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Home My WebLink About1950 CAMINO VIDA ROBLE; STRUCTURAL CALCS; CB951692; Structural Calculations (2)STRESS ANALYSIS: 36LH232/128 J46 JiO I,p " / HEXAH. INC Rl 96-0008-2 CARLSBAD CORPORATE (AREA 8) ••_-CARLSBAD CA JFL BASE LENBTH 57-11 i/2 MORONS LENGTH 57- 71/2 DEPTH 36' EFF DEPTH 34,845 3-25-96 BC PANLS LE= TC PANELS LE= FIRST HALF LE= FIRST DIAG LE= 3-11 3/4 I- 5 3/4 1- 0 4-11 3/4 9 BC PANELS AT 6- ( END STRUT TILTED SPECIAL 1ST CMP DEPTHS LE= 36,000 CENTERLINE= 36,000 MULTIPLE LOADING: RE= 3-11 3/4 RE= 2- 5 3/4 RE= Rt= I- 0 4-ii 3/4 RE= 36,000 PT LOAD OF 500 LBS AT PANEL PT EXTRA SHEAR ADDED TO EACH «EB= 250 11 23.98'LE 23.93'RE UNIFORil REACT ID NO 1 HEX W2 TILTED 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 VIS K3 W4 «5 H6 W7 m «9 N10 mi Mil H10 W9 «8 H7 «6 W5 H4 K3 TILTED 20 21 22 23 VIS W2 SE VI V2 TC LOAD= 232 NS Rl= +6.934.50 TC F -3.747 END STRUT -8.459 -8,459 -16.209 -16.209 -25,349 -25.349 -31.615 -31.615 - 5.006 - 5.006 - 5,006 - 5.006 - 1.615 -31.615 -25,349 -25.349 -16,209 -16.209 -8.459 END STRUT -3.747 -8.747 SQ END END PNL INTERIOR BC 10. 10, 21. 21. 28. 23. 33. 33. 35. 35, 33, 33. 23. 23. 21. 21. 10. 10. 10. UNIFORM BC LE R2= +6.934. STRESS ANALYS1 r 0 0 561 561 139 139 341 341 670 670 623 623 670 670 841 341 139 139 561 561 561 0 - STD SHEAR 6 6 5 4 4 3 2 1 1 -1 -1 -2 -3 -4 -4 -5 "6 -6 .666 558 .103 .470 .774 ,078 ,382 ,686 .990 ,294 598 -598 ,294 .990 .686 .332 .078 .774 ,470 .108 558 ,666 JAD= 0 - iO HIN SHR- 1. ;'h WEB F 11.410 -628 -6.724 8,222 -7.221 6,221 -5.220 4,220 -3.219 2.491 -2.491 -2.491 2.491 -3.219 4.220 -5.220 6,221 -7,221 8.222 -6.724 -628 11.410 CSC 1.649 1.125 -1.057 1.437 -1.437 1.437 -1.437 1,437 -1.437 1.437 -1.437 1.437 -1.437 1.437 -1.437 1,437 -1,437 1,437 -1.437 1.057 -1,125 -1.649 733.63 WEE L 57.52 39,23 36.87 50.11 50.11 50,11 50,11 50.11 50.11 50.11 50.11 50.11 50,11 50,11 50,11 50.11 50.11 50,11 50.11 36.87 39.23 57,52 TL=3,869.00 PP DISTANCE 0- 2 2- 5 3-11 4-11 7-11 10-11 13-11 16-11 19-11 22-11 25-11 23-11 31-11 34-11 37-11 40-11 43-11 46-11 49-11 52-11 55- 5 53-11 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 3/4 3/4 VERTICALS — - 6,934 553 696 ' -6.934 -623 -696 1,000 1,125 1,000 34,36 39,23 34.86 HAX TC COHPRESSION= -35.006,23 MAX INT TC PANEL LENGTH = 36.00 HAX BC TENSION* 35.623.70 HAX INT BC PANEL LENGTH =72,00 STRESS ANALYSIS; 36LH232/123 346 JiO I.' 96-0008-2 CARLSBAD CORPORATE (AREA B) ^ BASE LENGTH 57-11 1/2 WORKING LENGTH 57- 7 1/2 SEPTH 36 / MEXAH. INC Rltt •'CARLSBAD CA JFL EFF DEPTH 3-25-96 BC PANLS LE= 3-11 3/4 TC PANELS LE= 2- 5 3/4 FIRST HALF LE= 1- 0 FIRST 0IAG LE= 4-11 3/4 9 BC PANELS AT 6- 0 END STRUT TILTED SPECIAL 1ST COUP DEPTHS LE= 36,000 CENTERLINE= 36.000 MULTIPLE LOADING: RE= 3-11 3/4 RE= 2- 5 3/4 RE= 1- 0 RE= 4-11 3/4 RE= 36,000 PT LOAD OF 500 LBS AT PANEL PT 11 28,98'LE 28,93'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY - NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD i 3300 EXTRA SHEAR ADDED TO EACH & 250 UNIFORM TC LOAD= 232 UNIFORR BC LQAD= 0 ' ALL LOADS SHOWN REDUCED 3Y 25X REACTIONS Rl= +5.200.SB R2= +5,200,38 MIN 3HR=,300,22 TL= 10,401.75 NO 1 KEM TC F H2 -6.560, Bint BC F 0 DO H 3 4 KBLISI; HEAR ,999 ? WEB F 3.660 CSC 1.649 «EB L 57.52 P? DISTANCE 0- 2 TILTED END STRUT 2 3 4 5 6 7 3 9 10 11 12 13 14 15 16 17 18 19 VIS -6,344 IO -6.344 W4 -12.157 «5 -12,157 K6 -19,012 K7 -19.012 U8 -23,711 W9 -23,711 H10 -26,254 Hll -26.254 Wll -26.254 H10 -26.254 K9 -23,711 W8 -23,711 W7 -19,012 «6 -19,012 H5 -12,157 H4 -12,157 W3 -6,344 7- 7, 15. 15, 21. 21 - 25. 25. 26. 26. 25. 25. 21, 21, 15. 15. / , 7. 0' 921 ' 921 854 354 631 631 252 252 717 717 252 252 631 631 854 354 921 921 4 4 3 3 2 2 1 -1 -2 -2 -3 -3 -4 -4 418 .581 ,102 .530 .053 ,536 .014 .492 970 448 -443 -970 ,492 .014 .536 ,05S .530 .102 .531 -471 -5.109 6.256 -5.506 4.755 -4.005 3.255 -2.504 1.868 -1.868 -1.868 1.368 -2,504 3.255 -4.005 4,755 -5.506 6.256 -5.109 1. -1. 1. -1. 1. -1. 1. -1. 1. -1. 1. -1. . 1. -1. 1, -1. 1. -1. • 1. 125 057 437 437 437 437 437 437 437 437 437 437 437 437 437 437 437 437 057 39,23 36.87 50.11so.a 50,11 50.11 50.11 50.11 50,11 50.11 50.11 50,11 50.11 50.11 50,11 50.11 50,11 50.11 36,37 2- 5 3-11 4-11 7-11 10-11 13-11 16-11 19-11 22-11 25-11 28-11 31-11 34-11 37-11 40-11 43-11 46-11 49-11 52-11 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 TILTED END STRUT 20 21 22 23 MAX MAX VIS -6,560 W2 -6.560 SE 33 END VI END PNL V2 INTERIOR TC COMPRESSIQN= 7, -32. 921 0 - STD -4 41 8 .999 ' -471 8,660 -1. -1. 125 649 39.23 57.52 55- 5 53-11 3/4 3/4 VERTICALS — 5 479.67 INT TC PANEL LENGTH = .200 418 522 HAX 36,00 MAX -5.200 -471 -522 1. . ' 1, 1. BC TENSIQN= INT BC PANEL 000 125 000 26. 34.36 39.23 34.86 717.77 LENGTH =72.00 36LH232/128 346 JiO RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA 8) CARLSBAD CA JFL KEH 1 n 3 4 5 6 7 8 9 10 ii 12 13 1C TEN 6,225 6.225 6,225 6,225 6,225 6.225 6,225 6.225 6.225 6.225 0 0 0 LUW3LJL TC COK -12.785 -12,569 -18.382 -18,382 -25,349 -25.349 -31. 61 5 -31.615 -35,006 -35.006 0 0 0 JUHJt LCM BC TEN 0 10.561 10.561 21.139 21,139 28.841 23.841 33.670 33.670 35,623 0 0 0 « mom BC COR 0 0 0 0 0 0 0 0 0 0 0 0 0 NEB TEN 11.410 0 8.222 0 6,221 0 4,220 0 2,491 0 0 0 0 WEB COH 0 -6.724 0 -7.221 0 c nn/i-J,£.LV o -3,219 0 -2,491 -6.934 -628 -696 HAXIHUH ONIFORH LOAD: TOP CHQRD= 23; Internatioal Structural Products - El Pas'o , Texas BERBER SUES: 36LH232/128 J46 J1C 96-0008-2 CARLSBAD CORPORATE (AREA B)CARLSBAD CA JFL 3-25-96 £1 Fv SENDING IDAS OUTSIDE DEPTH BC = 23 AREA = 0.6250 TC = 26 AREA = 0.77SO v = 0,5750 ACTUAL EFF DEPTH = CORRECTED LOAD TC= L/Rx = 43,902 USING L/R: = 45.801 US! 146 Fa = 24,991,5 USING RID PANEL HQHENT = HID PANEL fb fa/Fa RAX LOAD iFILLERS)= FILLER PANELS REQD = = 50.000.000 Fb = 30,000.000 232.000 ASSUHED FORCE = 35.006.236 36.000 ASSURED EFF DEPTH= 34,365 v(x) = 0.5600 Ryy = 1,2234 Rz = 0,3950 = 0,6150 = 0.5113 34,365 35.006,236 L = 36,00 L = IS.00 L/R= 45,80 i.044.000 1,020,918 0.900 37,592,55 18 Rz = 0.3930 Ryy Bs = 0.2063 QB GAP BETWEEN CHQRD= BC L/Ryy= 29.070 USING WITH FILLERS K= F'e= 77.477,13 C PANEL POINT HQR = PANEL POINT fb = BENDING RATIO = HAX LOAD NQ FILLER= KIN WELD LEW 21 = = 1,2333 = 1.0000 1.000 . = 36.00 0.75 »= 0.88384 2.038.000 5,060,204 0,042 31.917.19 0,437 TOP CHDRD B)0= 0,94259 USING TC= 26 = 2 X 2 X ,205 pp= 27.557,73541 BC STRESS = 28,498,96314 USIN6 BC= 23 = 2 X 2 X ,163 CHORD WT 561.304 CHORD HI/FT '.683 END PANEL CHECK B= 232 END PANEL CHECK = LEFT END LENGTH = 27,75 AXIAL LOAD = 12,785.61 AXIAL STRESS fa = 8,216.97 Fa = 20,824.38 F'e = 73.345.82 fb PANEL PT = 3,806.69 fb HID-PANEL = 1.132.35 Cis = 0.966 fa/Fa = 0,394 PANEL PT= 12,023,6 HID PANEL* 0.4356 NO FILLERS L/R= 70.61 BOTTOM CHORD L/Rz= 182.278 TC GAL/Ryy .' = 558.403 MAX BRIDGING CHECK TC= 17.54' BC= 24.56' HDMENT OF INERTIA= 843,6 LL 360= 164,7 LL 240= 247.0 TC TENSION STRESS = 4,000,64 WEB DESIGN: 36LH232/128 J46 J10 ' R0H ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA B! CARLSBAD CA JFL TC= 26 = 2 X 2 X .205 BC= 23 = 2 X 2 X .163 ttEE DESIGN NUMBER 1 W2 2 H3 3 Vi4 4 W5 5 H6 6 «7 7 W3 3 *9 9 HiO 10 Wil a SE 12 VI 13 V2 SI RM 17 1G 20 IS 20 15 IE 15 IE 10 15 10 GTV< i 1 1 i * 1 ii 1 2 B 1 1 ACTUAL T 11,410 0 8.222 0 6,221 0 4.220 0 2.491 0 0 0 o ALLOW T 23,797 13.937 11.968 14,665 8.99? 14,665 7.908 10,877 7.908 10.377 14,180 7.908 7.090 ACTUAL C 0 6.724 0 7.221 0 5.220 0 3,219 0 2.491 STANDARD 6,934 978 < f, S !1 , y'JO ALLQ8 C 2.23? 7,512 3,66? 7.231 1,918 7,231 1,69" 3,358 1.699 •r -jc"J , 0 JO VERTICALS 8.113 . 2.773 1.982 KELD 2.4 2.3 4.1 3.9 3,9 2.9 n •?L, 1 2.0 2.0 2,0 3.8 2.0 2,0 TBK .325 1 ,163 2 ,133 1 .125 2 .110 i ,125 2 .109 1 .125 1 .109 1 ,125 1 ,125 i .032 i ,035 i ANGLE " ROD X 2 I 1/2 X X 2 X 1/4 X X 2 X 1/4 X 1/2 X 1/4 X 1/2 X I 1 X 1/4 X X 1 X HfiHE .163 1 1/2 X .125 1 1/4 X t i-,t, ii^ 1 1/4 X 1 1/2 X 1 1/4 X 1 I ir\ Vi Hi A ,125 1 1/4 X ,125 t TO,i^b .125 ,109 ,125 .109 .125 .109 26-Mar-96 JOB NUMBER: JOB NAME: LOCATION: 96-0008-B CARLSBAD CORPORATE JOIST NAME: 36LH232/128 MARK: J46 J10 "AXIAL LOAD AND BENDING". END PANEL K ONE ANGLE Leg- Thickness - Fy- Gap- K* Length = Gravity Axial Load * Lateral axial load * W» Bearing Depth « Reduc. • 2.000 0.205 50.000 1.000 1.000 27.750 12,785.61 8,300.00 232.00 3.00 1.00 in. In. ksi in in Ibs. Ibs. Ibs./ ft. in. A Ix rx Iz rz y Q Eccentricity Moment Pp Moment Mp fa Panel P. fb Mid Panel fb Fb Kl/rz a « • • m 8 K = B = • a a » Cc- Fa F'e Cm tt -s 0,778 0294 0.815 0.120 0.393 0.575 1.000 1.50 14,310.98 13,496.80 4,108.49 5,596.06 5,277.69 30,000.00 70.62 107.00 20,822.08 29,940.43 0.93 inA2 in*4 in / inM | in \ in in Ibs-in. Ibs-ln. psi psi psi psi psi psi ^^ PROPERTIES: f At» / Ibt- rtx» Panel P. Stx - Mid Panel Stx = V. Sere ' Kl/nc" Cc- Fa- Fe- Cm- 3.112 3.836 1.110 2.557 2.557 M6"XT ^ 24.99 107.00 27,749.54 239,036.48 0.99 inA2 inA4 in inA3 inA3 — -^ pft( psi psi No filler Panel point <*= 0.6 Fy = 30,000.00 psi <fa + fb)/0.9* 10,782.83 OK Mid panel <= 1.00 (fa/Fa + Cm'fb/((1-fa/F'e)'Q*Fb)) /.09« 0.44 OK Mid panel<= (fa/Fa + Cm'fb/((1-fa/F'e)*Q'Fb)) /.09= With filler Panel point <= 0.6 Fy = 30,000.00 psi (fa + fb) / 0.9«c 10,782.83 OK 1.00 0.36 OK JSP IATC March 26, 1996 Shape! L U 2.000 H 2.000 T 0.205 X 0.000 Y 3.000 « 180.00 fl 0.778 Vbar -0.575 Xbar -0.575 Ix 0.294 ly 0.294 Rx 0,615 Ry 0.615 Rz 0.393 0 225.00 Shape: L U 2.000 H 2.000 T 0.205 X 1.000 Y 3.000 c 270.00 fl 0.778 Ybar -0.575 Xbar 0.575 Ix 0.294 ly 0.294 Rx 0.615 Ry 0.615 Rz 0.393 6 315.00 Shape: L U 2.000 H 2.000 T 0.205 X -0.205 Y 0.000 a 90.000 fl 0.778 Ybar 0.575 Xbar -0.575 Ix 0.294 ly 0.294 Rx 0.615 Ry 0.615 Rz 0.393e 135.1x1 Shape: L U 2.000 H 2.000 T 0.205 X 1.205 Y 0.000 a 0.000 A 0.778 Vtar 0.575 Xbar 0.575 Ix 0.294 ly ,0.294 Rx 0.615 Ry 0.615 Rz 0.393 6 45.000 ' — — < 1 111 1111 111I11111 1 1111111111 I 1 — <-' — ; 0 A 3.112 Hgt 10.580 Ybar 1.500 Xbar 0.500 Ix 3.836 ly 5.528 lu 5.528 Iz 3.836 Ixy 0.000 Rx 1.110 Ry 1.333 Rz 1.110e o.ooo ..A STRESS ANALYSIS: 36LH232/123 347 J4B I.r " / mm, INC RUN OH 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA B) "-.^CARLSBAD CA JFL BASE LENGTH WRUNG LENBTH DEPTH : EFF DEPTH 57-ii 3/4 57- 7 3/4 36 34.865 BC PANLS LE= 3-11 7/8 9 BC PANELS AT 6- 0 RE= 3-li 7/8 TC PANELS LE= 2- 5 7/8 END STRUT TILTED RE= 2- 5 7/8 FIRST HALF LE= 1- 0 SPECIAL 1ST CQMP RE= 1- 0 FIRST DIA6 LE= 4-11 7/8 . RE= 4-ii 7/8 DEPTHS LE= 36.000 CENTERL1NE= 36.000 . • RE= 36.000 MULTIPLE LOADING; PT LOAD OF 500 LBS AT PANEL PT 11 23,99'LE 2B,99'RE EXTRA SHEAR ADDED TC EACH WEB= 250 UN1FDRH TC LOAD= 232 UNIFORM BC LOAD= 0 REACTIONS Rl= +6.936,92 R2= +6.936,92 HIN SHR= 1.734,23 TL= 13.873.8; NO i MEM W2 TILTED 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 VIS W3 U4 N5 W6 W7 WB N9 WOwi Wiwo W9 we N7 W6 «5 U4 H3 TILTED 20 21 22 23 VIS H2 SE VI V2 TC F -8,772 END STRUT -8,434 -8,484 -16.234 -16.234 -25,374 -25.374 -31.640 -31,640 -35.031 -35.031 -35.031 -35,031 -31.640 -31,640 -25.374 -25.374 -16.234 -16.234 -8.4B4 END STRUT -3,772 -8,772 BQ END END PNL INTERIOR BC 10, 10. 21. 21. 28. 23. 33, 33. 35, 35. 33. 33. 23. 28. *! * 21, 10, 10, 10, Dinta F 0 0 586 586 163 163 366 366 694 694 648 648 694 694 366 366 163 163 586 586 586 0 CTHall/ 3 BHHLI3J SHEAR 6 6 5 4 4 3 n i 1 -1 -i _2 _•*, -4 -4 -5 -6 -6 UFEJvtn 6 ,667 559 .108 .470 .774 ,078 .332 .636 .990 .294 598 -597 ,293 .989 ,685 .331 .077 ,773 .469 ,107 559 ,667 T T PA( ' ,936 559 696 ' 15 WEB F 11,432 -629 -6,724 3,222 -7,221 0,221 -5.220 4.220 -3,219 2,492 -2.492 -2,492 2,492 -3.219 4,220 -5,220 6.221 -7,221 8,222 -6,724 -629 11.432 \ -6,936 -629 -696 CSC 1.652 1.125 -1.057 1.437 -1.437 1.437 .-1,437 1,437 -1.437 1.437 -1.437 ' 1.437 -1,437 1,437 -1,437 1,437 -1.437 1,437 -1.437 1.057 -1.125 rl.652 1,000 1.125 1.000 NEBL 57.62 39.23 36,87 50.11 50,11 50,11 50,11 50.11 50,11 50.11 50,11 50,11 50.11 50.11 50,11 50.11 50.11 50.11 50,11 36.87 39.23 57.62 34.36 39,23 34,86 PP DISTANCE 0- 2 2- 5 3-11 4-11 7-11 10-11 13-111 ' — * i 19-11 22-11 25-11 23-11 31-11 34-11 37-11 40-11 43-11 46-11 49-11 52-11 E E_ E 53-11 7/3 7/3 7/3 7/8 -f /n 7/3 7/8 7/8 7/3 7/8 7/3 7/8 7/3 7/3 7/8 7/8 7/8 7/8 7/8 7/8 7/8 MAX TC COMPRESSION -35,031,10 MAX BC TENSION= 35,648,57 MAX INT TC PANEL LENSTH = 36.00 MAX INT BC PANEL LENGTH = 72,00 ISTRESS ANALYSIS™H232/128 J47 .343 I,'- 96-0003-2 CARLSBAD CORPORATE (AREA Bl• • BASE LENGTH 57-ii 3/4 NORKIN6 LENGTH 57- 7 3/4 DEPTH 36 / HEXAH. INC RUN ON 3-25-96 CARLSBAD CA JFL EFF DEPTH BC PANLS LE= 3-11 7/8 TC PANELS LE= 2- 5 7/B FIRST HALF LE= 1- 0 FIRST DIA6 L£= 4-11 7/8 DEPTHS LE= 36.000 NULTIPLE LOADING: 9 BC PANELS AT 6- 0 END STRUT TILTED SPECIAL 1ST CDHP CENTERL1N£= 36.000 RE= 3-11 7/8 RE= 2- 5 7/3 RE= 1- 0 RE= 4-11 7/3 RE= 36,000 PT LOAD QF 500 LBS AT PANEL FT 11 23.99'LE 28.99'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUHHARV - NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD : 8300 EXTRA SHEAR ADDED TO EACH HEB= 250 UNIFORM TC LOAD=UNIFORH EC LOAD= 0 ALL LOADS SHOWN REDUCED BY 252 REACTIONS Rl= i5.202.69 R2=+5,202,69 HIN SHR= 1.300.67 TL= 10.405,38 NO HEH 1 W2 TILTED 2 3 4 5 6 7 8 9 10 11 12 13 14 4 b' 16 17 18 19 VIS «3 W4 U5 H6 H7ws W9 HiO Mil Hi! K10 K9 •fB H7 H6 H5 W4 H3 TILTED 20 21 22 23 MAX RAX VIS K2 SE VI V2 TC INT TC F -6.579 END STRUT -6,363 -6.363 -12.175 -12.175 -19,030 -19,030 -23.730 -23.730 -26,273 -26.273 -26.273 -26,273 -23,730 -23,730 -19,030 -19,030 -12,175 -12,175 -6,363 END STRUT -6,579 -6.579 SQ END END PNL INTERIOR CO«PRESSION= OlfitSO HHHLiaii BC F SHEAR 0 5,000 7 -i 15 15 21 21 25 25 26 26 25 25 21 21 15 15 7 7 7 -32 0 .939 ,939 .872 .872 .650 ,650 .271 .271 .736 ,736 ,271 .271 ,650 ,650 ,372 ,872 ,939 .939 ,939 -0 CTai ,498. TC PANEL LENGTH = 419 4,580 4.102 3,580 3,058 2,536 2.014 1.492 970 448 -443 -970 -1.492 -2.014 -2.536 -3.053 -3,530 -4.102 -4.581 419 -5.000 ' D VERTICALS 5,202 419 522 •^2 ftftj( 36,00 HAX 3 WEB F 8.677 -472 -5,109 6.256 -5,506 4,755 -4,005 3,255 -2,504 1,369 -1.869 -1,569 1.869 -2,504 3.255 -4.005 4.755 -5.506 6.256 -5.109 -472 8.677 -5.202 -472 -522 CSC 1.652 1, -i. 1, -1. 1, -1. 1, -1, 1, -1- .. H -1, 1. -i. 1 -i. i. -i, i. -i. ,-i. » i. i. i. BC TENSION* INT BC PANEL 1 *}= 057 437 437 437 437 437 437 437 437 437 437 437 437 437 437 437 437 057 125 652 000 125 000 26, NEB L 57.62 39,23 36.37 50.11 50.11 50,11 50.11 50.11 50.11 50.11 50,11 50.11 50.11 50.11 50.11 50.11 50,11 50.11 50.11 36,37 39,23 57.62 34.86 39,23 34.86 736,42 LENGTH = PP DISTANCE 0- 2 2- 5 3-11 4-11 7-11 10-11 13-11 16-11 19-11 22-11 25-11 23-11 31-11 34-11 37-11 40-11 43-11 46-11 49-11 52-11 EC C if it if 53-11 72.00 7/3 7/3 7/8 7/3 7/3 7/3 7/8 7/8 7/3 7/3 7/8 7/3 7/8 7/8 7/8 7/8 7/8 7/3 7/8 7/8 7/8 36LK232/12S J47 343 RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA JFL MEF! 1 2 3 4 5 6 7 8 9 10 11 12 13 TC TEN 6,225 6.225 6,225 6.225 t O1E .iiS 6 TIC.iiJ 6.225 6,225 6,225 6,225 0 0 0 l*UH3UL TC COR -12,304 -12,588 -IB. 400 -18,400 -25.374 -25.374 -31.640 -31,640 -35.031 -35,031 0 0 0 1UH!£ LCCl BC TEN 0 10,586 10,536 21,163 21.163 28.866 28.866 33.694 33,694 35,643 0 0 0 tt (IJUH! • BC COH -0 0 0 0 0 0 0 0 0 0 0 0o HEB TEN 11.432 0 3.222 0 6.221 0 4,. 