.5600 Ryy = 1.2284 Rz '.:: = 25 30,000.000 36,854.843 26.882 ~ = 0:3~50 l ~EA = 0.7150 Rx = ·o.6170~ Rz. = 0.3940 Ryy = 1.2341 = 0.5690 Sl = 0.4780 Ss = 0.1900 Qs = 1.0000 CTUAL EFF DEPTH= 26.871 ··GAP BETWEEN CHORD= 1.000 IORRECTED LOAD_ TC= 36,869.930 BC = 35,957.124 /Rx= 38.897 USING L = 24.00 L/Ryy= 29.169 USING L' = 36.00 /Rz = 30.456 USING L ~ 12.00 WITH FILLERS K= 1.00 a= 25,985.7 USING L/R= :38.89 F'e= 98,695.87 Cm= 0.00000 IAX LOAD (FILLERS)= 37,531.20 MAX LOAD NO FILLER= 32,584.73 ILL~R PANELS REQD = 6 MIN WELD LEN ·2x = 0.375 IC C (fa/Fa) STRESS = = 0.99220 USING TC= 25 = 2 X 2 X .187 28,765.69985 USING BC= 23 = 2 X ·2 X .163 IHORD WT = 437.639 CHORD WT/FT = .ND PANEL ALLOWABLE IND PANEL CHECK = XIAL LOAD = a = = END PANEL CHECK W= 232 FORCES REDUCED 10 % LEFT END LENGTH 13,548.45 AXIAL STRESS fa 12,916.45 F'e 7,583.86 fb MID-PANEL I~ PANEL PT = 0.920 fa/Fa = 'ANEL PT= 17,058.3 MID PANEL= 0.8579 NO FILLERS IIRST PANEL CHECK= LEFT END LENGTH .XIAL LOAD = 13,300.44 AXIAL STRESS fa a I~ PANEL PT = 21,725.76 = 7,583.86 = 0.956 F'e fb MID-PANEL fa/Fa = )ANEL PT= 16,884.8 MID PANEL= 0.4332 NO FILLERS loTTOM CHORD L/Rz= 121.518 1AX BRIDGING CHECK TC= 14.91' TC OAL/Ryy BC= 24.56' = 9.248 = 40.00 = 9,474.44 = 35,530.51 = 2,677.12 0.733 L/R=101.52 = 25.88 = 9,301.00' = 84,910.37 = & 144.60 0.428 L/R= 65.67 456. 783. 10MENT OF INERTIA= 482.6 IC TENSION. STRESS= 13,375.61 3C COMPRESSION CENTER LL 360= 173.8 LL 240= 260.8 IC COMPRESSION ACTUAL= 18,988.46 ALLOW= 12,767.1 C COMPRESSION ACTUAL= 18,988.46 ALLOW= 23,935.3 NO FILLER FILLER ****************BC FILLERS RECD**************** BC BROG DIST= 9-11 7/8 FOR 1/ryy BC COMP CHECK BRDG BC 1/ryy of 200 = 20.47 I ' .. -. . . .. . . . J, tr-~~·, ... -!':'!'~,, : •• ::.v~ •. ·• ... ... I 1B DESIGN: 28K232/128 J33 -0202 SMAC SACRAMENTO CA I TC= 25 = 2 X 2 X .187 BC= 23 = 2 X ------WEB DESIGN ------ IJMBER . W2 2 W3 sz QTY ACTUAL T lG 2 s· 14,906 lG 1 3,237 3 W4 1E i 7,405 I W5 W6 20 1 3,121 1C 1 6,161 6 W7 lJ 1 2·,289 -:, we I W9 ~ WlO 15 1 4,917 lE 1 1,456" 15 1 3,673 O W11 I W12 1C 1 1,222 15 1 2,429 2 SE 10 2 8 0 s Vl V2 10 1 480 15 1 310 I I I I I I I I I I 1· ,•.· ALLOW TACTUAL C ALLOW C 21,543 7,602 7,919 11,968 6,SE,6 6,833 10,877 . -. 3,538 4,579 14,665: "6,783 8,242 9,877 2,705 4,174 '13,453 · 5,539 5,625 7,908 1,873 2,318 10,877 4,295 4,579 7,908 1,222 2,318 . 9,877 3,051 4,174 7.,908 1,222 2,318 ----STANDARD VERTICAL& 12,483 5,617 7,908 ... ·.: .. [,;·--:.::· .. -!l't~lll!'.~~_:::.....~-~ 6,239 8,059 902 1,465 2,228 4,018 WELD 7.3 3.3 4.0 3.7 3.7 2.4 3.1 "2. 