220 0 2.492 0 •• o 0 0 HEB COK 0 -6.724 0 -7.221 0 -5.220 0 -3.219 0 -2.492 -6,936 -629 -696 MAXIMUM UNIFORM LOAD; TOF CHORD= 232 Internatioal 'Structural Products - El P'3"£fi , Texas HEHBER SUES; 36LK232/12S J47 J4E 96-0008-2 CARLSBAD CORPORATE (AREA B!CARLSBAD CA JFL RUN OH Fv BENDING LOAD QITTSIBE DEPTH BC = 23 AREA = 0,6250 y TC = 26 AREA = 0,7780 RK v = 0,5750 Si ACTUAL EFF DEPTH = CORRECTED LOAD TC= L/R>: = 43,902 UBIN L/Rz = 45.801 USING Fe = 24,991.5 USING HID PANEL HOHENT = HID PANEL fb fa/Fa MAX LOAD (FILLERSJ= FILLER PANELS REQB TOP CHORD ffiD= 0.94324 USIMS TC= 26 = 2 X 2 X ,205 DP= 27,573.76632 BC STRESS = 28,513.35618 US1N6 BC= 23 = 2 X 2 X .163 50,000.000 232.000 36.000 } = 0,5600 = 0.6150 = 0.5113 34,365 35.031.102 L = 36,00 L = 18,00 . L/R= 45.30 1,044,000 1,020,918 0.900 < 37.592.55 18 Fb = 30 ASSUMED FORCE = 35 ASSUHED EFF DEPTH= Rvv = 1,2284 R2 = Rz = 0.3930 Rvy = Ss = 0.2063 Qs = SAP BETWEEN CHORD= BC = 35 L/Rvv= 29.070 OSINS L ^!ITH FILLERS K= F'B= 77,477,18 Cffl= PANEL POINT HQH = 2 PANEL POINT fb = 5 BENDING RATIO HAS LOAD NO FILLER* 3 HIH WELD LEN 2X = ,000.000 .031.102 34.365 0,3950 1.2333 1,0000 1.000 ,64B.57C = 36.00 0.75 0.3B376 .088.000 ,060,204 0.042 1.917,19 0.437 CHORD KT 561.506 CHORD UT/FT 9.68: END PANEL CHECK S^= 232 END PANEL CHECK = LEFT END LENGTH = 27.86 AXIAL LOAD = 12.304.72 AXIAL STRESS fa = 3.229,26 F& = 20,765.11 F'e = 72,689.49 fb PANEL PT = 3,829,25 fb MID-PANEL = 1.144,96 Ci = 0.966 fa/Fa = 0.356 PANEL PT= 12,058.5 HID PANEL= 0.4378 NO FILLERS L/R= 70,92 BOTTOM CHORD L/Rz= 182.273 TC OAL/Ryy = 553.605 HAX BRIDGING CHECK TC= 17.54' BC= 24,56' HOHENT OF INERTIA^ 843.6 LL 360= 164.5 LL 240= 246.8 TC TENSION STRESS = 4.000,64 ^ — -••'' WEB DESIGN! 36LH232/128 J47 543 96-0008-2 CARLSBAD CORPORATE (AREA E) CARLSBAD TC= 26 = 2 X 2 X .205 EC= 23 = 2 X .. .. MCO nretrn NUMBER SZ STY ACTUAL T i K2 2 SJ3 3 W4 4 W5 5 W6 6 H7 7 K3 8 «? 9 m 10 Nil 11 SE 12 VI 13 V2 RM 23 16 20 IS 20 15 IE 15 IE 10 15 10 1 1 1 1 1 1 i• i 1 2 Bi 1 11.432 0 n Tin(J.i'm 0 ' 1^1 1O,ii\ 0 4.220 0 2.492 (i 0 0 0 ALLGH T 23,797 13.937 11,968 14.665 3,999 '14.665 7,903 10,377 7.908 10.877 14,180 7,908 7,090 WLO ytoicif ACTUAL C ALLOW C 0 6.724 0 7.221 0 5,220 0 3,219 0 2,492 STANDARD 6,936 304 871 2.229 7,512 3,669 7.231 1,913 7.231 .1.699 3.358 1.699 3.353 VERTICALS 3,113 2.773 1.932 HELD 2,4 2,8 4,1 3,9 3,9 2,9 2,7 2,0 2.0 2,0 3.8 2,0 2,0 RUN ON 3-25-96 CA JFL 2 I ,163 m ANBLE NAME .325 1" ROO ,163 2 .138 1 .125 2 .110 1 .125 2 .109 1 .125 i .109 1 .125 i .125 1 ,027 1 .029 i X 2 X 1/2 I X 2 X 1/4 X X 2 X 1/4 X 1/2 X 1/4 X 1/2 X X 1 X 1/4 X X 1 X .163 1 1/2 X ,125 1 1/4 X .125 i 1/4 X 1 1/2 X 1 1/4 X 1 1/2 X ,125 1 1/4 X ,125 .138 .125 .109 .125 .109 .125 .109 27-Mar-96 JOB NUMBER: 96-oooa-B JOB NAME: CARLSBAD CORPORATE LOCATION: JOIST NAME: 36LH232/128 MARK: J47 J48 "AXIAL LOAD AND BENDING". END PANEL 1 ONE ANGLE Leg=« Thickness = Fy- Gap« K = Length = Gravity Axial Load = Lateral axial load = W = Bearing Depth = Reduc. = 2.000 in. 0.205 in. 50.000 ksi 1.000 in 1.000 27.880 in 12,804.72 Ibs. 8,300.00 Ibs. 232.00 Ibs./ ft. 3.00 in. 1.00 A = lx = rx = Iz- rz = y = Q = Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb - Mid Panel fb = Fb = Kl/rz = Cc = Fa = F'e = Cm» 0.778 0.294 0.615 0.120 0.393 0.575 1.000 1.50 14,328.46 13,506.63 4,114.63 5,602.89 5,281 .53 30,000.00 70.95 107.00 20,760.42 29,661.87 0.96 inA2 inA4 in inA4 in in in Ibs-in. Ibs-in. psi psi psi psi psi psi S PROPERTIES: / At- / ttx- / rtx = / Panel P. Stx = I Mid Panel Stx = 5£5 M Kl/nt* Cc = Fa = F'e« Cm » 3.112 3.836 1.110 2.557 2.557 .—.I •- e^ pa 25.11 107.00 27,736.09 236,812.50 0.99 inA2 InM in inA3 inA3 •— ftff. psi psi No filler Panel point <= 0.6 Fy = 30,000.00 psi (fa + fb)/0.9* 10,797.24 OK Midpanel<= 1.00 (faffa + Cm'fb/ttl-ta/F'erQ'Fb))/^* 0.44 OK With filler Panel point <= 0.6 Fy = 30,000.00 psi (fa + fb)/0.9= 10,797.24 OK Mid panel <= (fa/Fa + Cm'fb/«1-fa/F'e)*Q*Fb) ] /.09= 1.00 0.36 OK ISP INC March 27, 1996 {Shape:J L U 2.000 {H 2.000 JT 0.205 X 0.000 1Y 3,000 JK 180.00 |A 0.778 -'Ybar -0.575 Xbar -0.575 llx 0.294 Jly 0.294 Rx 0.615 Ry 0.615 Jfiz 0.393 S 225.00 Shape: L U 2.000 H 2.000 T 0.205 X 1.000 Y 3.000 o 270.00 A 0.778 Ybar -0.575 Xbar 0.575 Ix 0.294 ly 0.294 Rx 0.615 Ry 0.615 Rz 0.393 $ 315.00 Shape: L U 2.000 H 2.000 T 0.205 X -0.205 Y 0.000 B 90.000 A 0.778 Ybar 0.575 Xbar -0,575 Ix 0.294 ly 0.294 Rx 0.615 Ry 0.615 Rz 0.393 0 135.00 Shape: L U 2.000 H 2.000 T 0,205 X 1.205 Y 0.000 a 0.000 A 0.778 Ybar 0,575 Xbar 0.575 Ix 0.294 ly 0.294 Rx 0.615 Ry 0.615 Rz 0.393 e 45.000 ~ _ —t \\iiiiiIi I Ii 1i1i 1i 1i IiIi Ii Iiii i i — _ n A 3.112 Wgt 10.580 • _ , *••*•»Ybar 1.500 Xbar 0.500 Ix 3.836 ly 5.528 lu 5.528 Iz 3.836 Ixy 0.000 Rx 1.110 Ry 1.333 Rz 1.110 0 0.000 STRESS ANALYSIS: 36LH232/128 J49 I,; 96-0008-2 CARLSBAD CORPORATE (AREA Bl *> DEPTHBASE LENGTH 50- 61/4 BC PANLS TC PANELS FIRST HALF FIRST DIA6 LE= LE= LE= LE= WORKING LENGT 50- 2 1/4 3- 3 1/8 8 i- 9 1/8 1- 0 4- 3 1/8 H Bi El SI }-, i HEXAH. INC RUN ,.'CARLSBAD Cfi JFL EFF DEPTH 34,74 3-25-96 8 BC PANELS AT 6- 0 END STRUT TILTED SPECIAL 1ST COUP DEPTHS LE= 36.000 CENTERLINE= 36.000 MULTIPLE LOADING: RE= 3- 3 1/8 RE= i- 9 1/8 RE= 1- 0 RE= 4- 3 1/8 RE= 36.000 PT LOfiB OF 500 IBS AT PANEL PT EXTRA SHEAR ADDED TO EACH WEB= 250 10 25.26'LE 25.26'RE UNIFORM TC LOAD= 232 REACTIONS Rl= +6.071.7 NO HEM TC F 1 W2 -6.291 TILTE'D END STRUT 2 j 4 5 6 7 3 9 10 11 12 13 14 15 16 17 VIS -6.044 ti3 -6.044 H4 -12.861 1*5 -12,861 U -50,592 W7 -10.592 KB -25,437 H9 -25.437 1410 -27.398 tilO -27.398 H9 -25.437 W3 -25.437 'H7 -20.592 W6 -20,592 »5 -12,861 W4 -12.861 M3 -6.044 B 7 7 17 17 23 23 26 26 26 26 23 23 17 17 ; 7 UNIFORM 5 R2= '+6 - STRESS AN C F SH 0 5. 0 .914 .914 .087 ,087 .375 ,375 .778 .778 .778 ,778 .375 ,375 .037 ,037 .91* .914 c 4. 4. 3. 2. i. 1. BC Li .071.' ALYSIi :EAR 336 474 412 774 078 332 686 990 294 593 -593 -1, -i. -2. -3. -4. -4, -5, 294 990 686 382 078 774 412 JAD= 7C 0 HIN S 1 -" KEB F 3.981 -5 -. 7 -6 5 -4 3 -9 2 £ ~i ^ -4 5 -6 7 -5 -534 .990 .235 .232 . 230 .223 ,225 . tZJ .135 .135 .223 .225 .228 .230 .232 .235 .990 HR' i . CSC . 1.463 1.126 -1.057 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 1,057 517.94 WEE L 50,34 39.12 36,75 50.02 50.02 50.02 50,02 50.02 50.02 50.02 50.02 50,02 50.02 50,02 50.02 50.02 50.02 36.75 TL= 12.143 PP DISTANCE 0- 2 ! - 3i 7 3- 3 4- 3 7- 3 10- 3 13- 3 16- 3 1?- 3 22- 3 25- 3 28- 3 31- 3 34- 3 37- 3 40- 3 43- 3 46- 3 1/8 1/8 1/8 1/8 1/8 1/8 1/8 i/S 1/8 1/8 1/3 1/8 i/a 1/8 1/8 1/8 1/8 TILTED END STRUT 18 19 20 21 MAX HAX VIS -6.291 «2 -6,291 SE SO END VI END PNL V2 INTERIOR TC CONPRESSION= 7 -27 .914 0 f*7a ) ,398. INT TC PANEL LENSTH = -5. D VERT 6- 1. 34 36,00 474 386 ICALS 07 i 474 196 MAX mi 8 — - -6 -1 BC INT -534 .981 . .071 -534 .196 -1.126 -1.463 1,000 1.126 1.000 TENSION' 26. 39.12 50.84 34.74 39.12 34.74 778.65 BC PANEL LENSTH = 48- 9 47- 3 72.00 1/8 1/8 STRESS ANALYSIS: 36LH232/128 J49 '. 96-0003-2 CARLSBAD CORPORATE (AREA E) BASE LENGTH 50- 6 1/4 FORKING LENGTH 50- 2 1/4 DEPTH 36 " / HEXAM. INC RUN .- CARLSBAD CA JFL EFF DEPTH 34,74 BC PANLS LE= 3- 3 1/6 TC PANELS LE= 1- 9 1/8 FIRST HALF LE= 1- 0 FIRST DIAG LE= 4- 3 1/8 S BC PANELS AT 6- 0 END STRUT TILTED SPECIAL 1ST COMP DEPTHS LE= 36.000 CENTERLINE= 36.000 MULTIPLE LOADING; RE= 3- 3 1/3 RE= 1- 9 1/8 RE= 1- 0 RE= 4- 3 1/8 RE= 36.000 PT LOAD OF 500 LBS AT PANEL PT 10 25.26'LE 25,26'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHDRD LOADS ARE ONLY ADDED TO SUMMARY - NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD ; 8300 EXTRA SHEAR ADDED TO EACH WEB= 250 UNIFORM TC LQAD= 232 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 252 REACTIONS Ri= +4,553.8! R2= +4,553.81 MIN SHR= 1,138,45 TL= 9.107.63 ............. STRESS ANALYSIS -------- ..... BC F SHEAR WEB F -. CSC NEB L F'P DISTANCE 0 4.415 6,327 1.463 50,84 0- 2 — NO MEM TC F 1 N2 -4.718 TILTED END STRUT VIS ^ Tl'j \ uJAfc* m 4 H5 5 ti6 6 K7 / nQ 8 N9 9 NiO 10 WiO 11 H9 12 m 13 H7 14 W6 15 H5 16 tJ4 17 «3 TILTED VIS 18 H2 19 SE 20 VI 21 V2 MAX TC MAX INT -4.533 -4.533 -9,646 -9.646 -15,444 -15.444 -19.078 -19.078 -20.548 -20.548 -19.078 -19.078 -15,444 -15.444 -9.646 -9.646 -4,533 END STRUT -4.713 -4.718 SQ END END PNL INTERIOR COMPRESS I ON= c 5 5 12- 12. i". 17, 20. 20. 20. 20. 17, 17- 12. 12. 5, E E If.-4:0. 0 935 935 315 815 531 531 083 083 033 083 531 531 315 315 935 935 935 0n-p u- < 773, TC PANEL LENBTH = 4. 3, 3, 2. o 1. 356 059 530 053 536 014 492 970 448 -443 -970 -lr -2- "2. -3. -3. -4, -4, D VERT 4, 75 36.00 492 014 536 053 580 059 356 415 ICALS 553' 356 397 -401 -4,558 5,516 -4,764 4,012 -3.261 2.509 -1.757 1.639 1.639 -1.757 2.509 -3.261 4.012 -4.764 5.516 -4.558 -401 6.327 -4.553 -401 -897 1. -1. 1. -1. i , -i. 1. -i. 1, -1. 1 . -1, t , -1. 1, -i. i. ~i. -i. 1. 1. i. m BC TENSION= MAX INT BC PANEL 126 057 440 440 440 440 440 440 440 440 440 440 440 440 440 440 057 126 463 000 126 000 20. 39.12 36.75 50.02 50,02 50,02 50,02 50,02 50.02 50.02 50.02 50,02 50.02 50.02 50 . 02 50.02 50.02 36.75 39.12 50.84 34.74 39.12 34.74 033.99 LENGTH = 1- \- 4- 7- 10- 13- i ;ID" 19- 22- 25- 23- 31- 34- 37- 40- 43- 46- 48- 47- 72. 9 1/8 3 1/8 3 1/3 3 1/3 3 1/8 3 1/8 3 1/3 3 1/3 3 1/8 3 i/S 3 1/8 3 i/S 3 1/8 3 1/3 3 1/3 3 1/8 3 1/8 9 1/3 3 1/8 00 • 36LH232/128 349 RUN ON 3-25-96 96-OOOS-2 CARLSBAD CORPORATE (AREA Ei CARLSBAD CA JFL MEM 1 2 ^4 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 TC TEN 6.225 6,i25 6.225 6.225 6.225 6.225 6.225 6.225 6 iot,iij 6,225 6.225 6.225 6.225 6.225 6,225 6.225 6.225 6.225 0 0 0 nut: ir TC COE -10.943 -10.758 -15,871 -15.671 -21.669 -21.669 -25.437 -25.437 -27,398 -27.398 -25.437 -25,437 -21.669 -21.66? -15.871 -15.871 -10.758 -10.943 0 0 0 LC KHHL13J BC TEN 0 7,914 7.914 17.087 17.087 23,375 23.375 26.778 26,773 26.778 26,778 23,375 23,375 17,087 17.087 7.914 7.914 G 0 0 0 3 Dunnntn BC COM ,-•1 0 0 0 0 •0 0 0 0 0 0 0 0 0 0 '•j 0 0 0 0 0 WEE TEN 8.931 0 7.235 0 E *!-*l\J.iOV 0 3.225 0 2.185 2-.1S5 0 3.225 0 5.230 0 •? TTE . 0 8.781 0 0o WEB COM 0 -5,990 0 -6.232 0 -4,228 0 -2.223 0 0 -2,223 0 -4,228 0 -6,232 0 -5.990 0 -6.071 -534 -1.196 HAXIHUH UNIFORM LOAD: TOP CHORD= 232 36LH: 96-0< NEK i 2 3 4 5 6 7 8 9 10 11 12 232/128 J49 )QS~2 CARLSBAD CO rntiTit 1C TEN 6,225 6.225 6,225 6.225 6.225 6.225 6.225 6.225 6.225 0 • 0 0 UU11SUL 1C COfi -10.943 -10.758 -15.871 -15.871 -21.669 -21.669 -25.437 -25.437 -27.39S 0 0 0 RPORATE (A I DATE LEFT BC TEN 0 7.914 7.914, 17.087 17,087 23,375 23.375 26.778 26.778 0 0 0 REA B) & RIBHT • BC COM 0 0 0 0 0 0 0 0 0 0 0 0 CARLSBAI «EB TEN 8.981 0 7.235 0 5.230 0 3.225 0 2.185 0 0 0 ) CA JFL WEB CQ« 0 -5.990 0 -6.232 0 -4.228 0 -2.223 0 -6.071 -534 -1,196 RON OH 3-25-96 HftXIHUB UNIFORM LOAD: TOP CHDRD= 23; Internatioal Structural Products - EiYairb . Texas HEHBER SIZES] 36LB232/12B J49 RUN OH 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA Bt CARLSBAD CA JFL Fv = 50.000.000 Fb = 30.000.000 BENDING LOAD - 232.000 ASSUHED FORCE = 27.396.344 OUTSIDE DtPTH = 36.000 ASSUHED EFF DEPTH= 34.740 BC = U AREA = 0.4440 y(x) = 0.4330 Ryv = 1.0402 fti = 0.2950 TC * 23 AREA = 0.6250 Rx = 0,6210 Rz = 0.3950 . Rvy = 1.2284 y = 0.5600 Si = 0.4303 3s = 0.1673'- Qs * 0.9521 ACTUAL EFF DEPTH = 35.007 GAP BETWEEN CHORD= 1.000 CORRECTED LOAD TC= 27.189.375 BC = 26.574.413 L/Rx = 43.47S USING L = 36.00 L/R-yy= 29,304 05INB L = 36.00 L/R: = 45.569 USING L = 18.00 WITH FILLERS K= 0.75 Fa = 23.984.9 US1NB L/R= 45.56 F's= 73.996.31 C»= O.BS986 KID PANEL HOKENT = 1.044.000 PANEL POINT HOS = 2.083.000 MID PANEL fb = 1.212,546 PANEL POINT fb •= 6.238,006 fa/Fa = 0,906 BENDING RATIO = 0.052 HAX LOAD (FILLERSt= 28.695.02 HAJ( LOAD NO FILLtR= 24, 539, 32 FILLER PANELS REQD = 16 HIN WELD LEU 2* = 0,437 TOP CHORD sp= 0,95902 USING TC= 23 = 2 X 2 X .163 po= 27,989.50907 BC STRESS = 29,926.14103 USING BC= 10 = 1 1/2 Ml/2)! ,156 CHORD WT = 372.803 CHORD HT/FT = 7.378 END PANEL CHECK H= 232 END PANEL CHECK = LEFT END LENGTH = 19.12 AXIAL LOAD = 10.859,80 AXIAL STRESS fa = 8,637.84 Fa = 23,539.30 F'e = 157.445,93 fb PANEL FT = 3.299.7B fb MID-PANEL = 485.56 Ci = 0,983 fa/Fa = 0,368 PANEL PT= 11,987^ MID PANEL= 0.3359 NO FILLERS L/R= 43.41 BOTTOM CHORD L/R;= 244.067 TC OAL/Ryv = 490,233 nmmmmnBD FILLERS HAX BRIDGING CHECK TC= 17.40' BC= 20.80' HOHENT OF INERTIA* 636,9 LL 360= 188.2 , LL 240= 282.3 TC TENSION STRESS = 4,942.01 *O DESIGN: 36LH232/128 J49 SUN ON 3-25-9i 96-0008-2 CARLSBAD CDRPGRATE (AREA Bl CARLSBAD CA JFL TC= 23 = 2 X 2 X .163 BC= U = 1 1/2 X 1 1/2 X ,156 WC.D UCSlUif NUMBER 1 W2 2 W3 3 W4 4 W5 5 Wo 6 W7 7 US 8 H9 9 WiO 1C SE 11 VI• i MI\L V£ SI 10 10 u 15 IE IK 15 IE IS 10 10 10 QTY ACTUAL T 2 B 2 3 1 2 B I 1 1 1 1 2 B i<i 6.981 0 7.235 0 5.230 0 3.225 0 2.185 0 0 0 ALLQtt I 14.180 14.130 13,453 15.816 10.377 15.968 7.908 10.877 7.908 r3 14.180 7,090 7.090 ACTUAL C 0 5,990 0 i i7nC.iOi 0 4.228 0 2,223 0 TANDARD 4,071 070 1,331 ALLOW C 4,195. 7.613 4.13? 7.563 3.369 4. 846 1,705 3.369 1,705 VERTICALS 8,145 1,574 1.997 HELD 4.9 ii> . -^ 3,2 3,9 2,9 2.0 2.0 2,0 2.0 3.3 2.0 2.0 TW; .125 1 ,125 1 .156 1 .109 1 .125 1 ,187 1 .109 1 .125 1 .109 1 .125 1 .022 i .044 i ANGLE NAHE X 1 I I 1 X 1/2 X 1/4 X 1/2 I 1/2 I 1/4 \ 1/2 X 1/4 X X 1 I I i i I 1 I .125 ,125 1 1/2 X 1 1/4 X 1 1/2 X 1 1/2 X 1 1/4 I 1 1/2 I i 1/4 X ,125 .125 .125 ,156 .109 .125 ,137 .109 .125 .109 27-Mar-96 JOB NUMBER: 96-0008-B JOB NAME: CARLSBAD CORPORATE LOCATION: JOIST NAME: 36LH232/128 MARK ; J49 "AXIAL LOAD AND BENDING". END PANEL gl ONE ANGLE Leg« Thickness = Fy = Gap = K = Length = Gravity Axial Load = Lateral axial load * W- Bearing Depth « Reduc. * 2.000 in. 0.163 in. 50.000 ksi 1.000 in 1.000 19.120 in 10,859.80 Ibs. 8,300.00 Ibs. 232.00 Ibs./ ft. 3.00 in. 1.00 A* Ix- rx» Iz- rz = Vs Q- Eccentricity * Moment Pp * Moment Mp = fa» Panel P. fb « Mid Panel fb » Fb = Kl/rz» Cc» Fa* Fe- Cm* 0.625 0.241 0.621 0.098 0.395 0.560 0.952 1.50 13,333.47 12,946.95 4,340.45 6,303.25 6,120.53 30,000.00 48.39 109.65 23,593.30 63,775.10 0.98 inA2 inA4 in inM / in \ in in Ibs-in. Ibs-in. psi psi psi psi psi psi ^^"~PROPERTIES: S^ At" f Hx" / rtx« Panel P. Stx - Mid Panel Stx - ^_ ^^e Kt/nt = Cc- Fa» F'e> Cm* 2.502 3.173 1.126 2.115 2.115 NjGxrT ^ 16.98 109.65 27,280.05 518,033.66 1.00 inA2 inA4 in inA3 inA3 --"• 3/q ( psi psi No filler Panel point «• 0.6 Fy • 30,000.00 psi (fa + fb > / 0.9= 11,826.33 OK Midpanel<= 1.00 {fa/Fa + Cm'fb/((14a;F'e)'Q-Fb)) /.09= 0.45 OK Mid panel o> (fa/Fa * Cm'fb/((1-fa/F'e)'Q*Fb)) /.09» With filler Panel point <-0.6 Fy * 30,0004)0 pSJ (fa + fb) / 0.9= 11,826.33 OK 1.00 0.42 OK ISP INC March 27, 1996 Shape: L U 2,000 H 2.000 T 0.163 X 0.000 Y 3.QOQ a 180.00 A 0.625 Ybar -0.560 Xbar -0.560 Ix 0.241 I a 0.241 Rx 0.621 Ry 0.621 Rz 0.395 0 225.00 Shape: L U 2.000 H 2.000 T 0.163 X 1.000 Y 3.000 a 270.00 A 0.625 Ybar -0.560 Xbar 0.560 Ix 0.241 ly 0.241 Rx 0.621 Ry 0.621 Rz 0.395 0 315.00 Shape; L V 2,000 H 2.000 T 0.163 X -0.163 Y 0.000 a 90.000 A 0.625 Ybar 0.560 Xbar -0.560 Ix 0.241 ly 0.241 Rx 0.621 Ry 0.621 Rz 0.395 0 135.00 Shape! L U 2.000 H 2.000 T 0.163 X 1.163 Y 0.000 a 0.000 A 0.625 Ybar 0.560 Xbar 0.560 Ix 0.241 ly 0.241 Rx 0.621 Ry 0.621 Rz 0.395 6 45.000 A Wgt Ybar Xbar Ix lylu Iz Ixy Rx Ry Rze 2.502 8.506 1.500 0.500 173 242 242 173 000 1.126 1.302 1.126 0,000 ..i STRESS ANALYSIS} 3KH232/128 J50 I; 96-0008-2 CARLSBAD CORPGRATE (AREA B) * BASE LENGTH 38- 7 1/8 FORKING LENGTH 38- 3 1/8 DEPTH 36 3-25-= •CARLSBAD CA JFL EFF DEPTH -. 34,889 BC PANLS LE= 3- 3 1/2 TC PANELS LE= 1- 9 1/2 FIRST HALF LE= 1- 0 FIRST DIAG LE= 4- 3 1/2 6 BC PANELS AT 6- 0 END STRUT TILTED SPECIAL 1ST COMP DEPTHS LE= 36.000 CENTERLINE* 36.000 MULTIPLE LOADING; RE: 3- 3 1/2 RE= 1- 9 1/2 RE= 1- 0 RE= 4- 3 1/2 R£= 36.000 PT LOAD OF 500 LBS AT PANEL FT EXTRA SHEAR ADDED TO EACH HEB* 250 3 19.30'LE 19,30'RE UNIFORH TC LOAD= 232 REACTIONS Ri= +4,688.2 NO 1 HEK H2 TILTED TC F -4.843 END STRUT ur 1 R - 3TRE BC F VIS -4.596 2 3 4 5 6 7 3 9 10 11 12 13 W3 144 H5 K6 W7 H8 W8 H7 W6 K5 ii!4 H3 TILTED 14 15 16 17 VIS W2 SE VI V2 -4.596 -9.469 -9,46? -14,293 -14.293 -16,246 -16.246 -14,293 -14.293 -9.469 -9.469 -4.596 END STRUT -4,843 -4.843 SO END END PNL INTERIOR I E 12 12 15 15 15 15 12 12 5 5 5 0 0 .979 ,979 .240 .240 .629 .629 .629 .629 .240 ,240 ,979 ,979 .979 -0 CTTall HFORH BC L 2= +4.688. :SS ANALYSi S 4 4 1 2 1 i -1 -1 -2 *3 -4 -4 HEAR .499 479 ,020 .382 .636 ,990 ,294 59S -593 ,294 '.990 ,686 .382 ,020 479 .49? 3AD= 0 21 KIN SHR= 1. HEB F 6.978 -539 -4.515 5,218 -4.21B 3.218 -2.218 1.684 1.684 -2.218 3,213 -4.218 5,213 -4,515 -539 6.978 CSC 1,469 1.125 -1.057 1.436 -1.436 1.436 -1.436 1.436 -1.436 1.436 -1.436 1,436 -1.436 1,057 -1,125 -1.469 172.05 WEE L 51.26 39,25 36.39 50.13 50,13 50,13 50.13 50,13 50,13 50.13 50.13 50.13 50.13 36.39 39,25 51.26 TL= 9,376 PP DISTANCE 0- 2 1- 9 1/2 3- A™ 7- 10- 13- 16- 19- 22- 25- 1/2 1/2 1/2 1/2 1/2 1/2 1/2 1/2 1/2 23- 3 1/2 31- 3 1/2 34- 3 1/2 36- 9 1/2 35- 3 1/2 } VERTICALS — 4 1 .688 479 .196 -4,683 -539 -1.196 1.000 1,125 1.000 34.88 39,25 34. 8S WAX TC COMPRESSION -16.246.20 KAX INT TC PANEL LENGTH = 36.< MAX SC TENSION* 15.629.15 BAX INT BC PANEL LENGTH =72.00 ...j. STRESS ANALYSIS: 36LH232/123 350 1 ' " -- / HEXAH. INC RON OH 3-25-96 96-0003-2 CARLSBAD CORPORATE (AREA B) ^—-JARLSBAB CA 3FL BASE LENGTH HOMING LENGTH DEPTH EFF DEPTH 38- 7 1/8 38- 3 1/8 36 34.839 BC PAULS LE= 3- 3 1/2 TC PANELS LE= 1- 9 1/2 FIRST HALF LE= 1- 0 FIRST DIAG LE= 4- 3 1/2 6 BC PANELS AT 6- 0 END STRiJT TILTED SPECIAL 1ST CDHP DEPTHS LE= 36.000 CENTERLINE= 36.000 MULTIPLE LOADING! RE= 3- 3 1/2 R£= 1- 9 1/2 RE= i- 0 RE= 4- 3 1/2 RE= 36.000 PT LOAD OF 500 LBS AT PANEL PT 8 19.30'LE 19.30'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COHPRESS.IDK AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY^ NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD : 8300 EXTRA SHEAR ADDED TO EACH HEB= 250 UNIFQRH TC LDAD= 232 UNIFDRH BC LOAD= 0 HLL LOADS SHOWN RED REACTIONS Rl= +3.5 NO HEH TC F 1 ti2 -3.632 TILTED END STRUT VIS -3.447 2 H3 -3.447 3 W4 -7.101 4 H5 -7.101 5 H6 -10,720 6 W7 -10.720 7 m -12.184 3 B8 -12.184 9 H7 -10.720 10 W6 -10.720 11 N5 -7.101 12 W4 -7,101 13 W3 -3,447 TILTED END STRUT VIS -3.632 14 W2 -3,632 15 SE SQ END 16 VI END PNL 17 V2 INTERIOR HAX TC CC(iPRESSIDN= UCED 16.16 BC 4. 4. 9. 9, 11. u.11. n. 9. 9, 4. 4. 4, -18. HAX INT TC PANEL LENSTH BY 254 R2= STRESS F 0 0 484 484 180 180 721 721 721 721 160 130 484 434 484 0 +3.516. AUAf VCT SHEAR 3,374 359 3.015 2,536 2.014 1.492 970 443 -448 -970 -1,492 -2,014 -2,536 -3.015 359 •*3.374 16 ca HIN SHR= WEB F CSC 5 -j 4 -3 2 -1 1 i -1 2 -3 4 - j 5 .325 1. -404 1. .452 -1. .003 i. .253 -i. .503 1. ,753 -1. ,263 1. .263 -1. ,753 1. .503 -1. ,253 1, ,003 -1, .452 1. -404 -1. .325 -1. 469 125 057 436 436 436 436 436 436 436 436 436 436 057 125 469 879, WES 51. 39. 36. 50, 50. 50. 50. 50. 50. 50. 50. 50, 50, 36. 39. 51. 04 L 26 25 39i •? 13 13 13 13 13 13 13 13 13 89 25 26 TL= PP 0- 1- 3- 4- 7- 10- 13- 16- 19- 22- 25- 28- 31- 34- 36- 35- 7.032 DISTANCE n 9 3 ~\ 3 3 3 3 T ^3 3 3•? n ~! 1/2 1/2 1/2 1/2 1/2 1/2 1/2 1/2 If L 1/2 1/2 1/2 1/2 1/2 1/2 - STD VERTICALS -— 409.65 = 36 3.516 359 897 HAX ,00 RAX _? 0 BC INT .516 1. -404 1. -897 1. TENSIDN= BC PANEL 000 125 000 11. 34, 39, 34, 721. 88 25 88 B6 LENGTH =72,oc! 36LHI 96-0( HEh i 2 3 4 5 6 7 S 9 10 11 12 13 14 15 16 17 232/123 J50 308-2 CARLSBAD CD urn TTC 1C TEN 6.225 6,225 6.225 6.225 6.225 6,225 6,225 6.225 6,225 6.225 6.225 6.225 6,225 6,225 0 0 0 HLJkl li TC CQfi -9,857 -9.672 -13.326 -13.326 -16,945 -16,945 -18,409 -18,409 -16,945 -16,945 -13,326 -13,326 -9.672 -9,857 0 0 0 RPORATE (AREA Bl LE ANALYSIS SUHNARY BC TEN 0 5.979 5.979 12.240 12.240 15.629 15.629 15,629 15,629 12,240 12.240 5,97? 5.979 0 0 0 0 BC CQfi 0 0 0 0 0 0 0 0 0 0 0 0 0 -0 0 0 0 CARLSEA! HEB TEN 6.97S 0 5.218 0 3,218 0 1,634 1.684 0 3.218 0 5.218 0 6,978 0 .? o 0 } CA JFi HEB COH 0 -4.515 0 -4.218 0 -2.218 0 0 -2.21S 0 -4,213 0 -4,515 0 -4,636 -539 -1.196 RUN ON 3-25-96 HANHUH UNIFORH LOAD: TOP CHQRD= 232 36LH232/123 350 RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA JFL CONSOLIDATE LEFT & RIGHT - HER TC TEN TC COM 8C TEN BC COH HEB TEN UEB CGH 1 6.225 -9.35? 0 -0 6.978 0 0 0 -4.515 0 5.218 0 0 0 -4,213 0 3.218 0 0 0 -2,218 0 L6S4 0 0 0 -4.638 0 0 -539 0 0 -1.196 MAX1HUH UNIFORH LOAD; TOP CHORD= 232 2 3 4 5 6 7 3 9 10 6,225 6.225 6.225 6.225 6,225 6.225 0 0 0 -9.672 -13.326 -13.326 -16.945 -16,945 -18.409 0 0 0 5.979 5.979 12,240 12.240 15.629 15.629 0 0 0 Internatioal Structural Products - El Paso flEHBER SIZES: 36LH232/128 J50 96-0008-2 CARLSBAD CORPORATE (AREA B)CARLSBAD CA JFL 3-25-96 Fy 8ENDIN6 LOAD OUTSIDE DEPTH = EC * 1C AREA = 0.3260 v(x) TC = 21 AREA = 0.5520 Rx v = 0.5530 51 ACTUAL EFF DEPTH = CORRECTED LOAD TC= L/Rx = 43.269 USING L/Rz = 45.454 USING Fa = 22.801.7 USING HID PANEL «Q«ENT = MID PftNEL fb fa/Fa HAX LOAD (FILLERS)" FILLER PANELS REQD = 50.000,000 232,000 36.000 = 0.4170 = 0.6240 = 0.3869 35.030 18.335.550 L = 36.00 L = 13,00 L/R= 45.45 1.044,000 1,348. 906 0.728 23.382,34 12 Fb ASSUHED FORCE = ASSURED EFF DEPTH= Rvy = 1,0289 R: Rz = 0.3960 Rvy Ss = 0.1478 Qs GAP BETWEEN CHOR3= BC L/Ryy* 29.428 USING WITH FILLERS K= F'e= 79.761.40 PftNEL POINT NOH = PANEL POINT fb = BENDING RATIO = HAX LOAD NO FILLER= HIN HELD LEH 2X = 30,000,000 18,409,651 34.389 = 0.2970 = 1.2233 = 0.8979 1,000 15.566.249 L = 36.00 G.75 Cffl= 0.91671 2.088.000 7.059.196 0.057 20,654.46 0.437 TOP CHORD ip= 0,76635 USING TC= 21 = 2 X 2 X .143 pD= 23.667.48436 BC STRESS = 23,874.61602 US1N6 BC= 1C = 1 1/2 X 1 1/2 X .113 CHORD NT = 233.916 CHORD HT/FT ,.= 6.059 . END PANEL CHECK H= 232 END PANEL CHECK = LEFT END LENGTH = 19,56 AXIAL LOAD . = 9,318.21 AXIAL STRESS fa = S.893.31 Fa = 22.304.55 F'e = 151,939,32 fb PANEL PT = 3.786.02 fb MID-PANEL = 580.93 C» = 0.932 fa/Fa = 0,398 — PANEL PT= 12.679.3 HID PANEL* 0,4212 NO FILLERS L/R= 49.40 BOTTOM CHORD L/Rz= 242.424 TC OAL/Ryv mtmmmusBC FILLERS 375,313 MAX BRIDGING CHECK TC= 17.33' BC= 20.57' NOHENT OF 1NERTIA= 503.5 LL 360= 335.9 LL 240= 503.8 TC TENSION STRESS = 5.615.89 WEB DESIGN: 36LH232/128 J50 RON ON 3-25-96 96-0008-2 CARLSBAD CORPORfiTE (AREA B) CARLSBAD CA JFL TC= 21 = 2 X 2 X .143 BO 1C = 1 1/2 X 1 1/2 X .113 NUMBER 1 W2 2 W3 3 W4 4 W5 5 Hi 6 H7 7 H8 8 SE 9 VI 10 V2 SZ RH 10 IE IK 15 IE 15 10 15 10 STY ACTUAL T 1 2 B 1 1 1 1 1 2 B 1 1 6.978 0 5,218 0 3.218 0 1,684 0 0 0 ALLOW T 18.220 14,180 10,877 15,968 7.908 10.377 7,908 S 14,180 7.908 7.090 — KCP U ACiyftL C 0 4,515 0 4,213 0 2.213 0 TANDARD 4.688 630 1.287 eaion ALLOW C 1.651 7,580 3.355 4,826 1.698 3,355 1,698 VERTICALS 8,107 2.770 1,980 WELD 2.0 2,5 2.9 2,0 2,0 2.0 2,0 2.6 2.0 2.0 M ANGLE HAHE .113 7/8" ROD ,125 1 .125 1 ,187 1 .10? 1 .125 1 .109 1 .125 1 .021 1 .043 1 X 1 X 1/2 X 1/2 X 1/4 X 1/2 X 1/4 I X 1 X 1/4 X X 1 X ,125 1 1/2 X 1 1/2 X 1 1/4 X 1 1/2 X 1 1/4 X .125 1 1/4 X .125 .125 ,187 .109 .125 .109 .109 27-Mar-96 JOB NUMBER: JOB NAME: LOCATION: 96-0008-B CARLSBAD CORPORATE JOIST NAME: 36LH232/128 MARK: J50 "AXIAL LOAD AND BENDING". END PANEL ;M ONE ANGLE Leg = Thickness = Fy- Gap = K = Length = Gravity Axial Load = Lateral axial load - W = Bearing Depth = Reduc. » >i point <• 0.6 Fy = { fa + fb ) / 0.9= 2.000 in. 0.143 in. 50.000 ksi 1.000 in 1.000 19.560 in 9,818.21 Ibs. 8,300.00 Ibs. 232.00 Ibs./ ft. 3.00 in. 1.00 No filler 30,000.00 psi 12,802.45 OK A = lx = rx* Iz- rz = ys Q. Eccentricity = Moment Pp = Moment Mp * fa» Panel P. fb * Mid Panel fb = Fb* Kl/rz* Cc* Fa* F'e* Cm" 0.552 0.214 0.624 0.087 0.396 0.553 0.898 1.50 13,374.60 12,970.09 4,450.68 7,071.52 6,857.64 30,000.00 49135 112.92 22,310.94 61,315.20 0.98 inA2 inM in . inA4 [ in \ in in Ibs-in. Ibs-in. psi ps! psi psi psi ps) .S PROPERTIES: / At = / ltx» f rtx = Panel P. Stx - Mid Panel Stx =I ^ See «*• Kl/rx = Cc = Fa = F'e = Cm = With filler Panel point <= 0.6 Fy = ( fa + fb } / 0.9= 2.206 inA2 2.837 inA4 1.134 in 1 .891 inA3 1.891 inA3 ^-- C«T O 'i^lC 17.25 112.92 25,745.79 psi 501,957.88 psi 1.00 30,000.00 psi 12,802.45 OK Mid panel o 1.00 (fa/Fa + Cm*fb/((1-fa/Fe)*Q*Fb)) /.09= 0.52 OK Mid panel <= (fa/Fa + Cm'fb/ttl-fa/F'eJ'Q'Fb) J /.09« 1.00 0.46 OK ISP INC March 27, 1996 Shape; -1 L U 2.000 JH 2.000 JT 0.143 X O.QOO |Y 3.000 J« 180.00 IA 0.552 ttar -0.553 Xbar -0.553 llx 0.214 -hy 0.214 Rx 0,624 iRy 0.624 JRz 0.396 JO 225,00 Shape: L U 2.000 H 2.000 T 0,143 X 1,000 Y 3.000 « 270.00 A 0.552 Ybar -0.553 Xbar 0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0,624 Rz 0.396 0 315,00 Shape; L U 2.000 H 2.000 T 0.143 X -0.143 Y 0.000 a 90.000 A 0.552 Ybar 0.553 Xbar -0,553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396e 135,00 Shape! L U 2.000 H 2.000 T 0.143 X 1.143 Y 0.000 a 0.000 A 0.552 Ybar 0.553 Xbar 0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 0 45.000 - - -I 1 I11111 11 111 11 11 1 11 1 11 1111 111111 1 », ' t n A '2*206 Wgt 7,501 Ybar 1,500 Xbar 0,500 Ix 3.837 ly 3?659 lu 3.659 Iz 2.837 Ixy tf.DOO Rx 1.134 Ry 1.288 Rz 1.134 0 0.000 STRESS ANALYSIS; 36LH232/12S 351 !.•' \ / HEXAH. INC 96-0008-2 CARLSBAD CORPORATE (AREA Bi ^_"CARLSBAD CA i BASE LENGTH WRUNG LENGTH DEPTH EFF DEPTH 26- 8 26- 4 36 35.03 3-25-96 EC PANLS LE= 3- 4 TC PANELS LE= i-10 FIRST HALF LE= 1- 0 FIRST DIAG LE= 4- 4 DEPTHS LE= 36.000 MULTIPLE LDADINGi 4 BC PANELS AT 6- 0 END STRUT TILTED SPECIAL 1ST CQHF CENTERLINE= 36.000 RE= 3- 4 RE= 1-10 RE= 1- 0 RE= 4- 4 RE= 36.000 FT LOAD OF 500 LBS AT PANEL FT 13.33'LE 13.33'RE EXTRA SHEAR ADDED TQ EACH WEB= 250 — UNIFORM TC LOAD= 232 UNIFQRH BC LQAD= 0 REACTIONS Rl= +3.304.67 R2= +3.304.67 HIN SHR=326.17 TL= 6.609.33 amcsa HPim-iaia NO 1 HEM TC F H2 -3.375 BC F 0 SHEAR 3.111 10 F 4.959 CSC 1.475 KE3 L 51.63 PP 0- DISTANCE 2 TILTED END STRUT 2 3 4 5 6 7 8 9 VIS -3.126 H3 -3,126 W4 -6,072 W5 -6.072 W6 -8.016 K6 -3,016 «5 -6,072 W4 -6.072 W3 -3.126 4 4 7 7 7 7 4 4 0 .027 ,027 .401 .401 .401 .401 ,027 ,027 2. 1. i. - -1, -1- -2. 433 628 990 294 598 598 294 990 628 -543 -3.042 3.211 -2.213 1,215 1.215 -2.213 3.211 -3.042 1. -1. 1. -1. 1. -i. 1. -1. 1. 124 057 433 433 433 433 433 433 057 39.38 37.02 50.23 50.23 50,23 50.23 50.23 50.23 37,02 1- 7_ 4- 7- 10- 13- 16- 19- i'l~ 10 4 4* 4 4 4 4 4 TILTED END STRUT 10 11 12 13 MAX m VIS -3,375 W2 -3.375 SE SO END VI END PNL V2 INTERIOR TC COHPRESSION= 4 -8 .027 0 CT3) .016. INT TC PANEL LENGTH = -3. 483 111 -543 4.959 -1. -1. 124 475 39,38 51,68 24-10 23-4 D VERTICALS — - 3, 1, 51 36,00 304 4S3 196 -3.304 -543 -1.196 i. 1. •1. m BC TENSION* MAX INT BC PANEL 000 124 000 7. 35.03 39.33 35.03 401.96 LENGTH =72.00 STRESS ANALYSIS: 36LH232/128 J5J I 96-0008-2 CARLSBAD CORPORATE (AREA B! • BASE LENGTH 26- 8 WORKING LENGTH 26- 4 DEPTH 36 •' / MEXAM. INC RUN ON 3-25-96 „. CARLSBAD CA JFL EFF DEPTH 35.03 BC PANLS LE= 3- 4 TC PANELS LE= MO FIRST HALF LE= 1- 0 FIRST DIAG LE= 4- 4 DEPTHS LE= 36.000 MULTIPLE LOADING: 4 BC PANELS AT 6- 0 END STRUT TILTED SPECIAL 1ST COUP CENTERLINE= 36.000 RE= 3- 4 RE= MO R£= 1- 0 RE= 4- 4 RE= 36.000 PT LOAD OF 500 LBS AT PANEL PT 6 13.33'LE 13.33'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TD SUMMARY - HOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD : 8300 EXTRA SHEAR ADDED TO EACH WEB= 250 UNIFORM TC LOAD= 232 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 257. REA NO 1 ;TIONS Rl= +2.478.5 HEM TC F m -2.531 0 R2= +2.479, - STRESS ANALYSI BC F 0 SHEAR 2,333 50 MiN i 3 — WEB F 3.811 SHR= CSC 1.T/ J 619,63 8EB L 51.68 TL= PP 0- 4.957 DISTANCE L TILTED END STRUT 2 3 4 5 6 7 8 9 VIS -2,345 W3 -2.345 H4 -4,554 W5 -4,554 W6 -6,012 W6 -6.012 W5 -4,554 H4 -4.554 W3 -2,345 •7 3 5 5 5 5 3 o 0 ,020 .020 ,551 .551 .551 .551 .020 .020 362 1.971 1.492 970 448 -448 -970 -1.492 -1,971 -407 -2.347 2.498 -1.750 1.001 1,001 -1.750 2.49S -2,347 1. -i. 1, -1. 1. -1. 1, -1. 1. 124 057 433 433 433 433 433 433 057 39. 37. 50. SO- SO. 50. 50. 50. 37. 38 02 17 2 o 1i. ij 23 02 1-10 V 4- 7- 10- 13- 16- 19- 22- 4 4 4 4 4 4 4 4 TILTED END STRUT 10 11 12 13 MAX MAX VIS -2,531 H2 -2.531 S£ SQ END VI END PNL V2 INTERIOR TC COMPRESSION^ 3 -12 .020 -0 c ,237 INT TC PANEL LENGTH = 362 1 ~!ffi, jjii TD VERTICALS 2.478 362 897 .38 MAX 36.00 MAX -407 3,311 -2,478 -407 -397 -1 -i. 1, 1. 1. BC TENSION INT BC PANEL 124 475 000 124 000 E 39. 51. TE •JJ. 39. 35. 551. 38 63 03 33 03 47 LENGTH = 24-10 23- 72 4 .00 36LH232/128 J51 96-0008-2 CARLSBAD CGF hlHt TTDI HEH 1 2 3 4 5 6 7 8 9 10 11 12 13 TC TEN 6.225 6.225 6.225 6,225 6.225 6.225 6,225 6,225 6.225 6.225 0 0 0 i IUL 1 1 r L 1C COS -8.756 -6,570 -10.779 -10.779 -12.237 -12.237 -10,779 -10.779 -8.570 -8.756 0 0 0 x_^- (PQRATE (AREA El .E ANALYSIS SUHHARY - BC TEN 0 4.027 4,027 7.401 7.401 7.401 7.401 4.027 4,027 0 0 0 0 BC CQ!1 0 0 0 0 0 0 0 0 0 -0 0 0 0 CARLSBAD CA JFL m TEN 4.959 0 3.211 0 1.215 1.215 0 7 11 ( 0 4.959 0 0 0 WEB COR 0 -3.042 V -2.213 0 0 -2.213 0 -3.042 0 -3.304 -543 -1.196 3-25-96 UNIFORM LOAD; TOP CHGRD= 232 36LH232/123 J5i 96-0008-2 CARLSBAD CORPORATE (AREA 3) CONSOLIDATE LEFT MEH ii 3 4 5 6 7 S TC TEN 6.225 6,225 6.225 6.225 6.225 0 0 0 TC CQH -B.756 -8,570 -10,779 -10,779 -12. 237 0o 0 BC TEN 0 4.027 4.027 7.401 7.401 0 0 0 & RIGHT - BC COH -0 0 0 0 o 0 0 0 CARLSBAD CA JFL WEB TEN 4.959 0 T "t <J , i i i 0 1.215 0 0 : 0 iO COH 0 -3,042 0 -2,213 0 -3,304 - 543 -1.196 ROri ON 3-25-?6 HAXIHUH UNIFORM LOAD; TOP CHORD= Iriternatioal Structural Products - E! Paso . KEHBEK SIZES! 36LH232/12S J51 JFL FY = 50,000.000 Fb = 30,000,000 — BENDING LOAD = 232,000 ASSUHED FORCE = 12.237.389 OUTSIDE DEPTH = 36,000 ASSUMED EFF DEPTH= 35,030 BC = 1C _ AREA = 0,3260 y(x) = 0.4170 Rvv = 1,023? Rz = 0,2970 TC = 20 AREA = 0.4840 Rx = 0.6260 Rz = 0.39BO RYY = 1.2192 Y = 0,5460 SI = 0.347? Ss = 0.1306 Q=- = O.S342 "~ ACTUAL EFF DEPTH = 35,037 SAP BETHEEft CHDRD= 1.000 CORRECTED LOAD TC= 12,234.944 EC = 7.400.431 L/Rx = 43.130 USING L =36.00 L/Rvv= 29.525 USING I =36.00 — L/Rz = 45.226 USIHB L = IS, 00 WITH FILLERS K= 0.75 Fa = 21,396,7 USIH6 L/R= 45.22 F'e= BO. 273. 51 Ci= 0,93701 MIO PANEL MGHENT = 1,044.000 PANEL POINT HQfl = 2.036,000 „ MID PANEL fb = 1,500,063 PANEL POINT fb = 7,939,347 fa/Fa = 0.590 BEND1N6 RATIO = 0.066 m LOAD (FILLERB)= 19.429,50 HAX LOAD NO FILLER= 16.933,92 FILLER PANELS REOD = 3 fllN HELD LEN 2X = 0.437 TOP CHORD SD= 0.65737 USINB TC= 20 = 2 I 2 3t ,125 po= 20. 62S. 75283 — BC STRESS = 11,350,43158 USING BC- 1C = 1 1/2 !( 1 1/2 X ,113 CHORD HT = 149,120 CHORD HT/FT = 5.590 "~ END PANEL CHEC^ «= 232 END PANEL CHEC^ = LEFT END LENGTH = 20,00 AXIAL LOAD = 8,754,59 AXIAL STRESS fa - 9,044.00 "~ Fa = 20.B37.71 F'e = 146.293.43 fb PANEL PT = 4,346,94 fb HID-PAHEL = 692.67 Cm = 0.931 fa/Fa = 0,434 — PANEL PT= 13,390.9 HID PANEL= 0,4629 NO FILLERS L/R= 50,25 BOTTOM CHORD L/Rz= 242,424 TC QAL/Rn' - 259.166 "" t«»»t»»t»«BC FILLERS REQD MAX BRIDGING CHECK TC= 17.27' BC= 20.57' — HQHENT OF INERTIA= 47S.7 LL 360= 979,5 LL 240=1,469.2 TC TENSION STRESS = 6,429.50 WEB DESIBN: 36LH232/12B 351 RON ON 3-25-96 96-0008-2 CARLSBAD CORPORATE ifiREA B) CARLSBAD CA JFL TC= 20 = 2 I 2 I ,125 BC= 1C = 1 1/2 X i 1/2 X .113 , WEB DESIGN NUHBER SI QTY ACTUAL T ALLOW T ACTUAL C ALLOK C HELD THK ANBLE NAHE 1 »12 RH 1 4.959 18.220 0 1.624 2.0 .113 7/8" ROD 2 W3 IK i 0 15.963 3,042 3.456 2.0 .187 1 1/2 X I 1/2 X .187 3 W4 15 1 3,211 7.908 0 1.692 2.0 .109 1 1/4 I 1 1/4 X ,109 4 H5 IE 1 0 10,577 2,213 3,342 2,0 ,125 11/2X1 1/2 X ,125 5 Hi 15 i 1,215 7.903 0 1,692 2.0 .109 11/4X1 1/4 X .109 ^T AM!"* r"l£*i^ *'^tiT T P -"* f ^DlftllLiHhU VLhliLHUD 6 3£ 10 2 B 0 14.180 3,304 S.070 2.0 ,111 i X 1 X .125 7 v'i 15 1 0 7,90S 604 2,752 2.0 ,020 11/4X1 1/4 X ,109 S V2 10 1 0 7.090 i.257 1,964 2.0 ,042 1 X 1 X ,125 27-Mar-96 JOB NUMBER: 96-0008-B JOB NAME: CARLSBAD CORPORATE LOCATION: JOIST NAME: 36LH232/128 MARK : J51 "AXIAL LOAD AND BENDING". END PANEL ;i ONE ANGLE Leg* Thickness » Fy = Gap = K = Length = Gravity Axial Load = Lateral axial load => W = Bearing Depth = Reduc. = al point <» 0.6 Fy » (fa + fb)/0.9* 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 20.000 in 8,754.59 Ibs. 8,300.00 , Ibs. 232.00 Ibs./ ft. 3.00 in. 1.00 No filler 30,000.00 psi 13,885.68 OK A = lx = nt = lz« rz = V = Q = Eccentricity = Moment Pp » Moment Mp = fa = Panel P. fb » Mid Panel fb = Fb = Kl/rz = Cc = Fas F'e- Cm = 0.484 0.190 0.626 0.077 0.398 0.546 0.834 1.50 13,416.67 12,993.75 4,517.33 7,979.78 7,728.24 30,000.00 50.31 117.14 20,831.12 59,000.78 0.98 /'""^ PROPERTIES: 1^2 / At = inA4 / Itx • in / rtx = 1^4 [ Panel P. Stx » in V Mid Panel Stx = in ^ in Ibs-in. Ibs-in. psi psi psi psi Kl/rx = Cc* psi Fa = psi F'e = Cm = With filler Panel point o 0.6 Fy & ( fa + fb ) / 0.9= 1.938 2.522 1.141 1.681 1.681 _ — 0£XT p 17.53 117.14 23,947.63 485,827.92 1.00 30,000.00 13,885.68 inA2 InA4 in ir^S inA3 . Pi& psi psi psi OK Mid panel <= 1.00 (fa/Fa + Cm'fb/((1*fa/Fle)*Q«Fb)) /.09= 0.60 OK Mid panel <= (fa/Fa + Cm'fb/((1-fa/F'e)*Q*Fb)) /.0*= 1.00 0.55 OK ISP INC March 27, 1996 Shape: L U 2.000 H 2.000 T 0.125 X 0.000 V 3,000 a 180.00 A 0.484 Ybar -0.546 Xbar -0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 6 225.00 Shape: L U 2.000 H 2.000 T 0.125 X 1.000 Y 3.000 a 270.00 A 0.484 Ybar -0.546 Xbar 0.546 Ix 0.1% ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 0 315.00 Shape: L U 2.000 H 2.000 T 0.125 X -0.125 Y 0,000 K 90.000 A 0.484 Ybar 0.546 Xbar -0.546 Ix 0.190 ly 0,190 Rx 0.626 Ry 0.626 Rz 0.398 0 135.00 Shape; L U 2.000 H 2.000 T 0.125 X 1.125 Y 0.000 « 0.000 A 0.484 Ybar 0.546 Xbar 0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 ft 45.000 | d • - LI 1 I1 I 1 1 | I I 11 1 1 1 1 !ii1 1i 1i 1i 1iiii 1i 1 i ^ - - .... 