4 2.3 2.0 2.0 3.9 2.0 2.0 RUN Q-~ . s-1f-97 JAA" ·. 2 X .163 T}:IK ANGLE NAME .l:J8 i 1/2 X 1 1/2 X .138 .1~8 ··1 1/2 X 1 1/2 X .138 .12s· 1 1/2 X 1 1/2 X .125 .125 2 X 2 X .125 .113 1 1/2 X 1 1/2 X .113 .156 1 1/2 X 1 1/2 X .156 .109, 1 1/4 X 1 1/4 X .109 .125 1 1/2 X 1 1/2 X .125 .109 1 1/4 X 1 1/4 X .109 .113 1 1/2 X 1 1/2 X .113 .109 1 1/4 X 1 1/4 X .109 .109 1 X 1 X .109 - .030 1 X 1 X .109 .075 1 1/4 X 1 1/4 X .109 I I -I I I I I I I I I I I I I I I I I ' /~ ~:· ;_: JOB NUMBER: 97-0202 JOB NAME: SMAC LOCATION: CARLSBAD, CA "AXIAL LOAD AND BENDING". Leg= Thickness= Fy= Gap= K= Length= Gravity Axial Load = Lateral axial load = W= Bearing Depth = Reduc. = END PANEL- 2.000 In. 0.187 In. .50.000 ksl 1:000 In 1.000 40.ooo· In 13,600.00 lbs. 6,300.00 lbs. 232.00 lbsl ft. 3.00 In. 1.00 No filler ISPCorp. ----··· . •", . ... __ ~: ~· .. .;! --;.. JOIST NAME: 281<232/128 MARK: J32 ONE ANGLE A= 0.713 fnA2 Ix= 0.272 ioA4 rx= 0.617 in lz: 0.111 InA4 rz = 0.394 In y= 0.569 In Q = 1.000 Eccentricity = Moment Pp= Moment Mp= fa= Panel P. fb = Mid Panel fb = Fb= Kl/rz = Cc= Fa= Pe= Cm= 1.50-ln 13,316.67 lbs-In. 11,625.00 lbs-In. 4,768.58 psi 5,612.53 psi 4,899.55 psi 30,000.00 psi 101.57 107.00 14,340.24 psi 14,474.65 psi 0.90 .... ' PROPERTIES: Af : 2.852 fnA2 (be = 3.559 loA4 rtx= 1.117 in Panel P. Sbc = 2.373 fnA3 Mid Panel Sbc = 2.373 lnA3 · SEE NEXT PAGE: Kl/rx = 35.81 Cc= 107.00 Fa = 26,406.07 psi Pe= 116,468.81 psi Cm= 0.99 With filler Panel point <:a 0.6 Fy • 30,000.00 psi ( fa + fb ) / 0.9• 11,534.57 OK Panel point <• 0.6 Fy "' 30,000.00 psi ( fa + fb ) / 0.9• 11,534.57 OK & Mid panel or 1.00 Mid panel <• 1.00 (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.09• 0.61 OK (fa/Fa+ Cm*fb/((1-fa/F'e)*Q*Fb)) /.OS-0.39 OK • i:,, ... : ·:-·· I I I I I I I I I I I I I I I I I I ISP INC Shape: L u 2.000 H 2.000 T o •. J.8? >C ·-0.500 V 3.000 ex J.80.00 A 0.?J.3 'lbar-0,569 >Cbar -o. 569 I>< 0,2?2 Iy 0,2?2 Rx 0.6J.? Ry 0.6J.? Rz 0.394 e 225.00 I Shape: L u 2.000· H 2,000 T 0.J.8? >C 0.500 V 3.000 ex 2?0.00 A 0.?J.3 'lbar -o. 569 >Cbar 0.569 I>< 0.2?2 Iy 0.3?2 Rx 0.6J.? Ry 0.6J.? Rz 0.394 e 31.5.00 - July 3·, 1997 Shape: L u 2.000 Shai:,a: L u 2.000 f .. H 2.000 H· 2.000 T 0.J.8?· T 0.J.8? x-.,-0.68? :K 0.68? V ·o.ooo V 0.000 ex 90.000 ex 0.000 A 0.?J.3 A 0.?J.3 'lbar 0.569 'lbar 0.569 ><bar -o. 569 ><bar 0.569 I>< 0,2?2 I>< 0.2?2 Iy o.a?a Iy o.a?a Rx 0.6J.? Rx 0.6J.7 Ry 0.6J.? Ry 0.6J.? Rz 0.394 Rz 0.394 • J.35.00 • 45.000 II A 2.852 I Wgt 9.697 'Ybar .1.500 ><bar 0.000 I>< 3.559 ht 4.966 Iw 4.966 Iz 3.559 hey 0.000 Rx J. • .1J.? ~ J..320 Az .1 • .1.1? • 9.000 - I ft