1 n A 1.938 Mgt 6.5% Ybar 1.500 Xbar 0.9)0 Ix 2.522 ly 3.150 lu 3.150 Iz 2.522 Ixy 0.000 Rx 1.141 Ry 1.275 Rz 1.141 0 0.000 -STRESS ANALYSIS; 36LH2327126 -J52 21 21A1,! 76-0003-2 CARLSBAD CORPORATE (AREA B) BASE -LtNSTH " 58- 0 3-25-96 •BC PAHLS LE= 4- 0 fC PANELS LE= 2- 6 FIRST HALF LE= 1- 0 FIRST DIAS Lt= 5- 0 9 BC PANELS AT 6- ( END STRUT TILTED SPECIAL 1ST JfEFTHS LE= 3i,000 3 36,000 JT LOAD OF 500 L3S AT PANEL FT 11 29.00: EXTRA SHEAR ADDED TO EACH IO= 250 JJNIFGRH TC LQAD= 232 UNIFORM EC LOAD= 0 FACTIONS Rl= H, 939. 33 R2= +6,939,33 KIN SH8= NO HEH TC F " \ W- B HTA1 m -{J.DOU TILTED END STRUT VIS -3.53V -2 K3 -3,539 3 W4 -16,317 4 W5 -16.317 _ 5 N6 -25,490 6 H7 -25.490 7 U8 -31.779 3 K9 -31.779 -9 H1Q -35,132 10 «li -35.182 11 Hli -35.132 -12 «10 -35.132 13 K9 -31.779 14 yS -31.77? _15 H7 -25.490 16 t(6 -25,490 17 M5 -16,317 18 $4 -16,317 -19 H3 -3,539 TILTED END STRUT VIS -3.B30 .20 »J2 -3,330 21 SE SQ END 22 Vi END P«L "23 V2 INTERIOR MX TC CDHFRESSION SlrtCBS HHHLJ313 BC F SHEAR tSEB F ' iO 10 ii 21 23 23 33 33 35 35 •77 33 28 2B 21 21 iO iO 10 -35 0 0 ,649 .649 ,265 ,265 ,995 ,995 .841 ,341 ,301 ,801 .341 .341 .9? 5 ,995 ,265 ,265 .649 ,649 ,649 -0 QTD 1 ,132. 6, 6. EJ , .1 4. 3. 2. 1. 1, 663 560 107 469 773 077 381 685 989 293 597 -59S -1. -i. ~i. -3 -4, -4, -5, -6. -6. n 'JFCT\i vchi 6. 11 294 990 adc 332 076 774 470 103 560 668 Til ™ 93¥ 560 696 HAX !i,430 -631 -6 . i 2b 8,237 -7.235 6 , 232 -5,230 4.223 -3,225 2,498 ' -2.493 -2,493 2.49E -3.225 4,22o -5,230 6,232 -7.235 3.237 -6.726 -631 11.430 -6.939 -631 -A5A EC TEfiBIf i H -1 1 _ j 1 -1 H -1 i '-1 1 ~i 1 -1 i ~1 i -1 i -i -1 .1 1 1 JN= IE CSC .659 ,126 .057 .440 ,440 .440 .440 .440 ,440 ,440 .440 .440 .440 .440 ,440 ,440 ,440 ,440 ,440 ,057 ,126 ,659 ,000 ,126 ,000 -7C 29.00 'R£ iSvJ !t.= y?EB I 57 39 36 50 50 50 E f- 50 50 50 50 50 50 50 E_ ,'i 50 50 50 50 36 7T: CT 34 *v5 34 301 .64 1 "fi li .75 ,02 ,02 ,02 .02 .02 .02 ,02 .02 ,02 ,",^ ;'1*1 > U2 , yi .02 .02 ,02 -re t 1 ,64 .74 , ii .74 ,30 13.S7B.67 PF DISTANCE 0- 2- 4- 5- 8- 11~ 14- 17- 20- 23- 26- •-' n _ ji" 35- TT«- 41- 44- 47- 50- ET_ 55- 54- 2 6 0 0 Co o 0 0 0o 0 0 0 i'i 0 y 0 0 0 6 0 FIAX INT TC PANEL LENGTH =J6.00 MAX INT BC PANEL LENSTH = 72.00 •STRESS ANALYSIS: 36LH232/12B J52 21 21AI,r °. / HEXAM, INC RUK ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA B'i •.. CARLSBAD CA JFL .BASE LENGTH WORKING LENGTH BERTH EFF DEPTH 58- 0 57- S 36 34.74 "EC PANLS LE= 4- 0 9 BC PANELS AT 6- 0 RE= 4- 0 1C PANELS LE= 2- 6 END STRUT TILTED RE= 2- 6 FIRST HALF LE= 1- 0 SPECIAL 1ST COUP RE= I- 0 -FIRST DIAG LE= 5- 0 RE= 5- 0 DEPTHS LE= 36.000 CENTERLINE= 36.000 'MULTIPLE LQABINS: ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUHHARY - NOT STRESS ANALYSIS -ADDITIONAL TO? CHORD LOAD ; S300 EKTRA SHEAR ADDED TO EACH WEB= 250 UNIFORM TC LOAD= 232 UNIFORM EC LOAD= 0 ALL LOADS SHOWN REDUCED BY 25£ 'REACTIONS RI= +5,017.00 22= +5.017,00 MI« SHR= 1.254.25 TL= 10,034,00 NO MEM TC r 1 W2 TILTED VIS 2 &!3 3 W4 4 85 5 M6 6 W7 7 US 3 H9 9 WiO 10 Nil 11 HIi 12 H10 13 W 14 W8 15 #7 16 H6 17 W5 13 H4 19 W3 TILTED VIS 20 H2 21 5E 2-1 !!t£ Vi r-,f 111i«J Vi -6,374 END STR'JT -6.156 -6.156 -11,731 -11.731 -18,222 -13.222 -22,549 "•fi-i E .« n"li. j'tT -24,713 -24,713 -24.713 -24.713 -22,549 -22,549 -18.222 -13.222 -11.731 -11.731 -6.156 END STRUT -6.374 -6.374 SQ END END PNL INTERIOR air.i BC F 7~> 15 15 20 2017 iw' 24 24 23 20 20 15 15 1 1 7 o 0 .674 .674 .247 ,247 .656 .656 ,902 /902 .933 ,983 i 7'1'ji ,902 .656 ,656 ,247 ,247 .674 .674 .674 0 r-T'3 . 1 130 HHHLI31' SHEAR 4 4 t 1 A- 2 i 1 -i -1 -2 -2 -3 -3 -4 -4 .314 420 •?r-7 .915 .393 ,371 .349 .327 .305 7S3 261 -261 -733 .305 .327 ,349 .871 .w'7-j .915 .393 420 .814 WEB F S.402 -473 -4.512 5,997 -5,246 4.494 -3.742 2.991 -2,239 1 , 306 -1.306 -1.306 1 . 306 -2.239 2.971 -3.742 4. '94 -5.246 5.997 -4.912 -473 S.402 i 1 -1 J. -1 i -1 i ~i I -1 1 - i 1 "I 1 -1 1 -1 1 ~i -1 CSC .659 » it .057 .440 .440 .440 ,440 ,440 .440 ,440 .440 ,440 ,440 .440 .440 .440 .440 .440 .440 .057 ' "•' .659 KEBL 57.64 39.12 36.75 50,02 50,02 50,02 50,02 50.02 50.02 50.02 50.02 50.02 C" .•"•. .'' ". 50.02 50.02 50.02 50.02 50.02 50,02 36.75 39,12 57.64 TrC r.TPT/ik|«rrl" tis!«HLC 0- 2- 4- 5- 8- ll" 14- 17- 20- 23- 26- 29- ^'"— 35- 33- 41- 44- 47- 50- 53- 55- 54- i 6 0 0 0 0 A o 0 V 0 f' {', •J 0 0 ft o o 0 6 0 ) VERTICALS - — E .017 420 522 -5.017 -473 cnoJii 1 1 i .000 .126 ,000 o't. r't 39.12 34.74 HAX TC COMPRESSION -30.933,44 HAX BC TENSION 24.933.9 HAX INT TC PANEL LENGTH = 36.00 HA!( INT BC PANEL LENGTH = 52 21 21A nL^ ON 3-25-96 .96-0003-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA JFL HEK ' i i •? • 4 5 6 7 8 9 10 '11 12 13 • 14 15 16 17 IS 19 20 •21 22 23 i C TEN 6.225 6.225 6.225 L T? £ f TfE 6 ."225 6,225 6,225 6.225 6.225 6.225 6.225 6,225 * *%J'JE 6,225 6,225 6.225 6,225 6.225 6.225 0 0 0 \-lULll TC con -12,599 11 7 3 t- i t . lid i -17.956 -17.956 -25.490 -25.490 -31.779 -31.779 -35.132 7 c ' r.iJJ.iOi -35,182 -35.182 -31.779 -31.779 -25.490 -25.490 -17,956 -17.956 -12.3B1 -12.599 0 V 0 fi.Z MHHLlDi BC TEN 0 10.649 10.649 *"i * -~r ! CXI i L O J 21.265 28,995 28.995 33.841 33,841 35.801 35,801 33.841 33,B41 28,995 ^r- nnc 21,265 21.265 10.649 ld.649 0 0 0 0 3 aurinMni BC CQH 0 0 o o 0 0 0 0 0 0 o Q o (l i'i 0 y u £, -y o 0 o vi£E TEN 11.4SO 0 3.237 0 6.232 0 4.228 • 0 2,498 0 0 2.498 y 4. 225 . 0 6,232 (i S.23/ G 11,430 0 u i.i vlEB COM 0 -Q.?2c o -7.235 0 -5,230 0 -3,225 ij -2.493 -2.49S y -3 . 22 5 V -5,230 0 -7,2^5 0 -6.726 fi -6,939 -631 -696 HAKIHUR UNIFGRil LOAD: TGP CHDUr.i;- i-ji 36L'H232/12S 352 21 2iA pnriG.*!Pi.«Tr i.iDff. ?•: rrtni f ft fir. r cL-Ur,l-LT,Hl t iwHcfi c.( LHP.LODMU In KEHi 2 3 4 5 6 7 3 9 10 11 12 13 1C TEN o,225 6.225 6,225 6.225 i,225 6,225 6,225 6.225 6 T-, C,i^D ' i«td.iiJ 0 0 0 LUtlOUL 1C COfl -12,599 -12.331 ) "! .-• E 'i t ,7 jb -17.956 -25.490 -25.490 -31,779 -31.77? -35.182 -35.182 A 0 (1 limit LET F SC TEN 0 10,649 10,649 21,265 21.265 28.995 28,995 33.841 33,841 35.801 0 0 0 « f\iani • BC COH -y 0 0 u oo s A 0 V f. 0 r'j urn rrtineb icfi ( t *n.'iII.4DV 0 S.237 ii 6,232 0 4 . 228 0 n !-5G£.,*1fi fj 0 0o «EB COM o -6, /2c 0 ~r -TTC/ . ijJ y r IT, A-J.iO^/ 0 -3.225 0 -2.498 -6.939 -631 -696 HAXIHUH UNIFORM LOAD; TOP CHORD= 231 Internatical Structural Products - El Paso . •MEMBER SIZES: 36LH232/128 J52 21 21S RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA Bi CARLSBAD CA UFL Fv = 50.000.000 Fb = 30.000.000 SENDING LOAD = 232,000 ASSUMED FORCE = 35,132.114 OUTSIDE DEPTH = 36,000 ASSUMED EFF DEPTH= 34.740a A _ f>f JJ'K - it1 •AREA= 0,6250 vix) = 0.5600 P.yy = 1.2284 Si = 0.3950 TP _ 11!U - iO AREA = 0.7780 Rx = 0.6150 R: = 0.3930 Rvv = 1.2383 ,v = 0,5750 SI = 0.5113 Ss = 0,2063 3s = 1.0000 ACTUAL EFF DEPTH = 34.365 SAP SEMEN CHQRD= 1,000 CORRECTED LOAD TC= 35.055.977 BC = 35.673.445 URx = 43,902 USING L = 36.00 L/Rvy= 29,070 'JSIHB L = 36.00 L/Rz = 45.301 USING L = IS.00 WITH FILLERS K= 0.75 Fa = 24,991.5 USING L/R= 45.30 F'e= 77.477,13 C«= 0.38368 KID PANEL nOHENT - 1,044.000 PANEL POINT JIQrl = 2,088,000 HID PANEL fb = 1.020.91B PANEL PDIMT fb = 5.060.204 fa/Fa = 0.901 BEGINS RATIO = 0,042 HAX LOAD iFILLERSi= 37.592.55 HAX LOAD NO FILLER= 31,917.19 FILLER PANELS REGD = IS HIN HELD tEM 2X = 0,437 TOP CHORD 00= 0,94389 USING TC= 26 = 2 X 2 X .205 DD= 27.539.75280 BC STRESS = 28.53S.75615 USING BC= 23 = 2 X 2 X ,163 CHORD NT = 561,707 CHORD HT/FT = ' ?,6B3 END PANEL CHECK H= 232 END PANEL CHECK = LEFT END LENGTH '- 28.00 AHAL LOAD = 12.554,15 AXIAL STRESS fa = 3.068.22 Fa = 20.705.69 F:e ~ 72,041,92 f L DAiir; rvT - ~> c-ci f-.r\ t\. u?n ^/iii^r! _ < i c-j i itu rfintL rl - .i.diii.vy TO niiJ-rMntL. - i.iJ/.li Csi = 0.966 fa/Fa = 0.389 PANEL PT= 11.920.2 HID PANEL= 0.4316 NO FILLERS L/R= 71,24 BOTTOH CHORD L/Rz= 182,278 TC OAL/Rvv = 558.306 MAX BRIDGING CHECK TC= 17.54' BC= 24.56' HQHENT OF INERTIA= 843.6 LL 360= 164.3 LL 240= 246.5 TC TENSION STRESS = 3.986.29 WEB DESIBN: 36LH232/128 J52 21 21A RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA B'! CARLSSAD CA JFL TC= 26 = 2 X 2 X .205 BC= 23 .= 2 X 2 X .163 MEB DESIGN NUMBER 57 QTY ACTUAL T ALLOW T ACTUAL C ALLOW C HELD 7HK ANGLE NAHE 1 W2 2 N3 3 W4 4 H5 5 H6 6 W7 3 W9 9 H10 10 Hli 11 SE 12 VI 13 V2 RH 1 23 1 1G 1 20 1 18 1 20 1 15 i IE 1 15 1 IE 1 10 2 B 10 i 10 1 11.490 0 8.237 0 6.232 0 4.223 0 2,498 0 0 0: .1 23.797 18,937 6. 11.968 14,665 7, S.999 14.665 5, 7, 90S 10,877 3, 7.908 * !•- C71 *!I'j.lJ// L. - — STANDA 14,180 6, 7.090 7,090 0 726 0 235 0 230 225 0 498 RD 939 806 371 27 3 7 1 7 i 1 3 .228 .560 ,682 ,244 .925 .244 ,705 .369 .705 ,369 2.4 2, 3 *? i i ? 3 3.9 2.9 2.0 2.0 2,0 ,325 ,163 .138 '. IE .110 .125 .109 ,125 .109 ,125 1' fii \ n 1 H i t * 1 ' ROD X 2 1/2 X 2 1/4 X 2 1/2 1/4 1/2 X .163 X 1 1/2 X X ,125 X 1 1/4 X X ,125 I i 1/4 A A 1 1/2 A X 1 1/4 X V t )."!•«A i i/i A .138 .125 .109 .109 .125 VERTICALS 8 1 1 ,145 ,574 ,997 3,8 2.0 Li<J ,125 .027 .029 1 1 1 A 1 A' I X 1 X .125 I ,125 X .125 i 27-Mar-96 JOB NUMBER: 96-oooe-B JOB NAME; CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 36LH232/128 MARK: J52 J21 J21A "AXIAL LOAD AND BENDING". END PANEL A 1 Thickness = Fy. Gap< Length^ Lateral axial load = W = Bearing Depth = Reduc. = ONE ANGLE 2.000 in. 0.205 in. 50.000 ksi 1.000 in 1.000 28.000 in 2,554.15 Ibs. 8,300.00 Ibs. 232.00 Ibs./ ft. 3.00 in. 1.00 A = lx = rx = te- rz = y = Q = Eccentricity = Moment Pp c Moment Mp = fa* Panel P. fb = Mid Panel ft) = Fb = Kl/rz = Cc = Fa = Fe = Cm = 0.778 0.294 0.615 0.120 0.393 0.575 1.000 1.50 14,344.67 13,515.75 4,034.11 5,609.23 5,285.10 30,000.00 71.26 107.00 20,703.36 29,408.17 0.96 s^ PROPERTIES: inA2 / At » inA4 / Ibc = in / rtx* inA4 / Panel P. Stx«= in Mid Panel Stx = in V ^^.^ in Ibs-in. Ibs-in. psi psi psi psi Kl/rx = Cc = psi Fa = psi F'e = Cm = 3.112 3.836 1.110 2.557 2.557 — — • e« P, 25.22 107.00 27,723.65 234,787.03 0.99 inA2 inA4 in inA3 inA3 ^s***^ .« psi psi No filler Panel point <= 0.6 Fy = 30,000.00 psi (fa + fb)/0.9= 10,714.82 OK With filler Panel point <= 0.6 Fy = 30,000X10 psi (fa + fb}/0.9- 10,714.82 OK Mid panel <= 1.00 ( fa/Fa + Cm'fb/((1-fa/F'e)'Q"Fb) ) /.09= 0.43 OK Mid panel <s (fa/Fa + CnTfb/UI-fa/F'e^Q'Fb)) /.09=: 1.00 0.36 OK ISP INC March 27, 1996 JShape; J 2,000 |H 2.000 -H 0.205 < 0.000 |Y 3.000 -U 180.00 jft 0.778 -Star -0.575 •(bar -0.575 llx 0.294 -4y 0.294 Rx 0.615 Ry 0.615 Jflz 0,393 9 225.00 Shape! L V 2.000 H 2.000 T 0.205 X 1.000 Y 3.000 a 270.00 A 0,778 Ybar -0.575 Xbar 0.575 Ix 0.294 ly 0.294 Rx 0.615 Ry 0.615 Rz 0.393 9 315.00 Shape: L U 2.000 H 2,000 T 0.205 X -0.205 Y 0.000 a 90.000 A 0.778 Ybar 0.575 Xbar -0.575 Ix 0.294 ly 0.294 Rx 0.615 Ry 0.615 Rz 0.393 9 135.00 Shape; L U 2.000 H 2.000 T 0.205 X 1.205 Y D.OOO K 0.000 A 0.778 Ybar 0.575 Xbar 0.575 Ix 0.294 ly 0.294 Rx 0.615 Ry 0.615 Rz 0.393 9 45.000 , _ _ i i iii 1 1 Ii 1i 1i IiIiIi tiiiIiiiii .n A 3.112 Hgt 10.580 IJI fl V**4FtYbar 1.500 Xbar 0.500 Ix 3.836 ly 5.528 lu 5.528 Iz 3.836 Ixy 0.000 Rx 1.110 Ry 1.333 Rz 1.110 9 0.000 3-25-96 "96-0008-2 CARLSBAD CORPORATE (AREA Bl CARLSBAD CA JFL BASE LENGTH HQRHHB LENGTH DEPTH"" EFF DEPTH 56- 0 i/4 57- £ 1/4 36 BC PANLS LE= 4- 0 1/8 9 BC PANELS AT 6- 0 RE= 4- 0 1/8 ~~TC PANELS LE= 2- t 1/8 END STRUT TILTED FIRST HALF LE= 1- 0 SPECIAL 1ST CO«F FIRST DIAG LE= 5- 0 1/S DEPTHS LE= 36.000 CENTERLINE= 36.000 RE= 36.000 _8ULTIPLE LOADING: 'FT LOAD OF 500 LBS AT PANEL ?T 11 EXTRA SHEAR ADDED TO EACH «EB= 250 UNIFORM TC LOAD= 232 UNIFORM BC LOAD= REACTIONS Ri= +6,941 NO HEM TC F 1 H2 -3.323 TILTED END STRUT VIS -3.533 2 H3 -B.533 3 «4 -16,284 4 N5 -16,284 5 tf6 -25.424 6 H7 -25,424 7 WB -31.689 8 H? -3i,669 9 «10 -35,080 10 till -35,080 11 Bll -35,080 12 N10 -35.080 13 W9 -31.659 14 «£ -31,689 15 M7 -25.424 16 W6 -25,424 17 W5 -16.264 IS H4 -16.284 19 M3 -8,533 TILTED END STRUT VIS -8.823 20 H2 -3.323 21 SE SO END 22 VI END PNL 23 V2 INTERIOR ,75 rra'w 10. K'. 'M 21. 23, 23. ~\~\ 33. 35. 35, 33, 3! 23. 28. 21. 21. 10, 10, 10. p" = l-fp-r" F V 0 63= 6 3d ?n i. J. w 916 916 744 744 698 696 744 744 716 916 ii 0 213 636 636 636 0 - STD +6,941,7 5 ANALYSIS SHEAF. 6.669 561 6,108 5,470 4,774 4.078 3.382 2.686 1.990 . 1,294 598 -598 -1,294 -1.990 -2,636 -3.382 -4.073 -4.774 -5.470 i i An-o.i'.'d 561 -6.669 VERTICALS 6,?4i 561 696 E ii -6 8 _T 5 _c 4 -3 L _2 _n i "»~-J 4 -5 6 -7 8 -6 11 — -6 HIM 3 EB F .475 -£32 .724 ,LL! 2*' ir- j . 220 ,220 1 1 1,iii ,494 ,494 ,494 .494 T-t O,ai ,220 .220 .221 ^•?'. .222 ,724 -632 .475 - .941 -632 -696 HR- r 1. 1, _ * i , _i ^ B-i. 1. •-1. i. -j , 1, -i. i. ~i ,. i -i. . 1, -1.\t -1. -i , T4. • • i. ' i. ! L sc 653 iiD 057 437 437 437 437 'to/ 43? 437fi~ 437 437 437 .5-7-7 437 437 437 437 057 125 658 000 125 000 "7?C NEB 57, 39. ofc. 50, 50. 50. 50. 50, 50 . 50. 50. 50, 50, 50. 50. 50, 50. 50. 50. 36, 39. 57. j^t • 39, 34, 44 L "(21 i> 87 i • ; t 11 11 1 1ii n 11 11 11 11 11 11 11 11 11 ii 87 r\t1.-J 31 86i? 86 Tu'~ 1 FF DIS v" L 2- 6 4- 0 ci - Ti S- 0 11- 0 14- 0 17- 0 20- 0 23- 0 vi- ft,_ hj V 2?- 0 32- 0 35- 0 38- 0 41- 0 44- 0 47- 0=.i'i- i°t 53- 0 55- 6 54- 0 •i.SbJ TANCE i/s I/t 1/8 1/8 1/3 t /ff 1/S 1/3 1/8 i/S 1/3 1/S 1/8 1/6 1/8 1/8 1/3 1/3 1/3 1/8 1/3 HAX TC COMPRESSION" -35.080.36 MAX BC TENSION* 35.698,32 HAX INT TC PANEL LENGTH = 36.00 HftX INT BC PANEL LENSTH = 72.00 STRESS RNALTSIS; 36^232/128 J55 l.S.F. / BEX AH. INC Mi ON 96-0008-2 CfiRLSSAD CORPORATE (AREA Bl CARLSBAD CA OFL BASE LENGTH WORKING LtNSTH DEPTH EFF DEPTH 59- 0 1/4 57- 3 1/4 36 ' 34,86? BC PAULS LE= 4- 0 1/8 9 BC PANELS AT 6- 0 RE= 4- 0 1/8 TC PANELS LE= 2- 6 1/8 END STRUT TILTED RE= 2- 6 1/8 FIRST HALF LE= 1- 0 SPECIAL 1ET CQHP RE= 1- 0 FIRST DIA6 LE= 5- 0 1/8 RE= 5- 0 i/S DEPTHS LE= 3s.OOO CENTERLINE= 36,000 RE= 36,000 HULTIPLE LOADING; PT LOAD OF 500 IBS AT PANEL PT 11 29.01'LE 29,01'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY - NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD ; 3300 EXTRA SHEAR ADDED TO EACH HEB= 2f>0 UNIFORM TC LOAD= 232 UNIFORM BC LQAD= 0 ALL LOADS SHOWN REDUCES BY 111 REACT 10 NO MEM i H2 TILTED VIS 2 H3 3 H4 4 «5 5 W6 6 1*7 7 )I8 8 fc9 9 W10 10 'rtii 11 Hll 12 W10 13 #9 14 H3 15 tt7 16 W6 17 «5 ' n i > *10 ft-* 19 M3 TILTED VIS 20 K2 21 SE 22 VI 23 V2 NS Ri= +5,206.3 TC F -6.617 END STRUT -6.400 -6,400 -12,213 -12.213 -19.068 -19.068 -23,767 -23,767 -26.310 -26.310 -26.310 -26.310 -23,767 -23,7o7 — l9 , ODD -12,213 -12,213 -6.400 END STRUT •' L * ~*~tl i Qi / -6.617 SG END END FNL INTERIOR 1 R2= +5,206.; - STRESS ANALV3I; SC F -i l t c 15 21 21 25 25 26 26 •TCL J 25 L\ 21 15 15 7 7 7 0 0 .977 .977 .910 .910 ,687 ,687 .308 ,303 .773 .773 ,303 .308 /m.CD.' .687 .910 .710 ,977 .777 ,977 V- -3)11 SHEAR 5.002 421 4.581 4.102 3.530 3.058 2 CT i. JOC t f 1 1 *i.'Jil 1,492 970 443 -443 -970 -1.492 -2,014 -2,536 -3.05B -3,530 -4,102 _i cn< 421 -5.002 VERTICALS 5.206 421 522 SI MIH SHR= WEB F' 3.710 -474 -5.109. 6.256 -5.506 4.755 -4.Q05 3.255 -2,504 1.870 -1.870 -1,870 1.370 -2,504 3.255 -4,005 4,755 -5.506 6.256 -5,109 -474 8.710 -5.206 -474 -522 '. 1 1 . "1 i -i i -t 1 -i l ~i 1 ~i 1 _i i ,'~1 7 1 ~1 1 -1 -i i 1 1 t , CSC ,658 .125 .057 ,437 ,437 .437 .437 ,437 .437 ,437 .437 ,437 ,437 .437 ,437 4V ,437 ,437 .437 .057 .125 .653 .000 ,ii j ,000 301.58 8EB L 57.31 39 , 23 36.87 50,11 50.11 50.11 50.11 50.11 50.11 50,11 50.11 50,11 50.11 50,11 50.11 Eft * J 50.11 50,11 50.11 36,37 39.23 57.31 34.86 3?,23 34 . 36 TL= ?P ! 0- 2- 4- -J*" 8- 11" 14- 17- 20- 23- ?A- 29- '7_ 35- 33- 41- 44- 47- 50- 53- r.c_ C .!Jt" ' ; : .1 ( 1i \l , •) i i )Ii n 6 0 0 0 0 0 l"ty 0o 0 0 ;*, 0 0 f. 0 0 i'l 0 6 y STANCE 1/8 1/8 1/3 1/8 1/8 1/3 1/0 1/3 1/8 1/3 -1 f --f 1/5 1/3 1/8 1/S 1/3 1/3 1/8 l/'B 1/8 1/3 MAX TC COMPRESSION* -32,535.64 HAX BC TENSION 26.773.74 HAK INT TC PANEL LEN6TK = 36.00 HAX INT BC PANEL LENGTH = 72.00 • *^ T HER 1 • *> ? 4 •> i1 6 i .3 9 10 11 lif 13 14 •15 16 17 IB '19 20 21 TC TEN 6,225 6,225 6.225 6.225 6.225 6.225 6,225 6.225 6.225 6.225 6.225 6,225 6,225 6.225 6.225 6.225 6,225 5.225 6,225 6.225 0 TC COH -12,842 -12.625 -18.433 -13.433 -25.424 -25.424 -31,689 -31.689 -35.080 -35,080 -35,080 -35.080 r* i .'On-Ji ,00? -31,68? -25,424 -25.424 -18.438 -18.438 -12,625 -12.842 0 rtc HNhufSiS EC TEN 0 10,636 10,636 21.213 21,213 2S.9U °3 r * A 33.744 33,744 35.69S 35.693 33,744 33,744 28,916 23, ?U 21,213 21,il3 10,636 10,636 0 0 SimHARY - 3C CGfi ,'•; V 0 o 0 0 o o o o (i v"; G 0 0 o 0 0 u 0 0 y£B TEN 11.475 0 3,222 0 6,221 . 0 4,220 0 2.494 0 0 2,494 0 4,220 0 C,i21 o 8.222 y 11,475 0 viEB COH 0 -6,724 ^ -7.221 0 _e T'^fi o -3.21? 0 -2.494 -2,494 0 -3,21? 0 -5,220 '„= -7,221 -6,724 T; -6.941 —HflXIHUil UKIFDRH LOAD; TOP CHQRD= 232 36LH232/I28 355 ' . RUN ON 3-25-76 96-0008-2 CARLSBAD CORPORATE (AREfl B) CARLSBAD CA JFL HER i 2 3 4 5 6 7 8 9 10 11 12 13 1C 6 6 6 D 6 6 6 6 6 6 TEN .225 .225 *;ic ,225 ,225 ,225 ,2^5 .225 iieU.J.J r)f^c\ o 0 0 TC -12 -12 -18 -IS -25 -25 -31 -31 -35 -35 LrurtauL COH .842 .625 .433 ,436 ,424 .424 i .in ,007 .689 ,080 .060 0 0 u liffll BC 10 * f1 21 ill 28 26 33 7.7 35 L LCf 1 TEN 0 ,635 ,636 .213 .213 ,916 .916 ,744 ,744 ' --in,070 o fj 0 !.-. ii J j n j EC COH ,'j 0 0 o 0 0 u n 0 0 0 A o tO TEK 41.475 0 3.222 0 6,221 0 4,220 0 2,494 0 0 0 o NEB COn ^ -6,72*? 0 -7,221 0 -5.220 0 "j.il9 •j -2,494 -6,941 -632 -696 — HAHHIJH UNIFQRH LOAD: TOP CHORD= ro^StS - tl t-'i.=u , i Bis55 ^96-0003-2 CARLSBAD CORPORATE (AREA 3i CARLSBAD CA JFL Fy = 50.000,000 Fb = 30,000,000 BENDING LOAD = 232.000 ASSUHED FORCE = 35.080,861 'OUTSIDE DEPTH = 36.000 ASSUMED EFF SEPTH^ 34.865 BC = 23 AREA = 0,6250 v(x) = 0,5600 Ryy - 1.2234 R: = 0.3950 •TC = 26 AREA = 0.7730 Rx = 0,6150 Rz = 0,3930 Ryy = 1.2333 v = 0,5750 Si = 0.5113 Ss = 0.2063 Q= = 1,0000 .ACTUAL EFF DEPTH = 34,865 SAP BETWEEN CHCRD= 1,000 CORRECTED LOAD TC= 35,030,361 BC = 35.693.328 L/Rx = 43.902 USING L = 36.00 L/Rvy= 29,070 USIN6 L = 36.00 L/Rz = 45.801 USING L = IS.00 WITH FILLERS K= 0,75 'Fa = 24.?91,5 OSINS L/7;= 45,80 F'g= 77.477,13 C®= 0,83360 MID PANEL HOMEHT = 1.044,000 PANEL POINT HQH = 2.088.000 HID PANEL fb - !,020.9iB PANEL POINT fb = 5.060,204 -fa/Fa = 0,902 SENDING RATIO = 0.042 HAX LOAD !F!LLERSi= 37,592.55 HftX LOAD NO FILLER= 31,917,19 FILLER PANELS REGD = IB HIN I^ELD LEN 2X = 0.437 TOP CHORD iTiD= 0.94453 USING TC= 26 = 2 I 2 A .205 po= 27.605,74485 BC STRESS = 28,553,66305 USING BC= 23 = 2 X 2 X .163 CHORD ^T = 561.909 CHORD «T/FT = 9.6B3 END PANEL CHECK H= 232 END PANEL CHECK = LEFT END LENGTH AXIAL LOAD = 12.342.98 AXIAL STRESS fa .Fa - 20,646.12 F'e fb PANEL FT = 3,874,92 fb HI0-PAMEL Ciii = 0.965 fa/Fa = 0,399 PANEL PT= 12,123,7 niu PANEL= 0,4423 NO FILLERS L/K= 71.56 BOTTQH CHORD L/Rz= 182,273 TC OAL-Rvv = 559.008 HAX BRIDGING CHECK TC= 17.541 BC= 24,56' . HOHEN7 OF INERTIA= 343,6 LL 360= 164.1 LL 240= 246.2 TC TENSION STRESS = 4.000,64 'rfEB DESIGN; 36LH232/126 J55 '' v RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE iAREfi 8) CARLSBAO',CA JFL{ J TC='26 = 2 X i \ ,205 BC- *-i -'L Xjf 2 X ,l6o NUHBER 1 W2 2 H3 3 K4 4 W5 5 K6 6 H7 7 US 3 H9 9 H10 10 Uli 11 BE \L Vi 13 V2 SZ RH 23 1G 20 t n10 20 15 IE 15 IE 10 15 10 STY f i 1 1 1 i i 1 i 1 i 2 B 1 1 iCTUAL T 11.475 0 8.222 0 6.221 0 4.220 0 2,4?4 0 0 0 0 ALLOW T 23.797 12.937 11.968 14.665 8.999 14,665 7.908 10.S77 7.908 10,377 14.180 7,903 7.090 ACTUAL C 0 6,724 0 7,221 0 5.220 Q 3,219 0 2,494 STANDARD 6,941 S07 371 ALLOW C 2.214 7,512 3,669 7.231 1.918 7,231 1,699 3,353 1.699 3,353 VERTICALS 5,113' 2.773 1,982 *ELDn i 2,3 4.1 3.9 3.9 2,9 2.7 2.0 2,0 2,0 3,3 2,0 2,0 m .325 .163 .133 ,125 .110 .125 .109 .125 ,109 .125 ,125 . 027 .029 ANGLE r ROD 2 X 2 X 1 1/2 X 2 X 2 X i 1/4 X 2X23 1 1/4 X 1 1/2 X 1 1/4 A i i fi i1 1 / £ ft i X i X 1 1/4 X 1 X 1 X :. NAME .163 1 1/2 X i nc 1 1/4 It f -TE 1 A .Si.4 i 1/4 X 1 1/2 X 1 1/4 I 1 1/2 X .125 1 1/4 X .125 1 T!~. .J.-JG .125 1 fln »iJi J .109 ,125 .109 27-Mar-96 JOB NUMBER: 96-Q008-B JOB NAME: CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 36LH232/128 MARK : J55 "AXIAL LOAD AND BENDING". END PANEL ! 1 Leg = Thickness = Fy- Gap = K = Length = Gravity Axial Load = Lateral axial load = W = Bearing Depth = Reduc. = 2.000 0.205 50.000 1.000 1.000 28.120 12,842.98 8,300.00 232.00 3.00 1.00 in. in. ksi in in Ibs. Ibs. Ibs,, in. J ' No filler Panel point <= 0.6 Fy * 30,000.00 psi (fa + fb)/0.9= 10,825.02 OK ONE ANQLE A = lx = 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 = 0.778 0.294 0.615 0.120 0.393 0.575 1.000 1.50 14,360.94 13,524.90 4,126.92 5,615.59 5,288.67 30,000.00 71.56 107.00 20,646.16 29,157.71 0.96 inA2 inA4 in inA4 in in in Ibs-in. Ibs-in. psi psi psi psi psi psi Kl/rx: Cc< Fa> F'e< Cm: With filler Panel point <= 0.6 Fy = (fa + fb)/0.9 25.33 107.00 27,711.20 psi 232,787.43 psi 0.99 30,000.00 psi 10,825.02 OK Mid panel<= 1.00 ( fa/Fa + Cm*fb/((1.fa/F'e}*Q*Fb) ) A09= 0.44 OK Mid panel <= (fa/Fa + Cm'fb/HI-fa/F'eJ'Q'Fb) ) /.09* 1.00 0.36 OK ISP INC March 27, 1996 1 Shape! -1 L U 2.000 IH 2.000 J-T 0.205 X 0.000 |Y 3,000 J* 180.00 |A 0.778 -W -0.575 Xbar -0.575 ilx 0.294 -Lly 0.294 Rx 0.615 |Ry 0,615 J-Rz 0.393 0 225,00 Shape : L U 2.000 H 2.000 T 0.205 X 1.000 Y 3.000 a 270.00 A 0.778 Ybar -0.575 Xbar 0.575 Ix 0.294 ly 0.294 Rx 0.615 Ry 0.615 Rz 0.393 0 315.00 Shape: L U 2,000 H 2.000 T 0.205 X -0.205 Y 0.000 a 90.000 A 0.778 Ybar 0.575 Xbar -0.575 Ix 0.294 ly 0.294 Rx 0.615 Ry 0.615 Rz 0.393 0 135.00 Shape: L U 2.000 H 2.000 T 0.205 X 1.205 Y 0.000 K 0,000 A 0.778 Ybar 0.575 Xbar 0.575 Ix 0.294 ly 0.294 Rx 0.615 Ry 0.615 Rz 0.393 0 45,000 ~ __r i i 'iIi Ii Ii Ii 1iii ti tiiii 1iiiiiii i -, , , , 0 A 3.112 Mgt 10.580 • • i EnnYbar 1,500 Xbar 0.500 Ix 3.836 ly 5.528 lu 5.528 Iz 3.836 Ixy 0.000 Rx 1.110 Ry 1.333 Rz 1.110e o.ooo ANALYSIS: 36LH23i/ii:8 J56 I.S.P. /. MUM!. INC RUN ON 3-25-9; 96-OOOS-2 CARLSBAD CORPORATE (AREA BJ "ARLBBAD CA JFL BASE LENGTH HORnHS LENGTH DEPTH'" EFF DEPTH 52- i 3/8 51- ? 3/8 36 34.865 EC PAULS LE= 4- 0 5/S 8 BC PANELS AT 6- v RE= 4- 0 5/8 TC PANELS LE= 2- a 5/8 ENS STRUT TILTED RE= 2- 6 5/8 FIRST HALF LE= 1- 0 SPECIAL 1ST COfiF RE= 1- 0 FIRST D1AG LE= 5- 0 5/8 RE= 5- 0 5/8 DEPTHS LE= 36,000 CENTERLIHE* 36,000 RE= 36.000 MULTIPLE LOADING: PT LOAD OF 500 L53 AT PANEL PT 10 26,06'LE 26.06'R£ EXTRA SHEAR ADDED TO EACH «EB= 250 ,<, UNIFORH TC LOAD= 232 IJNIFGRH BC LQAD= 0 "'• REACTIONS Rl= +6.256.63 R2= +6.256,62 HIM SHR= 1.564.16 TL= 12.51: NO i TIL ;: 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 HEK «2 TEE- VIS W3 W4 «5 H6 W7 ye M5 HiQ W10 H9 HS «7 K6 H5 «4 K3 TILTED 18 19 20 21 VI 3 fo2 SE VI V2 iC F -3,006 END STRUT -7,713 -7 "1? -14,506 -14.506 -22.208 -22.20S -27.037 -27.037 -28,990 -28.990 -27,037 -27.037 -22.203 -22,208 -14,506 -14.506 -7,713 END STRUT -8,006 -8,006 SO END END PNL INTERIOR BC F W '7 IB 13 24 24 28 26 28 28 24 24 16 18 9 9 9 y 0 .576 . j / 6i \ ^ .716 ,982 .932 T-T-T , j. / i .373 .373 ,982 ,982 .716 ,716 .576 ,576 ,576 0 CTf2!l SHEAF; 5.979 567 5,412 4,774 4 . 078 3,352 2,686 1,990 1.294 598 -597 -1,293 -1.9S9 -2,685 -3.^81 -4,077 -4.773 -5.411 567 -5.979 ) VERTICALS 6.256 567 1.196 i WEE F 10.410 -638 ' -5.967 7,221 -6.221' 5.220 -4.220 3.219 -2,248 2,248 2,248 -2,248 3.219 -4,220 E rs i ..-.•J.iiV -6,221 7,221 -5,987 -633 10.410 -6.256 -638 -1.196 ! 1 ~i 1 -1 1 ~ i 1 'I 1 -1 1 -1 \ -I 1 -i. i -1 -i 1 i 1 CSC .671 .125 .057 ,437 •'17 .437 .437 ,437 .437 ,437 ,437 ,437 .437 .437 .437 .437 .437 .057 ,125 .671 .000 ,125 ,000 m i *? DISTANCE 58.26 39,23 36.B7 50,11 50,11 -t\i ' '• 50.11 50.11 50.11 50,11 50.11 50 . i 1 50.11 50.11 50.11 50,11 50.11 36.87 39,23 ri8 '6 34,86 39,23 34.66 G- 2~ 4- E,1 5- ii- 14-< -iLl~ 20- ii" 26- 29- 32- 71 _ 33- 41- 44- 47- 49- 48- L 6 5/S 0 5/8 0 5/3 0 5/3 0 5/8 0 5/8 0 5/8 0 5/S G 5/8 0 5/8 0 5/8 0 5/S 0 5/3 0 5/6 0 5/S 0 5/S 0 5/8 6 5/6 0 5/3 HAX TC CONPRESSIQN* -28,990.77 HflX BC TENSION* 28,373.31 HAS INT TC PANEL LENBTH = 36.00 HAS( INT BC PANEL LENGTH = 72.00 STRESS ANALYSIS: 36LH232/i2a 056 1.3.?, / HEX6M. INC RON ON 3-25-96 96-0003-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA JFL BASE LENGTH WORKING LENBTH DEPTH EFF DEPTH 52- 1 3/8 51- 9 3/S 34 34.865 _ BC PAWLS LE= 4- 0 5/8 3 BC PANELS AT 6- 0 RE= 4- 0 5/8 TC PANELS LE* 2- 6 5/8 END STRUT TILTED RE= 2- 6 5/6 FIRST HALF LE= i- 0 SPECIAL 1ST COUP RE= i- 0 FIRST DIAG LE= 5- 0 5/8 , RE= 5- 0 5/3 DEPTHS LE= 34,000 CENTERLINE= 36,000 RE= — MULTIPLE LOADING! PT LOAD OF 500 LSS AT PANEL PT 10 26.06:LE 26.06'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY - ftOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD : 8300 EXTRA SHEAR ADDED TO EACH HEB= 250 UNIFORM TC LOAD= 232 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 25X REACTIONS Ri= +4,692.47 R2= +4.692.47 HIN SHR= 1.173.12 TL= 7,354,94 NO 1 HEH TC F H2 -6.005 BC 31RC3 F : 0 3 HHKLIBi; SHEAR 4.484 -, ,._____ HE& F 7.912 1 CSC .671 WEB I 53,26 PR 0- DIS L TANCE TILTED END STRUT 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 VIS -5.735 W3 -5. 78 5 W4 -10,879 H5 -10,879 W6 -16,656 fri? -16.656 &8 -20,277 H9 -20.277 W10 -21,743 K10 -21,743 H9 -20,277 m -20.277 W7 -16.656 K6 -16.656 H5 -10,879 N4 -10,379 N3 -5.785 7 7 14. 14. IS. 18. 21. 21, 21. 21, 16, 18, 14, 14, 7t 7. 0 182 182 037 037 736 736 279 279 279 279 736 736 037 037 132 132 425 4.059 3,580 3.058 2.536 2,014 1,492 970 448 -448 -970 -1,492 -2,014 -2,536 -3,058 -3,580 -4,058 -478 -4.557 5,506 -4.755 4,005 -3,255 2.504 -1.754 1,636 1.6S6 -1.754 2,504 -I f.E E- J , L J J 4.005 -4,755 5.506 -4,557 • 1 -i i -1 i *1 1 -i i -1 1 -1 i -1 i -i i ,125 ,057 ,437 .437 ,437 ,437 ,437 .437 .437 .437 ,437 .437 ,437 ,43? * 7~* .437 ,057 39,23 36.37 50.11 50.11 50.11 50.11 50.11 50.11 50.11 50.11 Sft * tJV.ii 50.11 50,11 50.11 50,11 50.11 36,87 2- 4- 5- 8- 11- 14- 17- 20- 23- 26- "9- "\"— 35- 38- 41- 44- 47- 6 0 0 0 ft f\ o 0 0 o (I o 0 0o 0 0 5/8 E f.J/C 5/8 5/8 5/8 5/8 5/8 5/6 5/8 5/8 5/8 C JCVJ/O 5/3 5/8 5/B 5/5 5/8 TILTED END STRUT 13 19 20 21 HAX VIS -6,005 «2 -6,005 SE SO END VI END F'NL V2 INTERIOR TC COMPRESSIONS 7 -27. 132 0 - 3TD 968,08 425 -4.434 VERTICALS 4.692 . 425 897 HAJt -478 7.912 -4,692 -473 -S97 BC TENS -1 -1 i 1 s. ION= ,125 .671 .000 ! " ,000 21. 39.23 53.26 34.86 39,23 34.86 279,98 49- 48- 6 o 5/3 5/8 HAS INT TC PANEL LEN8TH = 36,00 KA9E INT BC PANEL LENGTH = J5lfcBA0 CORPORATE (AREA B) " CARLSBAD CA JFL RijN OH 3"2H HEH 1 2 •; 4 5 6 7 8 9 10 11 12 13 14 15 16 17 IB 1? 20 21 TC TEH 6,225 6.225 6,225 L ''1 5O.i.j.1' 6,225 6.225 6,225 6,225 6,225 6,225 6,225 6,225 6,225 6,225 6.225 .' n n e • nic 6.225 • 0 0 0 I !''! i ' * -12,230 -12,010 -17,104 -17.104 -22,831 -22,551 -27,037 -27.037 -28.990 -28.990 -27,037 -27,037 -22,b8i -22.381 -17,104 -17,104 -12,010 -12,230 0 0o •It Bf'lHlYS EC TEN 0 9.576 9,576 18.716 18,716 24,932 24,932 28,373 28,373 23.373 23,373 24,982 24,982 18.716 18, 7U Q c,7i7 i t' i 2 9,576 G 0 y 0 BC CQH 0 ,•) o o o 0 o n 0 c\ :j n 0 co ,'. 0 o o 0 0 NEB TEH 10.410 f. 7,221 0 c -• n ;-i . o 3,21? n 2,248 2.248 0 3.219 0 C « 'J •-, 0 7.221 0 10,410 {.' f; o - - ' -2.243 -6.256 -1.196 MAXIMUM UNIFORH LOAD; TOP CKQRD= 232 36LH232/12B 356 96-0008-2 CARLSBAD CORPORATE (AREA B) RUN ON 3-25-96 CARLSBAD CA JFL CONSOLIDATE LEFT t RIGHT NEH ! 2 •* 4 5 6 7 8 9 10 11 4 1 TC TEN iD i 6 1 6. 6. 6, 6, k< 25 9«iJ> k 1C ii.1 25 1Clk< 25 25 6. 25 6,225 0 0 0 TC -12. -12. -17. -17. ~22. in-Li., -11, -27. -28, C0« 230 010 104 104 331 83 i 037 037 990 0 0 0 BC 7, T t IS. 18, ^ , 24. 28. 23. TEN 0 576 = 7 '•Jiv 716 716 ?B2 982 373 373 0 0 0 BC COM WEE 10 TEN .410 0 .221 0 .220 0 ,248 0 0 0 vi.TtJio -6.221 0 -4,220 -2.248 MAXIMUM UNIFORM LOAD: TOP CHORD= 96-0008-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CM JFL Fv = 50.000.000 Fb = 30.000.000 SENDING LOAD = 232,000 ASSUMED FORCE = 28,990,779 OUTSIDE DEPTH = 36.000 ASSUMED EFF DEPTH= 34.865 EC = 20 AREA = 0.4840 v(x) = 0.5460 Rvv = i.2192 Rz = 0,3980 TC = 24 AREA = 0.6730 Rx = 0.6190 Rz = 0.3940 Rvv = 1,2319 y = 0,5650 SI = 0.4566 Ss = 0.1777 Qs = 0.9802 ACTUAL EFF DEPTH = 34,839 BAP BETWEEN CHQRB= 1,000 CORRECTED LOAD TC= 2S.970.S36 8C = 28.353,794 L/Rx = 43,613 USINS L = 36.00 L/Rvv= 29.223 USpJG L = 36,00 L/R2 = 45.6S5 USING L = 18.00 WITH FILLERS ^K= 0.75 Fa - 24,593.5 USING L/R= 45,68 F'e= 73,488,30 Cs= 0,39030 HID PANEL KOHENT = 1.044.000 PANEL POINT RQH ^ 2.080.000 HID PANEL fb = 1.143,139 PANEL POINT fb = 5.806.744 •fa/Fa = G.S75 SENDIJ^S RATIO = 0.047 HAX LOAD fFILLERSi= 31.815,40 «AX LOAD NO FILLER* 27.119.SO FILLER PANELS REQD = U MIN «ELD LEN 2)1 = 0.437 TOP CHORD ao= 0.922S3 OBING TC= 24 = 2 X 2 X ,176 po= 27.330.39713 3C STRESS = 29.291.10975 USING BC= 20 = 2 X 2 A .125 CHORD ¥.1 •; = 416.220 CHORD HT/FT = 7.985 END PANEL CHECK H= 232 END PANEL CHECK = LEFT END LENGTH = 28,69 ^•¥1,11 [ fifiTt - IT Tit -,f ft-JIKI r-TCT'C1 I- - O I'-.i".:'; .'' ThAiht Luhi) - LL,La.lj MAIHL sintob te - f.fosy.'i'-j Fa = 20.149,82 F'e "= 69.525.96 'fb PANEL PT = 4,567.50 fb HID-FfiHEL = 1.371.35 Cift = 0.960 fa/Fs - 0.450 PANEL PT= 13.647,5 MIS PANEL= 0,5021 NO FILLERS L/R= 72.81 BOTTOM CHORD L/Rz= ISO.904 TC OAL/Rvv = 504.402 HAX BRIDGING CHECK TC= 17.45' EC= 24.38' HOHENT OF INERTIA= 636.2 LL 360= 134.6 LL 240= 276.9 TC TENSION STRESS = 4.621.63 WEB BtSISN: 36LH232/128 J56 RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA JFL TC= 24 = 2 I 1 I .176 BC= 20 = 2 X 2 ]£ .125 JiES DESIGN 'NUHBER SI OTY ACTUAL T ALLOW T ACTUAL C ALLGft C HELB THK ANBLE NAME 1 W2 RM 1 10.410 23.797 0 2.130 2.2 .325 1" ROD 2 «3 21 1 0 16.725 5.987 6,665 2.9 .143 2 X 2 X .143 1 3 H4 IE 1 7.221 10,£77 0 3.355 3.9 .125 11/2X1 1/2 X ,125 4 85 20 1 0 14.665 6.221 7,231 3,4 .125 2 I 1 I .125 5 H6 15 1 5.220 7.908 0 1.679 3.3 ,109 11/4X1 1/4 I .109 . 6 «7 20 1 0 14.665 4,220 7,231 2,3 .125 2111 .125 7 W8 15 1 3.219 7,903 0 1.699 2.0 .109 1 1/4 X 1 1/4 X .109 S H9 IE 1 0 10.877 2,246 3,358 2.0 .125 1 1/2 X 1 1/2 X ,125 9 JJIO 15 1 2.243 7.908 0 1.699 2.0 .109 1 1/4 X 1 1/4 X .109 —- STANDARD VERTICALS — 10 SE 10 2 B 0 14.ISO 6.256 8,113 3.4 .125 1 X 1 X .125 11 VI 15 1 0 7,908 7B3 2.773 2.0 ,026 11/4X1 1/4 X .109 •12V2 101 0 7.090 1.340 1.9S2 2.0 .045 1 X 1 X .125 27-Mar-96 JOB NUMBER: 96-0008-B JOB NAME: CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 36LH232/128 MARK : J56 "AXIAL LOAD AND BENDING". END PANEL 1 ONE ANGLE Leg = Thickness = Fy* Gap = K = Length = Gravity Axial Load = Lateral axial load = W* Bearing Depth = Reduc. 3 2.000 in. 0.176 in. 50.000 ksi 1.000 in 1.000 28.690 in 12,221.73 Ibs. 8,300.00 Ibs. 232.00 Ibs./ ft. 3.00 in. 1.00 A» lx = ra- lz» rz = y = Q = Eccentricity = Moment Pp = Moment Mp = fa« Panel P. fb = Mid Panel fb = Fb = Kl/rz = Cc = Fa = F'e = Cm - 0.673 0.258 0.619 0.109 0.394 0.565 0.961 1.50 14,439.20 13,568.92 4,540.02 6,398.46 6,012.82 30,000.00 72.74 108.04 20,162.00 28,219.71 0.95 S' PROPERTIES: inA2 / At» inM / ttx = in / rtx = inA4 / Panel P. Stx» in t Mid Panel Stx » in ^^^ -See ME in Ibs-in. Ibs-ln. psi psi psi psi K!/rx = Cc- psi Fa = psi F'e » Cm = 2.692 3.385 1.121 2.257 2.257 = XT P^6 25.59 108.04 27,178.51 228,125.42 0.99 inA2 inA4 in inA3 inA3 — •*• psi psi No filler Panel point <= 0.6 Fy = 30,000.00 psi (fa + fb)/0.9= 12,153.87 OK With filler Panel point <= 0.6 Fy = 30,000.00 psi 12,153.87 OK Mid panel <= 1.00 ( fa/Fa +Cm*fb/U1-fa/F>e}'Q*Fb))/.09= 0.51 OK Mid panel <s (fa/Fa + Cm*fb/((14a/F'e)'Q'Fb)) /.09* 1.00 0.42 OK ISP INC March 27, 1996 Shape; L U 2.000 H 2.000 T 0.176 X 0.000 Y 3.000 a 180.00 A 0.673 Ybar -0.565 Xbar -0.565 Ix 0.258 ly 0,258 Rx 0.619 Ry 0.619 Rz 0.394 0 225.00 Shape: L U 2.000 H 2.000 T 0.176 X 1.000 Y 3.000 « 270.00 A 0.673 Vbar -0,565 Xbar 0.565 Ix 0.258 ly 0.258 Rx 0.619 Ry 0.619 Rz 0.394 0 315.00 Shape! L U 2.000 H 2.000 T 0.176 X -0.176 Y 0,000 ff 90.000 A 0.673 ftar 0.565 Xbar -0.565 Ix 0,258 ly 0.258 Rx 0,619 Ry 0.619 Rz 0.394 e 135.00 Shape: L U 2.000 H 2.000 T '0.176 X 1.176 Y 0.000 a 0,000 A 0.673 Ybar 0,565 Xbar 0,565 Ix 0.258 ly 0.258 Rx 0.619 Ry 0.619 Rz 0.394 0 45.000 A Hgt Vbar Xbar Ix ly lu Iz Ixy Rx Ry Rz 2.692 9.153 1.500 0.500 3.385 4,631 4.631 3.385 0.000 1.121 1.312 1.121 0.000 STRESS ANALYSIS; 28KA232/12S 357 i.e.P. / NtXAH. INC RUN ON 3-25-?6 BASE LENGTH NORKIN6 LEK6TH DEPTH — 40- 2 1/2 39-10 1/2 28 BC PAULS LE= 3- i 1/4 9 SC PANELS AT 4- 0 RE= 3- i 1/4 TC PANELS L£= 1-1! 1/4 END STRUT TILTED RE= 1-11 1/4 FIRST HALF LE= 1- 0 SPECIAL 1ST CQHF RE- 1- 0 FIRST DIAB LE- 4-'i 1/4 r,E= 4- 1 1/4 DEPTHS LE= 28.000 CENTERLINE= 28.000 MULTIPLE LOADING: PT LOAD OF 500 L3S AT PANEL FT 11 20,!0'LE 20,IO:RE EXTRA SHEAR ADDED TO EACH HEB* 250 UNIFORM TC LOAD* 232 UNIFORM BC LOAD= 0 REACTIONS Ri= +4.875.50 R2= +4.875.50 HIN SHR= 1.213.88 TL= 9.751.00 NO _ 1 HEh' N2 TILTED 2 "~ 3 4 5 ' ~ & 1 n0 — 9 iU 11 12 " ~' t T 14 15 — 16 17 IS _ & 'j * c ^3 W H5 y6 H7 UB «9 mo y; s «lim H9 m H7 Ho H5 W4 H3 TILTED 20 — VI 3 «2 TC F -6.092 END STRUT - c 3 c< E -5.855 -11,040 -11,040 -16.429 -16,429 -20,171 -20,171 -22.263 -22.263 -?n "A7* -22.263 -20,171 -20.171 -16.429 -' ' J!t'"C -11,040 -11,040 -5.855 END STRUT -6.092 -6.092 BC 7 7 , 13. 13, IS, 18, 21 . 21. iii . 22, 21. 21 , 13. 18. 13. 13, 7 7 7. 3ir,t:ao nilHLlD*; F SHEAR 0 o 727 / L! 941 941 506 506 423 423 6 ? 2 692 423 423 506 506 941 941 727 727 727 0 C-TI 4 4 0 3i 2i^ i -1 -1 -2 -2 -^ -3 -4 -4 1 !JCD .670 456 .213 .730 ,26o .802 .338 ,874 ,410 946 4S2 -4S1 -945 ,409 .873 ,337 .601 .265 ,729 ,213 456 ,670 TTiVil C j viEE F 8.087 -514 -4,883 5,323 -4.702 4.082 -3.461 2,346 -2.220 1,630 -1.630 -1,630 1,630 -2,220 2,840 -3,461 4.082 -4.702 5.323 -4,883 -514 8,057 : CSC 1,643 , 1,126 -I .094 1.337 -1.3-i? '' I "7 -1 7^7 • v\7 -1 ,33/ 1.337 -1.33/ 1.337 -1.337 1 .337 -1.337 t "7 - * '77 1,337 -1.337 1.094 -1,126 -1.643 NEB L 44.41 30.43 29 . 56 36 . 1 3 3i.l3 36.13 o o 1 1 -i 36.13 •iC. l-j 36,13 36,13 36,13 36,13 36.13 56.13 36.13 36.13 is, 13 36,13 29.56 30,43 44,41 PF DI3 0- 2 Ml ~\- i 4- 1 6- 1 3- 1 10- 1 .12- 1 14- 1 16- 1 13- 1 L".'~ i 22- 1 24- 1 2s~ 1 23- i 30- 1 32- 1 34- 1 36- 1 "- ">, 37- 1 TftNC 1/4 1/4 1/4 1/4 1/4 1/4i i .1i.'f 1/4 1/4 1/4 1/4 i / *? 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 1/4 21 3E S3 EHD 4.875 -4.375 1,000 27.02 22 VI END PNL 456 -514 1.126 30,43 _ 23 V2 INTERIOR 464 -464 1,000 27,02 MAX TC COMPRESSION^ -22,263.87 NAX BC TENSION 22.692,00 RAX INT TC PANEL LENGTH = 24,00 MAX IKT BC PANEL LENGTH = 4S.OO 3iR£B5 ANALYSIS; 2bKtt2i2/12B J57 1,3,?, / HfcXAii, IfiC R 96-0008-2 CARLSFAD CORPORATE (AREA 6! CARLSBAD CA JFL BASE LENGTH 40- 2 1/2 • > !'-2j-'?6 ,BC PftHLS LE= 3- i 1/4 9 BC PANELS AT 4- 0 '1C PANELS LE= I-ii 1/4 END STRUT TILTED FIRST HALF LE= I- 0 SPECIAL 1ST COHP FIRST DIA8 It- 4- i 1/4 DEPTHS LE= 28.000 MULTIPLE LOADING: CEHTERLINE* 28,000 PT LOAD OF 500 IBS AT PANEL FT 11 20,10'LE 20,10'hE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO S'JHMRY - HOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD ; 3300 EXTRA SHEAR ADDED TO EACH XEB= 250 UNIFORN TC LOAS= 232 UNIFORM EC LOAD= 0 ALL LOADS SHDi'JN REDUCED BY 25', REACTIO m 10 1 H2 TILTED VIS 2 H3 3 W4 4 W5 5 H6 6 B7 7 U8 3 (i1? 9 HiO 10 «I1 11 till 12 HiO 13 W9 14 US 15 W7 16 U6 17 H5 13 fci4 19 H3 TILTED VIS 20 H2 21 St 11 PI,LL 'll 23 V2 NS Rl= +3,6 TC F -4,569 END STRUT -4,391 -4,391 -8,280 -8.280 -12.322 -12,322 -15,123 -15.128 -16.697 -16.697 -16.697 -16.697 -15.128 -15,128 _ 1 O •*r,r. -12.322 -8,280 -3,280 -4.391 END STRUT -4,569 -4.569 SO END EN0 PNL INTERIOR 56 , 6 - STRESS fit BC F 5 5 10 10 n » 7 16 16 17 17 16 16 13 1 "» 10 10 c 5 c 0 0 , 795 .795 .455 ,455 .879 ,879 .067 .067 .019 .019 .067 ,067 .379 ,379 .455 .455 .795 .795 .795 0 r-rn— 3t'j ,656. ALY3I i3 HIN SHR= SHEAR WEB F 3, ^2, i , L, 1. I i. - 502 342 160 797 449 101 753 405 057 709 361 361 -709 -i, -1. -1, -2. -2. -i. -3, -3. VERT 3, 057 405 753 101 449 797 160 342 502 1CALS 656 342 348 6,168 -335 -3.731 4.076 -3,610 3,145 -i.67? 2,214 -1.748 1.233 -1,222 -1.222 1.283 -1,748 2,214 -2,679 3,145 -3,610 4,076 -3,731 -385 6.168 _t ! C I -385. -348 i 1 -i 1 -1 1 -1 i -1 i -1 t -i i -1 i -i i -i i -1 -i i i i CSC .643 ,126 .094 .337 "7 .337 .337 "7 .337 "7 .337 ,337 "7 137 .337 .337 .337 .337 .337 .094 ,126 .643 ,000 .126 .000 914,16 HEB L 44.41 30.43 '? 3 E. •' 36,13 36.13 36.13 36,13 36,13 36.13 36,13 36. 3 • j 0 , --1 36. 3 T* ' •? 36. 3 36, 3 36, 3 36 , 3 36.13 29.56 30.43 44.41 27,02 30.43 27,02 TL= PP DI 0- 2 1-11 3- i 4- 1 6- 1 8- 1 10- 1 12- i 14- 1 16- 1 18- i 20- 1 22- 1 24- i 26- 1 28- 1 30- 1 32- 1 34- 1 • j t- - i 38- 3 37- i 7,3 iTAN 1/4 i/4 1/4 1/4 1/4 1/4 1/4 1/4 i/4 1/4 1/4 1/4 1/4 i/4 1/4 1/4 1/4 :/4 1/4 1/4 1/4 HAX TC CO«PRESSIOM= -22,922,90 RAX BC TENSION 17.019.00 RAX INT TC PANEL LENGTH = 24.00 m> INT BC PANEL LENGTH =48,00 RUN GN 3-25-96 96-0003-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA JFL MULTIPLE ANALYSIS SUMHARY BC CQtf HEB TEN 0 B.087 0 '•j -4.8b3 -4.702 -3.461 REH 1i 7 4 E 6 7 8 9 10 11i ii£ 13 14 15 16 17 18 19 20 21 22' 23 1C TEH 6,225 6.225 6,225 !_ inrQ,L£>< h,LJ.J- 6.225 6.225 i inc0,£iJ 6,225 6,225 b . i.L -.' I* '•r:'r.fc, iz-j ' "f-,EC.iZJ 6.225 6,225 6.225 6,225 6.225 6,225 6.225 0.1\j 0 1C COH -10,794 - 1 0 , 6 1 o -14,505 -14.505 -18,547 -13.547 -21,353 ri'. 7 C THi , J-JO •~n nnr-"ii.'JiZ -22.922 -ii.7£i -22.922 1 1 7T7-£1, 0-J-J •1 ' 7 C 7 -13,547 -IS. 547 -14,505 -14.505 -10,616 -10.794 0 /: 0 BC TEN 0 ~! imt ,1 Jit 7.727 13.941 13,941 18,506 13,506 21,423 21.423 22.692 22 , 692 21.423 1 < ,517ii.tiJ • .1 C fi 'i 0 i JVO 13.506 13.941 13.941 7.727 7.727 0 0 0 0 -3.46! -4,702 0 -4.8S3 0 -4,875 -514 -464 — KATIHUH UNIFORM LOAD; TOP CHOR3= 23: ??-8?§3-i28 JSiRLS3fiD CORPORATE (AREA Bi ' " CARLSBAD Cfi 3-25-9 MEK i 9 3 4 5 6 7 S 9 10 11 12 13 TC TEN 6,225 6,225 6,225 6.225 6,225 6.225 ! »11E 6,225 6,225 6.225 y 0 o -rr- i^Hlrfi v LU* f -10,794 -10,616 -14.505 -14.505 -13,547 -13.547 -21,353 -21,353 -22,922 -22.922 0 yo jR!t UN 8C TEN 0 / , / L i 7,727 13.941 13,941 18.506 18,506 21,423 21.423 22,ci£ 0 0 0 6 KlShi - EC COH y 0 o ;\ o y 0 0 0o 0 0c HEE TEN 3,03? 0 i •7n^ FJ 4 , 032 0 2,840 0 1,630 G 0 y y HEB caw o -4.833 0 i' 1 1\ i"1 , ^ Ui o -3,461 0 -2,220 0 -1.630 -4,375 -514 -464 — BAXIHUH UMIFOR« LOAD; TOP CHQR0= 232 Interrsatioal'Structural Products - £1 Fa-u , ,Te>;ss MEHBER SIZES: 28KA232/128 J57 RUN ON 3-25-76 — 96-0003-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA i!FL Fv = 50.000.000 Fb = 30.000.000 „ BENDING lOfiD = 0,000 ASSUHED FORCE = 22.722.907 OUTSIDE DEPTH = 2S.OOO ASSUMED EFF DEPTH= 27.020 EC = IB AREA = 0.3950 yfxl = 0.4260 Ryy * 1,0356 Rz = 0.2950 "~~ Tr - 11fb - ti AREA = 0.5520 Rx = 0,6240 Rz = 0.3960 Rvv = 1,2233 v = 0,5530 Si = 0.3869 Ss = 0.1478 3s = 0.8979 — ACTUAL EFF DEPTH = 27.02! GAP BETNEEN CHORD* 1,000 CORRECTED LOAD TC= 22,722.058 BC '= 22,691.163 L/Rx = 3S.461 US1N5 L = 24.00 L/Rvv= 29,426 USING L = 36.00 __ L/R: = 30.303 LfSING L = 12.00 WITH FILLERS 1= 1.00 Fa = 23,634,0 USING L/R= 33,46 F'e= 100.948,03 Cs= 0,00000 HftX LOAD (FILLERS)= 26,352.94 HAX LOAD NO FILLER* 23,179.39 NO INTERIOR FILLERS REQUIRED TC (fa/Fa) = 0,87350 USINB TC= 21 = 2 X 2 X .143 BC STRESS = 28,722.99217 USINS BC= IS = i 1/2 X 1 1/2 X ,133 CHORD WT * 262.853 CHORD WT/FT = 6.536 _ END PANEL CHECf; W= 232 END PANEL ALLOWABLE FORCES REDUCED 10 X END PANEL CHECK = LEFT END LENSTH ; = 21.25 AXIAL LOAD = 10.794,00 AXIAL STRESS fa = 9,777.17 1— Fa = 19.571.32 F'e = 128,766.37 fb PANEL PT = 3.757.73 fb KID-PANEL = 783,36 Cm = 0.977 fa/Fa = 0,499 _ PANEL PT=' 13.534.9 MIC PANEL= 0,5337 riO FELLERS L/R= 53.66 FIRST PANEL CHEC*: = LEFT END LENGTH = 26,00 AXIAL LOAD * 10.616.60 AXIAL STRESS fa = 9,616.49 ~ Fs = 20.055,99 F'e = 86.014.33 fb PANEL PT = 3.757.74 fb MID-PANEL , = 739.37 Ci = 0.955 fa/Fa = 0.479 — PANEL PT= 13.374,2 MID PANEL= 0.5090 NO FILLERS L/R* 65.65 BOTTOH CHORD L/R;= 162,711 TC OAL/Rvy . = 391.151 _ HAX BRIDGING CHECf; TC= 14.78' BC= 20.71' KOHENT 0? INERTIft= 33c,3 LL 360= 19S.4 LL 240= 297.6 TC TENSION STRESS * 5.638.37 ArCORPaRATt (AREA t! ' CARLSEAD CA jFL 21 = 2 X 2 X ,143 BO IB = i 1/2 X i 1/2 X .138 «ER 1 &2 2 M3 3 h'4 4 v!5 5 % 6 #7 7 w8 SI F;H IE IE IB 10 IE 10 STY i 1 1 i i ( iA fiCTUAL T 8.087 ij E "\"T o 4,082 0 2,840 11 5E 12 VI 10 1 15 1 10 10 10 2 B T flCTUfiL C flLLOW C MELD INK ANGLE NftHE E " fj ^'J,71* f •' 1 "*t , f i 0 125 I 1/2 £ A i i/2 1.2^2 2.2 .125 1 X 1 ); .125 4,418 2.0 .125 11/2X1 1/2 1,262 2.0 ,125 1 X 1 X ,125 2.236 2,0 ,109 1 1/4 XI 1/4 ^" 2.0 .125 1 X 1 .'ici . , '°5[ 1/4 VERTICALS -— 4,875 5,930 2.7 ,125 1 X i X ,125 62? I.o02 1.0 .021 1 X 1 X ,125 57S 2.25s 2,0 .019 U 1 X ,125 .109 ,109 27-Mar-96 JOB NUMBER: 96-0008-B JOB NAME; CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 28KA232/128 MARK : J57 "AXIAL LOAD AND BENDING". END PANEL ;1 Leg = Thickness = Fy = Gap « K = Length = 2.000 in. 0.143 in. 50.000 ksi 1.000 in 1.000 21.250 in Gravity Axial Load = Lateral axial load = W = Bearing Depth = Reduc. = ONE ANGLE A = lx = rx = lz = rz = y = Q = 0.552 0.214 0.624 0.087 0.396 0.553 0.898 inA2 in*4 in inA4 in in 10,794.00 Ibs. 8,300.00 Ibs. 232.00 Ibs./ ft. 3.00 in. 1.00 , Eccentricity = Moment Pp = Moment Mp = fa* Panel P. fb = Mid Panel fb = Fb = Kl/rz=> Cc = Fa» F'e = Cm = 1.50 13,541.28 13,063.84 4,893.02 7,159.65 6,907.21 30,000.00 53.61 112.92 21,752.22 51 ,950.29 0.97 in Ibs-in. Ibs-in. psi psi psi psi psi psi No filler Panel point <= 0.6 Fy = 30,000.00 psi (fa + fb)/0.9= 13,391.85 OK PROPERTIES: Kl/nc Cc< Fa' F'e; With filler 2.206 lnA2 2.837 inM 1.134 in 1.891 inA3 1.891 inA3 18.74 112.92 25,619.31 psi 425,291.90 psi 1.00 Panel point <= 0.8 Fy = 30,000.00 pSJ ( fa + fb ) / 0.9s 13,391.85 OK Mid panel<= 1.00 (fa/Fa + Cm*fb/((1-fa/F'erQ*Fb)) /.09= 0.56 OK Mid panel <= (fa/Fa + Cm'fb/((1-fa/F'e)*Q*Fb) } /.09= 1.00 0.50 OK ISP INC March 27, 1996 Shape! I U 2,000 H 2,000 T 0.143 X 0.000 Y 3.000 oc 180.00 A 0.552 Vbar -0,553 Khar -0,553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 6 225.00 Shape! L U 2,000 H 2.000 T 0.143 X 1.000 Y 3.000 ff 270.00 A 0.552 Ybar -0.553 Xbar 0.553 Ix 0.214 Iy 0.214 Rx 0.624 Ry 0,624 Rz 0.396 e 315.00 Shape: L U 2.000 H 2.000 T 0.143 X -0.143 Y 0,000 a 90.000 A 0.552 Ybar 0,553 Xbar -0.553 Ix 0.214 Iy 0.214 Rx 0,624 Ry 0.624 Rz 0.396e 135.00 Shape: L U 2.000 H 2.000 T 0,143 X 1^143 Y O..OQO K 0,000 A A 0,552 Ybar 0.553 Xbar 0.553 Ix 0.214 Iy 0.214 Rx 0.624 Ry 0.624 Rz 0,396 0 43.000 " - -I 1 11 11 11 11 1111 I11 1 1 I1 1 11 11 111 I1t \ •** - \ r •, n A 2.206 Hgt 7.501 Vtar 1.500 Xbar 0.500 Ix 2.837 Iy 3.659 lu 3.659 Iz 2.837 Ixy 0.000 Rx 1.134 Ry 1.288 Rz 1.134 6 0.000 STRESS ANALYSIS: 20KA24S/144 J58 i. 96-0003-2 CARLSBAD CORPORATE i first A Bl SflSE LENGTH 25- 3 3/S BC PAHS LE= 3- i 5/S t BC PANELS AT 4- 0 TC PANELS LE= 2- i 5/8 END STRUT TILTED FIR3T HALF LE= 1- 0 SPECIAL 1ST COUP „ l-ih&i IhHu Li: DEPTHS LE= 20.000 CENTERLINE= 20.000 ^~ ilULTIPLE LOASINS: r,t= -." 1 3/C RE= 2- i 5/5 PT LOAD OF 500 LBS AT PANEL FT 3 14,14:LE 14.14'RE EXTRA SHEAF; ADDED TO EACH HE8= 250 UNIFORM TC LOAD= 248 UNIFORM EC LDAD= 0 REACTIONS Rl= +3,715.54 R2= +3.715,54 «!K 5HR= 923,3? STRESS ANALYSIS - —- NG 1 HEH H2 TILTED END 2 "T, 4 E 6 7 3 9 10 11 1 'S 1 f VIS N3 «4 H5 W6 &7 UB N3 «7 W6 W5 H4 M3 TILTED END 14 VIS N2 TC F -6,417 ' STRUT -6.111 -6.111 -11,049 -11,049 -15,371 _ i c ' 7 i -17,227 -17.227 -15,371 -15,37! -11.049 -11.049 -i t j * STRUT -6.417 -6.417 i?l •7 ~J 13, 1 7 16, 16. 16. 16, ' "\ 1 T 7, 7, 7 ^0 0 962 962 519 519 607 607 6U.1' 607 E . f. 519 n i n 962 962 ~0 r-TT SHEAR 3,470 492 2,978 'r .1 T, I",i,tOi 1.986 1,490 994 49 S -497 -993 -1.489 -1.985 -ji.482 -2.97S 492 -3.470 i. ucDTir-,".; c- HEE F 7.321 -530 -3. SO! 4,359 -3.56S 2,776 -1.985 1.432 1.432 -1.935 2.776 -3.56S 4.35? -3,801 -560 -- n-ii- i i -1 i _ i 1 -1 A "1 ! -1 1 -i l -l -£ CSC ,102 .177 i -- ,595 .595 ,595 . 595 . 595 ,595 , 595 , 595 , 595 cnc , i/ / .177 .102 yEB L 40,57 i i , / L 'LL . /i 30,79 30.79 30,79 30.7? 30,79 30.7? 30,79 30,79 30,79 30.79 22,72 22.72 40,57 PR D y- 7- ?,- 4- 6- H- 10- ! 7- 14- 16- 18- ^ ~\ i'i~ 24- 26- 25- lbTA»l 2 1 5/8 ! 5/8 i 5/3 1 5/8 ! 5/3 1 5/S ! 5/3 ! 5/3 ( E /fti J/2 i c, / H 1 E .T;i J/ 0 1 5/6 1 5/S 1 5/8 1 5/S 15 SE SG END 16 VI END PNL 17 V2 INTERIOR MAX TC COMPRESSION* -17,227,24 3.715 -3.715 1,000 19.30 492 -530 ' 1,177 22,72 996 -996 1,000 19,30 MX BC TENSION* 16.607,97 HAX INT TC PANEL LENGTH = 24.00 ilAfl INT BC PANEL LENGTH = 4S.OO STRESS ANALYSIS; 20KA248/144 J53 3," n. / fOAB. INC RUN GN 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA i! .... CARLSBAD CA -JFL BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH 20 19.3 EC PANLS LE= 3- 1 5/8 o BC PANELS AT 4- 0 RE= 3- i 5/8 TC PANELS LE= 2- 1 5/S END STRUT TILTED RE= 2- 1 5/6 FIRST HALF LE= 1- 0 SPECIAL 1ST COHP RE= 1- 0 FIRST DIAG LE= 4- 1 5/c RE= 4- ! 5/6 DEPTHS LE= 20.000 CENTERLINE= 20,000 MULTIPLE LOADING; PT LOAD OF 500 US AT PANEL PT 3 14.14'LE 14.14'RE ADDITIONAL CHORD LOADS ARE 6DDEB AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUHHARY - NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD ; 8300 EXTRA SHEAR ADDED TO EACH »o= 250 UNIFORM TC LOAD= 24S UNIFORM BC LOAO= 0 ALL LOADS SHOWN REDUCED BY Til REACTIONS Ri= T2,7B6.66 R2= *2,786.66 HIN SHR= 696,46 TL= -- STRESS ANALYSIS NO HEN TC F 5C F SHEAR *IEB F CSC NEB L PP DISTANCE 1 $2 -4,813 0 2,603 5.957 2,102 40.57 0- 2 TILTED END STRUT o 7 t«* 5 6 7 8 9 10 11 12 13 VIS W3 tt4 «5 W6 %1 m w w7 K6 «5 W4 rJ3 TILTED 14 15 16 17 VIS ft2 St VI Yi -4,583 it CHT•J , JCi? -3.287 -3,287 -11,528 -11.528 -12,920 -12.920 -11.526 -11.528 -8,287 -8.287 -4,583 END STRUT -4,313 -4.813 SG END END r'NL INTERIOR 5 5 10 10 12 12 12 LL 10 10 r C 5 0 ,972 ,972 .139 .139 .455 ,455 ,455 ,455 i 1 •!> 7 .139 .972 ,972 .972 -0 "•T3 1 1 36? 2.233 1.861 1,489 1,117 745 \j~\ -373 -745 -1.117 -1.489 -1.361 -2 , 23*3 369 -2,603 ) VERTICALS 2,786 •J'DT 747 -435 -2.924 3.369 -2,775 "•!• * ni -1.58S' 1.111 1.111 -1.583 2,132 ~i, ! 1 J 3,369 -2,924 -435 C .1-1- —-2,736 -435 -747 1.177 -1,177 1,595 -1.595 1,595 -1,595 1,595 -1,595 1,595 -1.595 1,595 -1,595 1,177 -1.177 -2.102 1.000 iii;/ 1.000 i.i LL 30 30 30 30 30 30 jy JU 30 30 22 22 40 19 LL 19 • i L ,72 , i'l 7C ,7? .79 ,79 r / 7 .79 .79 .79 .79 . / 1 , / j. CT , ^)U . / L •\i\ i~ 3- "j — 6- 3- 10-i .-.i£~ 14-i • _ 18- i'U" 22- 24- it" 25- i e .'oi •-•! a i 5 /a 1 5/c t c ir,i J/O * E <n1 J/fl 1 5/8 1 5/8 1 5/8 1 5/8 1 5/8' 1 5/3 1 5/8 1 5/3 1 5/8 1 5/3 Wl TC COi1PRESSIQN= -19,145.43 RAX BC TEHSIOH= 12,455,97 MAX INT TC PANEL LENGTH = 24.00 HflX INT BC PANEL LENGTH = 20KA24S/144 358 ' sun QN HULTIrLE ANALYSIS SUMftRY ——- WEB TEN NEB COfiHEH 1 ni •? 4 c 6 7 3 9 10 11 i£ 13 14 15 16 17 TC TEN i 1^1b . i £ ,' 6,225 6 21JC< i TIE0 . f. i J C < ii •-' 6,225 6.225 6,225 6,225 6,225 6,225 6,225 6,225 6,225 .3 0 o TC COM -1 ! \i"\% -10.808 -!4,5!2 -14,512 -17,753 -17,753 _ • •" * •* c -19.145 -17,753 -17.753 -14.512 -14,515 -10.308 -11.038 0 0 o BC TEN AV 7,962 7,962 13.519 13,519 16.607 16,607 H.607 16,607 13.519 13.519 7,962 •7 r- ri n/ ,70£ 0 0 ijo •. 0 -1.935 1.482 0 '1.482 "-JCV -99o BNIFORH LOAD: TOP CHQRD= 24& 20KA248/I44 J5B RON DK 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA B! CARLSBAD CA JFL IE ft 1 2 TO 4 E 6 7 8 •j LO TC TEN 6,225 6.225 6,225 L nflRQ.iLJ 6^225 6,225 6,225 0o (i t,uH3u TC COH -11,033 -10, SOS -14,512 -14,512 _ j 7 ~> E, 7 -17,753 -19,145 (i 0 0 LiUMIC Ltr 1 BC TEN 0 7,962 7.962 13,519 13,519 16.607 16.607 0 0 0 s 511 cm — BC CQH -0 (i o 0 0o o 0 0o StfEB TEN 7,321 y 4,35? 0 2,776 0 1.482 •>: 0 0 (i KB COH 0 -3. SOI (i -3.565 0 -1.985 0 -3,715 -530 -996 HAXIMUH UNIFORM tQAO: TGF CHORD= 248 Internatioai Structural Products - El Paso . Te;ia= HEHBER SIZES; 20KA243/144 m RUM Qfi 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA B} CARLSBAD CA JFL SENDING LOAD = 0.000 flSSUHED (-QRCE = 19,145.435 OUTSIDE E-EPTH = 20.000 ASSUMED EFF D£PTK= 19,300 BC = IE AREA = G.3590 vfx) = 0.4210 Rvv = 1.0322 "R: = 0,i960 Tf - tf'IL -A' AREA = 0 , 4S40 Rx = 0 . 6260 Rz = 0 . 3930 Rv v = 1 , 2192 v = 0.5460 5! = 0.347? Si = 0.1306 Os = 0.6342 ACTUAL EFF DEPTH = 19.033 EAP EEMEN CHORD= 1/000 CORRECTED LOAD TC= 19.414.013 BC = 16.340.954 _ , L'DiNo L - jo.yv L/R: - 30.150 USING L =12.00 KITH FILLERS Y= 1.00 Fa = 22,117,4 USINS L/R= 3S.33 F^s= 101,596.17 C»i= 0,00000 HAX LOAD fFILLERSi= 21,623,76 MAX LOAD HO FiLLER= 19,200.34 FILLER PANELS REBD = 2 HIN wELD LE^i iX - 0,375 1C (fa/Fa) = 0.9067B U3INB TC= 20 = 2 A 2 X .125 SC STRESS = 23,455.36517 USINS BC= IE = 1 1/2 X 1 1/2 it ,125 CHORD n = U4.590 CHORDS/FT '= 5,313 Ei-iE PANEL CHECK s= 24S END PANEL ALLOWABLE FORCES REDUCED 1C X EM PANEL CHECS; = LEFT END LENGTH = 23, i5 AXIAL LOAD = 11,173,16 AHAL STRESS fa = 11.563,20 Fs = 17.762,54 F'e = 104.294.49 fb PANEL PT = 4.72S.14 fb MID-PANEL - 1.269.55 Cft = 0.966 fa/Fa = 0,650 PANEL PT= 16,291.3 HID PANEL= 0.7132 NO FILLERS L/R= 59.51 BDTTOH CHORD L/R:= 162.162 TC DAL/Rvv = 275.056 KAX 3RI3GINS CHECK TC= 14,73' BC= 20.64' HQME^T OP INERTIA= 149.8 LL 360= 256.4 LL 240= 384,7 TC TENSION STRESS = 6.520,99 MEB DEBlBHi 20KA243/144 35B RUN OH i96-0006-2 CARLSBAD CORPORATE (AREA E) CARLSBAD CA JFL T_ "..'i - i v "-: v ;ie sjr- ir - * < ,"i y 1 ' ,""• V (^e lU- iV - i A i /, .iiJ Ot- it - i iii. h i i/£ A ilij ?JEE DESIGN NUHBER 3Z QTV ACTUAL T ALLGtf T ACTUAL C ALLGitf C WELD TKK AHSLt NAHE 1^2 RH 1 7.321 16,398 0 3.503 2.0 ,113 7/BiF ROD 2 «3 15 1 0 7,908 3,001 4,957 2,4 ,109 11/4X1 1/4 * 3 H4 15 1 4,359 7.903 0 3.3fr? 2.7 .10? 1 1/4 S 1 1/4 X 4 m 13 1 0 3,999, 3.568 3,802 2,2 ,110 1 1/4 .( 1 1/4 I ,125 5 N6 10 1 2,776 7,090 & 1,902 2,0 ,125 1 X 1 X .125 i H7 15 1 0 7,908 1,935 3,369 2.0 .10? 11/411 1/4 X ,109 7 w3 10 1 1,482 7,090 0 1,902 2,0 ,125 1 X 1 X .125 STfiHi/AKi/ VtRTIChLS 11.129 2.1 .125 1 X 1 X .125 3.102 2.0 ,022 i X 1 X .125 4,234 2,0 .036 1 X 1 X .125 27-Mar-96 JOB NUMBER: 96-ooos-B JOB NAME: CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 20KA248/144 MARK: J58 "AXIAL LOAD AND BENDING". END PANEL 1 Leg* Thickness = Fy. Gap- K = Length ~ 2.000 in. 0.125 in. 50.000 ksi 1.000 in 1.000 23.690 in S> Gravity Axial Load = Lateral axial load - W = Bearing Depth = Reduc. = 11,193.18 Ibs. 8,300.00 Ibs. 248.00 Ibs./ ft. 3.00 in. 1.00 Eccentricity = Moment Pp = Moment Mp = fa = Panel P. fb = Mid Panel fb => Fb = Kl/rz = Cc« Fa = F'e» Cm» 1.50 13,899.81 13,265.52 5,775.63 8,267.13 7,889.88 30,000.00 59.59 117.14 19,726.90 42,052.10 0.96 in Ibs-in. Ibs-in. psi psi psi psi psi psi No filler Panel point <= 0.6 Fy a 30,000.00 psi (fa + fb)/0.9= 15,603.06 OK Mid panel <= 1.00 (fa/Fa + Cm*fb/{(1-fa/F'erQ*Ffa)) /.09* 0.71 OK Fa With filler 20.77 117.14 23,699.65 psi 346,267.99 psi 0.99 Panel point <= 0.6 Fy a 30,000.00 psi (fa + fb)/0.»= 15,603.08 OK Mid panel <= (fa/Fa + Cm*fb/{(1^fa/Fle)'Q*Fb)) /.09= 1.00 0.63 OK ISP INC March 27, 1996 1 Shape:J L U 2.000 |H 2.000JT 0.125 X 0.000- i— — , — Y 3.000 tt 180.00 A 0.484 Ybar -0.546 Jfoar -0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 S 225.00 Shape; L U 2.000 H 2.000 T 0.125 X 1,000 Y 3.000 K 270.00 A 0.484 Ybar -0.546 Xbar 0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 « 315.00 Shape: L U 2.000 H 2.000 T 0,125 X -0.125 Y 0,000 a 90.000 A 0.484 ftar 0,546 Xbar -0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398e 135.00 Shape: L U 2.000 H 2.000 T 0.125 X 1.125 Y 0.000 « 0.000 A 0.484 Ybar 0,546 Xbar 0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0,398e 45.000 A Hgt Ybar Xbar Ix ly Iw Iz Ixy Rx Ry Rz 0 1.938 6.588 1.500 0.500 2.522 3.150 3.150 2.522 0.000 1.141 1.275 1.141 0.000 STRESS ANALYSIS: 20KA264/1&G 359 : 96-0003-2 CARLSBAD CORPORATE (AREA El BASE LENGTH 16- 4 1/8 HQRKIHG LENGTH 16- 0 1/S DEPTH 20 INC RON ON 3-25-96 -CARLSBAD CA JFL ' tFF DEPTH 19.033 BC PflNLS LE= 3- 2 TC PANELS LE= 2- 2 FIRST HALF LE= 1- 0 FIRST DIAG LE= 4- 2 DEPTHS LE= 20.000 MULTIPLE LOADING: 3 BC PANELS fil 4- 0 END STRUT TILTED SPECIAL 1ST COHP CENTERLINE= 20,000 RE= 3- 2 RE= 2- 2 RE= 1- 0 RE= 4- 2 RE= 20,000 PT LOAD OF 500 LBS AT PANEL PT < EXTRA SHEAR ADDED TO EACH NEB= 250 UNIFORM TC LQAD= 264 UNIFORft EC LOA0= 0 REACTIONS Ri= +2.363.38 R2= +2.363.38 fl!N SHR= 8,17'LE 8.17'RE 590.34 TL= 4,726,75 NO 1 NEK H2 TILTED END i. 3 4 5 6 7 VIS W3 »4 iJ5 MS «4 H3 TILTED END 8 9 10 11 VIS W2 SE SO TC F -3.976 STRUT -3.643 -3.643 -5,946 -5.946 -5,946 -5.946 -3.643 STRUT -3,976 -3,976 END Dint BC F 0 0 4,632 4,632 6.595 6.595 4.632 < 4,632 4.632 0 CTIoil 130 HHHLISJ; SHEAR i 1 i -1 -i -2 .098 528 .570 .042 514 -513 .041 ,570 528 ,093 i WEE F 5.031 -624 -2.151 2,079 -1.229 -1,229 2.079' -2.151 -624 5.031 CSC 2, i. -i. i . -i. i. -i. i. _ i ~Li 142 132 182 609 609 ! A/IOV7 609 132 182 142 WEE L 40,77 22,50 T-i C .1 ii . JV 30,63 30.63 30,63 30.63 22.50 22.50 40.77 PP DISTANCE 0- L~ 3- 4- 6- 3- 10- 12- 14- 13- -L L 2 2 i L t. 2 n i i VERTICALS — - 2 VI END PNL V2 INTERIOR ,363 '523 528 -2,363 -624 -528: 1. 1. 1. 000 132 000 19.03 22.50 15.03 HAX TC COBPRES3IQH= -5,946.91 HAX INT TC PANEL LENGTH = 24,00 HAX BC TENSION^ 6,595,05 HAX INT BCfANEL LENGTH =48.00 STRESS ANALYSIS: 20KA264/160 J59 •!.< 96-0008-2 CARLSBAD CORPORATE (AREA 6) 'v BASE LENGTH 16- 4 1/8 HGRKINB LENGTH 16- 0 i/8 DEPTH 20 / HEXAH. INC Rt -'CARLSBAD CA JFL EFF DEPTH 19.033 3-25-96 BC PANLS LE= 3- 2 TC PANELS LE= 2- 2 FIRST HALF LE= 1- 0 FIRST DIAS LE= 4- 2 DEPTHS LE= 20,000 MULTIPLE LOADIN5: 3 BC PANELS AT 4- ( END STRUT TILTED SPECIAL 1ST COHP CENTERLINE= 20.000 RE= 3- 2 RE= 2- 2 RE= !- 0 RE= 4- 2 RE= 20.000 PT LOAD OF 500 L3S AT PANEL FT 5 8.17'LE 8.17'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COHPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TD SUHMARY - NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD s 8300 EXTRA SHEAR ADDED TO EACH WEB= 250 UNIFORH TC LQAD= 264 UNIFORM BC LQAD= 0 • ALL LOADS SHOWN REDUCED BY 257. REACTIONS RI= +1,772.53 R2= +1.772,53 KIN SHR= 443.13 TL=3.545,06 NO HEH TC F i H2 -2,982 TILTED END STRUT VIS -2,732 2 W3 -2,732 3 M4 -4,460 4 tti -4,460 5 W5 -4.460 6 »4 -4.460 7 H3 -2,732 TILTED END STRUT VIS -2,982 8 $2 -2.982 9 3E SQ END 10 VI END PNL 11 V2 INTERIOR HAX TC CONPRESSIQN= BC 3- 3f 4. 4, 3. 3, 3. -10. 3! F 0 0 474 474 946 946 474 474 474 -0 r-" 3 685 r.L33 HNHLS3! SHEAR 1.574 1% 1,177 781 385 -385 -781 -1.177 396 -1.574 TO UCBTTffll 5) U Vtn ) JLHLS 1.772 396 396 .18 fiAX WEB F 3 -1 1 -i -1 1 -1 ?-J -i BC .907 -468 • 687V .660 .022 .022 .660 .687 -468 ,907 .772 -468 -396 n I -1 1 -i 1 -1 i -1 -2 1 1 i CSC ,142 .122 .182 .609 ,609 .609 .609 ,132 .182 .142 ,000 .182 .000 TENSION= 4, m 40. ir. inii. 30, 30. 30, 30. i-i. . 22. 40, 19. 22, 19, 946. L 77 50 50 63 63 63 63 50 50 77 03 50 03 29 PP 0- n_ 3- 4- 6- 8- 10- 12- 14- 13- DI STANCE n n 2 i 2 2 2 2 2 2 INT TC PANEL LENGTH = 24,00 INT BC PANEL LENGTH = 48.00 20KA264/160 359 RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA BJ CfiRLSBAD Cfi JFL HEH 1 2 3 4 5 6 7 S 9 10 11 TC TEN 6,225 6.225 6,225 6,225 6,225 4,225 6,225 6,225 0 0 0 irjLiir TC CQH -9,207 -8,957 -10.635 -10,685 -10,685 -10,635 -8,957 -9.207 0 0 0 LC HHHLiai BC TEH 0 4,632 4,632 6.595 6.595 4,632 4,632 0 0 0 0 a aunnwM BC CQH 0 0 0 0 0 0 0 -0 0 0 0 fcEp TEN 5.031 • ' 0 2,079Au 0 '2.079 0 • •5.031 0 0 0 KEB COH 0 -2,151 0 -1,229 -1.229 0 -2.151 0 f. fit-i.OOi.' -624 -523 UNIFORM LOAD: TOP CHORD= 264 20KA264/UQ J59 96-0008-2 CARLSBAD CORPORATE fAREA B! RUN ON 3-25-76 CARLSBAD CA JFl 'C TEN 6.225 6.225 6.225 6.225 0 0 0 LUilDL TC CQH -9.207 -8.957 -10.635 -10.685 0 0 0 CONSOLIDATE LEFT & RIGHT 0 -0 4,632 0 4.632 0 6.595 0 0 0 0 0 0 0 ,031 0 ,07? 0 0 0 0 0 -2.15: 0 -1.229 -2.363 -624 HAXIMUM UNIFORH LOAD: TOP CHORD= 264 Internatioal Structurel Products - El Paso . Texas HEHBER SIZES; 2GKA264/16Q J59 96-0008-2 CARLSBAD CORPORATE (AREA 3) Rx SI BENDING LOAD OUTSIDE DEPTH BC = IE AREA = 0,3590 TC = 20 AREA = 0.4340 v = 0.5460 ACTUAL EFF DEPTH - CORRECTED LOAD TC= L/Rx = 33.333 USING L/Ri = 30.150 USING Fa = 22.117.4 USING MAX LOAD !F!LLERSJ= NO INTERIOR FILLERS CARLSBAD CA JFL = 50,000.000 Fb = 30.000.000 0,000 ASSUMED FORCE = 10,635.187 20,000 ASSUHED EFF DEPTH= 19,033 yix) = 0,4210 Ryy = 1.0322 Rz = 0.2960 = 0,6260 = 0.3479 19.033 10.685.1S7 L = 24.00 L = 12.00 L/R= 33,33 21.623.76 REQUIRED Rz = 0.3980 Rvy Ss = 0.1306 Qs GAP BETWEEN CHORD* BC L/Ryy= 27.525 USING KITH FILLERS K= F'e= 101.596,17 mi LOAD NO FILLER= = 1.2192 = 0.8342 1,000 6.595.054 L = 36,00 1.00 Ca= 0.00000 19.200.34 TC (fa/Fa) = BC STRESS = CHORD KT 0.49908 USIKS TC= 20 = 2 )( 2 X .125 9,185.31235 USING BC= IE = 1 1/2 X 1 1/2 I .125 95.133 CHORD NT/FT END PANEL CHECS; END PANEL ALLOWABLE FORCES REDUCED .' END PANEL CHECK = AXIAL LOAD Fa fb PANEL PT Ci PANEL PT= 14,653.2 BOTTOM CHORD L/Rz= m BRIDGING CHECK MOMENT OF INERT IA= «= 264 LEFT END 9,207.34 17.657,19 5,141.56 0.971 RID PANEL= 162.162 TC= 14.73' 149.3 LENGTH AXIAL STRESS f F'e fb HID-PANEL fa/Fa 0.6065 NO FILI TC DAL/Ryy BC= 20,64' LL 360=1.364.2 5.813 24.06 9.511.71 101,069.03 1.424.29 0.533 1.45L/R= 157.570 LI 240=2,046,4 RON 3-25-96 TC TENSION STRESS = 6.430.78 HEB DESIGN: 2QKA264/16Q J59 ^ RUN ON 3-25-96 96-0003-2 CARLSBAD CORPORATE (AREA BS CARLSBAD CA JFL TC= 20 = 2 X 2 X .125 BC= IE = 1 1/2 I i 1/2 X ,125 WEB DESIGN NUHBER SI QTY ACTUAL T ALLOW T ACTUAL C ALLOW C HELD THK ANGLE NAME 1 «2 RH 1 5.031 16,398 0 3.472 2.0 .113 7/8" ROD 2 H3 10 1 0 7,090 2.151 3.5$1 2.0 ,125 1 X 1 X .125 3 W4 10 i 2,079 7.090 0 1,922 2.0 ,125 1 X i X .125 4 W5 10 1 0 7.090 1,229 1.922 2.0 .125 1 X M .125 -— STANDARD VERTICALS 5 SE 10 2 fi 0 14.180 2,363 11.138 2.0 ,079 MIX .125 6 VI 10 1 0 6.331 678 3,151 2.0 .022 M M .125 7 V2 10 1 0 7,090 531 4,292 2.0 .019 MM .125 27-Mar-96 JOB NUMBER: 96-0008-B JOB NAME: CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 20KA264/160 MARK: J59 'AXIAL LOAD AND BENDING". END PANEL '' tI• Leg = Thickness « Fy- Gap = K = Length = Gravity Axial Load * Lateral axial load = W = Bearing Depth « Reduc. * ONE ANGLE 2.000 0.125 50.000 1.000 1.000 24.060 9,207.34 8,300.00 264.00 3.00 1.00 In. in. ksi in in Ibs. ibs. Ibs./ ft. in. A = lx = nc» lz = rz* V •" Q -^ Eccentricity « Moment Pp = Moment Mp = fa- Panel P. fb - Mid Panel fb - Fb = K)/rz» Cc = Fa = F'e = Cm« 0.484 0.190 0.626 0.077 0.398 0.546 n R^A. 1.50 14,041.93 13,345.46 4,750.95 8,351 .66 7,937.43 30,000.00 60.52 117.14 19,611.21 40,768.67 0.97 inA2 inA4 in i inA4 / in \ in in Ibs-in. Ibs-in. psi psi psi psi psi psi ^-^^PROPERTIES:j^ /^ At = / itx- ' rtx« Panel P. Stx » Mid Panel Stx = _ See rf£ Kl/nc- Cc* Fa = Fe- ; Cm-" 1.938 2.522 1.141 1.681 1.681 ;*T pA< 21.09 117.14 23,674.00 335,699.90 1.00 inA2 inA4 in kiA3 in*3 . — --' psi psi No filler Panel point <= 0.6 Fy = 30,000.00 psi (fa + fb)/0.9= 14,558.46 OK Mid panel<= 1.00 (fa/Fa + Cm*fb/((1-fa/F'e)'Q'Fb))/.09« 0.65 OK With filler Panel point <= 0.6 Fy = 30T000.00 psi (fa + fb)/0.9. 14,558.46 OK Mid panel <= (fa/Fa + Cm*fb/«1-fa/Fte)'Q'Fb)) /.09= 1.00 0.58 OK ISP INC March 27, 1996 Shape; L U 2.000 H 2.000 T 0.125 X 0.000 Y 3.000 a 180.00 A 0.484 Vbar -0.546 Xbar -0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 6 225.00 Shape: L U 2.000 H 2.000 T 0.125 X 1.000 Y 3.000 a 270.00 A 0.484 Mar -0.546 Xbar 0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 0 315.00 Shape; L V 2.000 H 2.000 T O.i25 X -{1.125 Y 0,000 K 90.000 A 0.484 Ybar 0.546 Xbar -0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 e 135.00 Shape; L U 2.000 H 2.000 T 0.125 X 1.125 Y 0.000 B 0.000 A 0.484 Ybar 0.546 Xbar 0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 0 45.000 | a _ 4 1I1 1 1 1 1 1 1 1t \ 1 1 1 1 1 1 1 1 1 1 1 11 1 III 1i1 1 1 1 1 -_ _ " | ,n A 1.938 Wgt 6.588 Vbar 1.500 Xbar 0.500 Ix 2.522 ly 3. IK) lu 3.150 Iz 2.522 Ixy 0.000 Rx 1.141 Ry 1.275 Rz 1.141 e 0.000 STRESS ANALYSIS; 20KA264/160 J59A I.! 76-0003-2 CARLSBAD CORPORATE (AREA Bl s- BASE LENGTH 4- 5 1/8 SC PANLS TC PANELS FIRST HALF FIRST DIAG WORKING LENGTH DEPTH 4- LE= LE= LE= LE= 2- t- 0- 2- 2 •Vi. 0 2 1 1/8 20 1/2 1/2 1/2 1 BC PANELS AT 4- i END STRUT TILTED SPECIAL 1ST CDfiP / HEXAH. INC RUN ON 3-25-96 CARLSBAD CA JFL EFF DEPTH 17.033 RE= 2- 2 1/2 RE= 1- 2 1/2 RE= 0- 0 DEPTHS LE= 20,000 CENTERLINE= 20,000 RE= 20,000 HULTIPLE LOADING; PT LOAD OF 500 LES AT PANEL PT 2,2i'LE 2,2i'RE EXTRA SHEAR ADDED TO EACH «EE= 250 UNIFORM TC LOAD= 264 UNIFORM BC'LOAD= 0 REACTIONS Rl= +770.38 R2= +790.38 HIN SHR= -— STRESS ANALYSIS NO HEH TC F BC F SHEAR (O F CSC 1 W2 -841 0 652 1,472;. 1.632 TILTED END STRUT VIS -671 0 2 K3 -671 671 3 W3 -671 671 TILTED END STRUT VIS -341 671 4 K2 -841 0 270 361 -332 270 -ill 1.162 5 3E 3Q END 6 VI END PNL 7 V2 INTERIOR mi TC COMPRESSION= -841, 177.59 TL= 1.580.75 WEB L 31,07 -631' -1.000 17, -632 1.000 19, -3191' -1,132 22, -652 1,472 -1.632 31, VERTICALS —- 770 -770 1.000 19, 270 -319 1.182 22, 0 0 0,000 0, 3 HAX BC TENSION* 671. ,50 ,00 PP DISTANCE 0- 2 u 1. \!A 2 1/2 2 1/2 ",~ "i INT TC PANEL LEN3TH = 12.00 HAX INT BC PANEL LENBTH = 12, — STRESS ANALYSIS: 20KA244/14Q J59A I.r " / HE)tA«. 1KC RUN ON 3-25-94 96-0008-2 CARLSBAD CORPORATE (AREA Bi •„_.CARLSBAD CA JFL '__ BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH 4- 5 1/8 4- 1 1/8 20 . 19,033 BC PANLS LE= 2- 2 1/2 1 BC PANELS AT 4- 0 RE= 2- 2 1/2 TC PANELS LE= 1- 2 i/2 END STRUT TILTED RE= 1- 2 1/2 FIRST HALF LE= 0- 0 SPECIAL 1ST CDilP Rt= 0- 0 FIRST DifiG LE= 2- 2 1/2 RE= 2- 2 1/2 DEPTHS LE= 20,000 CENTERUNE= 20,000 RE= 20.000 MULTIPLE LOADING; PT LOAD OF 500 LSS AT PANEL PT 3 2.21'LE 2.21'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUHHARY - NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD i 8300 EXTI UNIF ALL REAE NO 1 to SHEAR ADDED TO EftC :QRM TC LOAD= 264 LOADS SHOWN REDUCED :TIONS Rl= +592.78 MEM TC F BC W2 -631 H WEB= 250 UNIFORM BC L£ BY 257. R2= +592,^ STRESS ANALYSIS F 0 SHEAR 48? iAD= 0 r8 MIN j WEB F 1.206 SHR= c 1, Tsl 632 148 #E. 31 .20 B L .07 TL= PP 0- DIS L 1.185.56 TANCE TILTED END STRUT 2 3 VIS -503 W3 -503 H3 -503 0 503 503 202 236 -236 -239 -536 -536 1. -1, i. 182 000 000 22 19 19 .50 ,03 .03 1- 2- 2- Z L 2 1/2 i/2 i/2 TILTED ENS STRUT 4 5 6 7 MAX MAX VIS -631 N2 -631 SE S3 END VI END PNL V2 INTERIOR TC COMPRESS10N= -6. INT TC PANEL LENGTH 503 -0 - ST 856. = 202 -48? D VERTICALS 592 202 0 24 HAX 12.00 HAX -239 1,206 -592 -239 0 -i. -1. i . 1. ' 0. 182 632 000 182 000 BC TENSION= INT BC PANEL 22 31 19 22 0 503 ,50 .0? .03 .50 ,00 ,48 LENGTH = ^-2- 12 2 2 .00 i/2 1/2 ' 2GKA264/16Q J59A RON ON 3-25-96 96-0003-2 CARLSBAD CORPORATE (AREA 8) CARLSBAD CA JFl HOLT1PLE ANALYSIS SUHHARY HEH TC TEN TC CQ« BC TEN BC COH WEB TEN WEB COR 1 c.,225 -6.856 0 0 1,472 0 2 6,225 -6.728 67i 0 0 -631 0 G -632 -0 1.472 0 0 - 0 -790 0 0 -319 0 0 0 MAIIHUH UNIFORM LOAD; TOP CHORD= 264 3 4 5 6 7 ' 6.225 6,225 0 0 0 -6.728 -6,856 0 0 0 671 0 0 0 0 20KA264/160 J59fi " RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE 1AREA B) CARLSBAD CA JFL CONSOLIDATE LEFT & R1SHT —-— KEH TC TEN TC CQtf BC TEN BC COH WEB TEN WEE CON -0 1.472 0 0 0 -632 0.0 -790 00 -319 000 HAKIHUH UNIFORM LOAD: TOP CHORD= 264 1 2 3 4 5 6.225 6,225 0 0 0 -6,856 -6.728 0 0 0 0 671 0 0 0 Structural Products - El Psso . Texas flEKBER SIZES: 2GKA264/160 J59A 96-0008-2 CARLSBAD CORPORATE (AREA 8)CARLSBAD CA JFL RUN ON 3-25-96 Fy BENDING LOAD OUTSIDE DEPTH BC = IE AREA = 0.3590 TC = 20 AREA = 0.4B40 y = 0.5460 ACTUAL EFF DEPTH = CORRECTED LOAD L/Rx = 19,169 USING L/Rz = 15,075 USING Fa = 22,958,9 USING HAX LOAD (FILLERS)* NO INTERIOR FILLERS 50,000,000 Fb = 30.000.000 0.000 ASSUHEB FORCE = 6.728.484 20.000 ASSUMED EFF DEPTH= 19.033 ) = 0,4210 Ryy = 1,0322 • Rz = 0,2960 Rx SI i = 'C=;ING 1 INS ;ING [SI* .ERS = 0,6260 = 0.3479 19,033 6.728,484 L = 12.00 L = 6.00 UR= 29,52 22.446.50 REQUIRED Rz = 0,3980 Ryy = 1.2192 Ss = 0.1306 Gs = 0.8342 BAP BETWEEN CHORD= 1,000 BC . = 671.313 L/Ryy= 29.525 USING L = 36,00 KITH FILLERS K= 1.00 F'e= 406.384.63 Ci= 0.00000 HAX LOAD NQ FILLER= 22.391.14 TC (fa/Fa) = 0.30275 USING TC= 20 =2X21 .125 BC STRESS = 934.97669 USING BC= IE = 1 1/2 XI 1/2 X ,125 CHORD KT ;5.797 CHORD KT/FT 5.818 END PANEL CHECK «= 264 END PANEL ALLOWABLE FORCES REDUCED 10 I END PANEL CHECK = LEFT END LENGTH . = 12.56 AXIAL LOAD = 6.856.24 AXIAL STRESS fa = 7.082.89 Fa = 20,495.34 F'e = 370.306.73 fb PANEL PT = 867.26 fb HID-PANEL = 471.37 Ci = 0.994 fa/Fa = 0,345 PANEL PT= 7,950.1 HID PAN£L= 0.3667 NQ FILLERS L/R= 31.56 BOTTOM CHORD L/R:= 40.540 TC OAL/Ryy = 40.2B9 HAX BRIDGING CHECK TC= 14.73' BC= 20,64' HOHENT OF INERTIA* 149,8 LL 360M.HI.1 LL 240=1.III.i TC TENSION STRESS = 6.430.78 8E2 DESIGN: 20KA264/160 J59A w ,. RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA E! CARLSBAD CA JFL TC= 20 = 2 X 2 X .125 BC= IE = I 1/2 X 1 1/2 X ,125 tO DESIGN NUMBER SZ GTY ACTUAL T ALLOW T ACTUAL C ALLOW C WELD THK ANGLE NAME 1 N2 RH 1 1.472 16,398 0 5.980 2.0 .113 7/8" ROD 2 W3 10 1 0 7,090 632 4.292 2.0 .125 MM .125 —- STANDARD VERTICALS —- 3 SE 10 2 B 0 14.180 790 11,188 2.0 ,026 MM .125 4 VI 10 1 0 6.381 353 3.151 2.0 ,011 MM ,125 27-Mar-96 JOB NUMBER: 96-oooa-B JOB NAME: CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 20KA264/160 MARK : J59A "AXIAL LOAD AND BENDING". END PANEL:; ;;1 ONE ANGLE Leg** Thickness =* Fy = Gap« K = Length = Gravity Axial Load « Lateral axial load * W = Bearing Depth = Reduc. » 2.000 in. 0.125 In. 50.000 ksl 1.000 in 1.000 12.560 in 6,856.24 Ibs. 8,300.00 Ibs. 264.00 Ibs./ ft. 3.00 in. 1.00; '," A» Ix- nc» Iz- rz = y = Q» Eccentricity = Moment Pp =* Moment Mp - fa« Panel P. fb » Mid Panel fb = Fb» Kl/rz- Cc« Fa* F'e = Cm «* 0.484 0.190 0.626 0.077 0.398 0.546 0.834 1.50 12,683.82 12,694.03 3,537.79 7,662.86 7,549.98 30,000.00 31.59 117.14 22,769.82 149,602.38 0.99 in*2 inM in inM in in in Ibs-in. Ibs-rn. psi psi psi psi psi psi .^ PROPERTIES: N /^ At- / ltx» / rtx» / Panel P. Six - \ Mid Panel Stx- \V. 3>-e e i Kl/rx- Cc» Fa" F'e» Cm» 1.938 2.522 1.141 1.681 1.681 ' ftSr 11.01 117.14 24,403^3 1,231,865.19 1.00 inA2 inM in in"3 inA3 j«*s f\<* psi psi No filler Panel point <= 0.6 Fy = 30,000.00 psi (fa + fb)/0.9> 12,445.17 OK Mtdpanel<= 1.00 (fa/Fa + Cm*fh/((1-fa/F'e)*Q*Fb)}/.09» 0.51 OK With filler Panel point <= 0.6 Fy = 30,000.00 psi (fa + fb)/0.9= 12,445.17 OK Midpanelo* (fa/Fa + Cm*fb/((1-fa/F'e)*Q*Fb)) 1.09' 1.00 0.50 OK ISP INC March 27, 1996 Shape; L U 2.000 H 2.000 T 0.125 X 0.000 Y 3.000 a 180.00 A 0.484 Ybar -0.546 Xbar -0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 RZ 0,398 0 225.00 Shape! L U 2.000 H 2.000 T 0.125 X 1.000 V 3.000 a 270.00 A 0.484 Ybar -0,546 Xbar 0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.3% e 315.00 Shape! L U 2.000 H 2.000 T 0.125 X -0.125 Y 0.000 c 90.000 A 0.484 Ybar 0.546 Xbar -0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 $ 135.00 Shape! L U 2.000 H 2.000 T 0.125 X 1.125 Y 0.000 « 0.000 A 0.484 ttar 0,546 Xbar 0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 9 45.000 | " - 4 Ii1I I I I I 1 I 1 I 1 I 1 1i1 1 i 1 I 1 Ii1 I 1 Ii) I 1 1 j - | •..i" ,. ... :'':••' *;" v n A 1.938 Ugt 6.588 ftar 1.500 Xbar 0.500 Ix 2.522 ly 3.150 lu 3.150 Iz 2.522 Ixy 0.000 Rx 1.141 Ry 1.275 Rz 1.141 0 0.000 STRESS ANALYSIS: 2SKA232/128 96-0008-2 CARLSBAD CORPORATE (AREA Bi BASE LENGTH 39- 2 3/4 BC PANLS LE= TC PANELS LE= FIRST HALF LE= FIRST DIAG LE= WORKING 38-10 3 3- 7 3/8 2- 5 3/8 2- 0 5- 7 3/8 LENGTH /4 8 BI Ei DEPTH 28 / HEXAti. INC RON CARLSBAD CA JR EFF DEPTH 27.026 5-25-96 ELS AT 4- 0 END STRUT TILTED DEPTHS LE= 28.000 CENTERLINE= 28.000 HULTIPLE LOADING: RE= 3- 7 3/8 RE= 2- 5 3/8 RE= 2- 0 RE= 5- 7 3/8 RE= 28,000 PT LOAD OF 500 LBS AT PANEL PT 10 19.61'LE 19,61'RE EXTRA SHEAR ADDED TO EACH «E8= 250 UNIFORM TC LOAD= 232 UNIFORH BC LQAD= 0 REAi NO i HIGHS Rl= +4.761.9 HER TC F H2 -6.835 2 R2* + - STRESS A BC F 0 4,761.' NALVSI; SHEAR 4 .497 n H1N SHR= •* HEB F 3.630 1 i. CSC .323 190.48 WEB L 49.41 TL=9.523.3; P? DISTANCE 0- 2 TILTED END STRUT 2 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 VIS -6,557 H3 -6.557 W4 -12.890 H5 -12.890 W6 -17,455 H7 -17.455 W3 -20.371 K9 -20.371 HiO -21.639 W10 -21.639 H9 -20.371 H8 -20,371 W7 -17.455 H6 -17,455 H5 -12,890 W4 -12.890 H3 -6,557 9 9 15 15 19 19 21 21 21 21 19 19 15 15 9 9 0 .990 .990 .378 .378 .119 .119 .211 ,211 .211 ,211 .119 ,119 .378 .373 .990 ,990 3 3 2 2 1 1 ~1 -1_i ~? -j -j 631 .865 .266 .802 ,333 .374 .410 946 432 -481 -945 .409 ,873 ,337 .301 .265 .865 -711 -5,503 4,702 -4.081 3.461 -2.840 2.220 -1.599 1,592 1,592 '-1,599 2.220 -2,840 3.461 -4.031 4.702 -5.503 1 -1 1 -1i -1 • 1 -1 1 -i 1 -i 1 -1 1 -1 1 ,126 .337 .337 .337 .337 .337 .337 .337 ,337 ,337 .337 .337 .337 .337 ,337 .337 ,337 30.43 36.14 36.14 36.14 36.14 36.14 36.14 36.14 36.14 36.14 36.14 36.14 36,14 36.14 36,14 36,14 36,14 2- 5 3- 7 5- 7 7- 7 5- 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 f .'.i•ifO 3/8 3/8 3/8 3/3 3/8 3/8 3/8 3/3 . 3/fl 3/8 3/3 3/8 3/8 3/8 3/8 3/8 TILTED END STRUT IS 19 20 21 HAX VIS -6,885 H2 -6.835 SE SO END VI END PNL V2 INTERIOR TC COHPRESSION= 9 -21 ,990 0 cmill U .639.4 -4 631 .497 -711 8.680 „ t -1 .126 .828 30,43 49.41 36- 9 35- 7 3/3 3/8 VERTICALS - — 4 5 .761 631 964 MAX -4.761 -711 -964 ! i 1 EC TENSION= .000 ,126 ,000 21. 27.02 30,43 27.02 211.42 HAX INT TC PANEL LENGTH = 24.00 INT 3C PANEL LENSTK = 4S.OO — STRESS ANALYSIS: 28KA232/128 360 I.p 96-0008-2 BASE LENGTH ~ 39- 2 3/4 CARLSBAD CORPORATE WORKING LENGTH 33-10 3/4 (AREA B) ^ DEPTH 28 -" / HEX AH. INC F ^•CARLSBAD CA JFL EFF DEPTH 27.021 BC PANLS L£= 3- 7 3/8 3 BC PANELS AT 4- 0 RE= 3- 7 3/8 TC PANELS LE= 2- 5 3/8 END STRUT TILTED RE= 2- 5 3/8 FIRST HALF LE= 2- 0 RE= 2- 0 FIRST DIAG L£= 5- 7 3/8 RE= 5- 7 3/8 DEPTHS LE= 28.000 CENTERLINE= 28.000 RE= 28,000 MULTIPLE LOADING: PT LOAD QF 500 LBS AT PANEL PT 10 19.6i'LE 19.6i'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUHHARY - NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD : 8300 EXTRA SHEAR ADDED TO EACH «£&= 250 UNIFORM TC LOAD= 232 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED REACTIONS Rl= +3. NO MEM 1 W2 TILTED TC F -5,164 END STRUT 571.44 BC VIS -4,919 2 W3 3 114 4 H5 5 W6 6 W7 7 H8 8 «9 9 WiO 10 WIO 11 H9 12 WS 13 W7 14 H6 15 W5 16 N4 17 W3 TILTED VIS 18 W2 19 SE 20 VI 21 V2 -4,91? -9.669 -9.669 -13,093 -13,093 -15.281 -15,281 -16,232 -16,232 -15,281 -15,281 -13,093 -13.093 -9,669 -9.669 -4,919 END STRUT -5,164 -5,164 SQ END END PNL INTERIOR 7, 7. 11, 11. 14. 14, 15. 15, 15. 15, 14, 14. 11. 11. 7. 7. 7, BY 257, R2= CTBCC3lnt;j F 0 0 494 494 536 536 342 342 911 911 911 911 342 342 536 536 494 494 494 -0 - STD +3,571, n fljAJ VT SHEAR 3.372 473 2,69? 2.44? 2.101 1,753 1.405 1,057 709 361 -361 -709 -1.057 -1.405 -1.753 -2,101 -2.449 -2.899 473 -3.372 VERTICALS 3,571 ' 473 723 44 £ HIN 3 WEB F 6 -4 ? V i. .-2 1 -i 1 1 -i 1 "i. 2 -3 3 -4 6 — -3 .625 -533 ,211 .610 ,145 .679 ,214 .748 ,233 .194 ,194 ,233 .748 .214 .679 ,145 .610 ,211 -533 .625 - .571 -533 -723 HR= CSC 1.828 1,126 -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 -1.126 -1.828 1,000 1,126 1.000 892.86 WEB L 4?. 41 30.43 36.14 36.14 36.14 36.14 36.14 36.14 36,14 36.14 36.14 36.14 36,14 36.14 36.14 36.14 36.14 36.14 30.43 49.41 27.02 30,43 27.02 TL= PP 0- 2- 3- 5- 7- 9- 11- 13- 15- 17- 19- 21- 23- 25- 27- 29- 31- 33- 36- 35- DIS L t 7 7 7 7 7 7 7 7 7 7 7 7 7 7 / 7 9 7 7.142 TANCE 3/8 3/8 3/6 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 3/3 3/8 3/8 — MAX TC COMPRESSION^ -22.457,59 MAX BC TENSION^ 15.911,51 MAX INT TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH = 48,00 28KA232/123 360 ' SON ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA JR HEH 1 2 3 4 5 6 7 3 9 10 11 12 13 14 15 16 17 18 19 20 21 TC TEN 6,225 6.225 6,225 6.225 6,225 1 1-1 Cfc.tiJ 6.225 6.225 6,225 6.225 6,225 6.225 6,225 6.225 6,225 6,225 6.225 6.225 0 0 0 nuLi ir TC COH -11,389 -11.144 -15,894 -15.894 -19,313 -19,318 -21.506 -21,506 -22,457 -22,457 -21,506 -21,506 -19,318 -19.318 -15,894 -15.894 -11,144 -11.389 0 0 0 LL HIIHLiaj BC TEN 0 9.992 9,992 15.381 15,381 19,122 19,122 21.215 21,215 21.215 21,215 19.122 19,122 15.381 15,381 9,992 9.992 0 0 0 0 BC COH 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -0 0 0 0 WEB TEN g.681 0 4.702 0 3,461 0 2.220 • 0 1.592 1,592 0 2,220 0 3,461 0 4.702 0 > 8.681 - 0 0 0 KEB CQfi 0 -5.504 0 -4.032 0 -2,840 0 -1.599 0 0 -1,599 0 -2,340 0 -4,082 0 -5,504 0 -4.761 -711 -964 UNIFORH LOAD: TOP CHORD= 232 28KA232/I2B 360 ^" fiUN ON 3-25-96 96-0003-2 CARLSBAD CORPORATE (ARES B) CARLSBAD CA JFL m i 2 3 4 5 6 7 8 9 10 11 12 TC TEN 6,225 6,225 6,225 6.225 6.225 6,225 6,225 6.225 6.225 0 0 0 LUItOUL TC COH -11,389 -11.144 -15.394 -15,394 -19,313 -19.318 -21,506 -21,506 , -22.457 0 ' 0 0 limit Ltri BC TEN 0 9.992 9.992 15.381 15,381 19.122 19,122 21.215 21,215 0 •0 0 BC COf! -0 0 0 0 0 0 0 0 0 0 0 0 WEB TEN 8. 681 0 4.702 0 3.461 0 2.220 : 0 1.592 0 0 0 HE8 CBN 0 -5.504 0 -4,032 0 -2.840 0 -1.599 0 -4.761 -711 -964 _ MAKIHOtl UHIFORH LOAD; TOP CHORD= 232 Internatioal Structural Products - El PVsb . Tens fiENBER SIZES; 28KA232/128 060 76-0008-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA RUN ON 3-25-96 Fv BENDING LOAD OUTSIDE DEPTH BC = IE AREA = 0,3590 TC = 21 AREA = 0,5520 v * 0.5530 ACTUAL EFF DEPTH = CORRECTED LOAD TC= L/Rx = 38.461 USING L/Rz = 30.303 U5IN6 Fs = 23,634,0 USING HAX LOAD fFILLERS)= NO INTERIOR FILLERS = 50,000.000 Fb = 30,000,000 0.000 ASSUHED FORCE = 22.457.577 28.000 ASSUMED EFF BEPTH= 27.021 yu) = 0.4210 Ryv = 1.0322 Rz = 0.2760 Rx 31 = 0.6240 = 0.386? 27,026 22.453.442 L = 24.00 L = 12.00 L/R= 38,46 26.352.94 REQUIRED Rz = 0.3960 Rvv SB = 0.1478 8s SAP BETWEEN CHORS= BC L/Ryy= 29.428 USING WITH FILLERS K= F'e= 100.943,03 £ m LOAD NO F!LLER= = 1.2233 = O.S979 1.000 21.211.426 L = 36.00 1.00 :•= 0,00000 23.179.39 TC (fa/Fa) = 0.86054 USING TC= 21 = 2 X 2 It .143 BC STRESS = 29.542.37743 USING 3C= IE = 1 1/2 X 1 1/2 X ,125 CHORD HT 246.704 CHORD HT/FT END PANEL CHECK K= 232 END PANEL ALLOWABLE FORCES REDUCED 10 J END PANEL CHECK = AXIAl LOAD Fa fb PANEL PT CIB = PANEL PT= 17.910.3 FIRST PANEL CHECK = AXIAL LOAD Fa fb PANEL PT Cu = LEFT END 11.387.63 17.581.55 7.595,96 0.960 MID PANEL= LEFT END 11.142.93 15,028,70 7,595.96 0.899 LENGTH AXIfiL STRESS fa = F'e = fb «ID-PAKEL fs/'Fs = 0.6375 NO FILLERS LENGTH AXIAL STRESS fa = F'e = fb HID-PANEL fa/Fa 27,38 !0,3i4.3S 77.591.13 < 417 C Il.lliJ. JD 0.536 L/R= 69,12 38,00 10.073.24 40,267.35 1.860.55 0.671 PANEL PT= 17.689,2 KID PANEL= 0.7545 FILLERS L/R* 75.95 BOTTOM CHORD L/Rz= 162.162 TC OAL/Rvv = 381.546 MAX BRIDGING CHECK TC= 14.78' BC= 20.64' MOMENT OF INERTIft= 318,3 LL 360= 202.1 LL 240= 303,1 TC TENSION STF 5.637.54 SO DESIGN: 28KA232/12B 360 RUN GN 96-0003*2 CARLSBAD CORPORATE (AREA Bi -CARLSBAD CA JFL TO 21 = 2 X 2 X ,143 BC= IE = ! 1/2 X 1 1/2 X .125 NUHBER 1 W2 2 W3 3 H4 4 W5 5 H6 6 W7 7 KB 8 H9 9 W10 SI QTY RH 1 IK 1 IE 1 IE 1 10 1 IE 1 10 1 15 1 10 1 ACTUAL T 8. 4. -1*. nt. i i. 631 0 702 0 461 0 220 0 592 Btr L'ta ALLOW T ACTUAL C 16.393 15,963 10.877 10.377 7.090 10,877 7.090 7.903 7.090 0 5,504 0 4,082 0' 2.840 0 1.599 0 ALLOW C 2.162 6.357 4.419 4.419 1.263 4.419 1.263 2,237 1,263 WELD 2.0 1 f 2.6 2.2 2.0 2.0 2.0 2,0 2.0 THK ANGLE KANE .113 7/8" ROD .168 i .125 i .125 i .125 i ,125 1 .125 1 ,109 1 .125 1 1/2 X 1/2 X 1/2 X X 1 X 1/2 X X 1 X 1/4 X X ' Vi A I * ,"1 VJ iii I 1 1/2 X 1 1/2 X .125 1 1/2 X .125 1 1/4 X .125 .187 .125 .125 .125 .109 —- STANDARD VERTICALS -— 10 SE 10 2 B 0 14,180 4.761 8.932 2.6 .125 1 X 1 X .125 11 VI 10 1 0 6.381 824 1.603 2,0 .027 1 X 1 X ,125 12 V2 10 1 0 7,090 1.076 2,259 2.0 .036 i X 1 X .125 27-Mar-96 JOB NUMBER: 96-0008-B JOB NAME: CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 28KA232/128 MARK: J60 "AXIAL LOAD AND BENDING". END PANEL;;;;I ONE ANGLE Leg = Thickness = Fy Gap« K = Length = Gravity Axial Load = Lateral axial load = W- Bearing Depth •= Reduc. * 2.000 in. 0.143 in. 50.000 ksi 1.000 in 1.000 38.000 in 11,387.63 Ibs. 8,300.00 Ibs. 232.00 Ibs./ ft. 3.00 in. 1.00 A» lx = rx* )z- TZ- u aJ Q- Eccentricity •= Moment Pp » Moment Mp « fa- Panel P. fb - Mid Panel fb = Fb = KVrz* Cc- Fa = F'e» Cm* 0.552 0.214 0.624 0.087 0.396 0.553 0.898 1.50 15,939.67 14,412.94 5,162.12 8,427.74 7,620.52 30,000.00 95.88 1 12.92 15,044.26 16,245.71 0.90 ^^ PROPERTIES: 1^2 f At" ln"4 / to = in / rtx« inA4 / Panel P. Stx - in \M\d Panel Stx « in ^^— — * EC ^ in Ibs-ln. tos-in. psi psi psi psi Kl/rx- Cc- psi Fa a psi F'e » Cm" 2.206 2.837 1.134 1.891 1.891 ie*i v 33.51 112.92 24,184.50 132,995.76 0.99 inA2 inM in inA3 inA3 . — ' °>M psi psi No filler Panel point <= 0.6 Fy = 30,000.00 psi (fa + fb)/0.9= 15,099.84 OK Mid panel <= 1.00 (fa/Fa + Cm*fb/((1-fa/F'a}*Q*Fb)) /.09= 0.80 OK With filler Panel point <= 0.6 Fy * 30,000.00 pSJ (fa + fb) / 0.9= 15,099.84 OK Mid panel o (fa/Fa + Cm*fW((1-fa/F'e)*Q'Fb) J /.09* 1.00 0.56 OK ISP INC March 27, 1996 Shape! L U 2.000 H 2.000 T 0.143 X 0.000 Y 3.000 K 180.00 A 0.552 Ybar -0.553 Xbar -0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 0 225.00 Shape; L U 2.000 H 2.000 T 0.143 X 1.000 Y 3.000 a 270.00 A 0.552 Ybar -0.553 Xbar 0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 0 315.00 Shape! L U 2.000 H 2.000 T 0.143 X -0.143 Y 0.000 a 90.000 A 0.552 Ybar 0.553 Xbar -0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396e 135.00 Shape: L U 2.000 H 2,000 T 0.143 X 1.143 Y 0.000 ec 0.000 A 0.552 Ybar 0.553 Xbar 0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 & 45.000 | ~ -j iiii 1iIi Ii IiIi 1iii Ii 1i 1i 1iiiiIi 1i i , — ™ ~ _| , ..... , _, n A 2.206 Ngt 7.501 Ybar 1.500 Xbar 0.500 Ix 2.837 ly 3.659 lu 3.659 Iz 2.837 Ixy 0.000 Rx 1.134 Ry 1.288 Rz 1.134e o.ooo STRESS ANALYSIS: 28KA232/128 Jil I.D " 94-0008-2 CARLSBAD CORPORATE (AREA Bl ^_., BASE LENGTH 39- 2 1/2 WORKING LENGTH 33-10 1/2 DEPTH 28 / HEXfiH. INC Rl ;ARLSBAO CA JFL EFF DEPTH 27.021 3-25-96 BASE LENGTH 39- 2 1/2 EC PANLS LE= TC PANELS LE= FIRST HALF LE= FIRST DIAG LE= WORKING LENGTH 33-10 1/2 3- 7 1/4 S Bl 2- 5 1/4 El 2- 0 5- 7 1/4 DEPTHS LE= 28.000 HULTIPLE LOADING; BC PANELS AT 4- 0 STRUT TILTED CENTERLINE= 23.000 RE= 3- 7 1/4 RE= 2- 5 1/4 RE= 2- 0 RE= 5- 7 1/4 RE= 28.000 PT LOAD OF 500 LBS AT PANEL PT EXTRA SHEAR ADDED TO EACH «EB* 250 10 19,60'LE i?.60'RE UNIFORM TC LGAD= 232 REACTIONS RU +4,759,5 NO HEM TILTED 2 3 4 5 6 7 S 9 10 11 12 13 14 15 16 17 VIS H3 i*)4 K5 W6 K7 m «9 mo H10 H9 KB N7 H6 H5 W4 H3 TILTED 18 19 20 21 VIS «2 SE VI V2 TC F -6.863 END STRUT -6.536 -6.536 -12.870 -12.370 -17.436 -17.436 -20,353 -20.353 -21,621 -21.621 -20.353 -20.353 -17.436 -17.436 -12,370 -12,870 -6,536 END STRUT -6.863 -6.863 SQ END END PNL INTERIOR &• 9 9 15 15 19 i? 21 21 21 21 19 19 15 15 9 9 9 Uf o R; - STR£ C F 0 .970 ,970 ,35? ,359 .100 .100 .193 .193 .193 ,193 .100 .100 .359 .359 ,970 .970 .970 0 enail ilFORH BC LE 2* +4,759.! !SS ANALYSII SHEAR 4.496 3 3n 2 1 1 -i -1 -2 -2 -3 *• j -4 630 .865 ,266 .802 .338 .874 ,410 946 482 -481 -945 ,W9 ,873 ,337 .301 .265 .865 630 .496 JAD= 0 50 HIN SHR= i. 3 HEE F B.661 -710 -5.504 4.702 -4.082 3,461 -2.840 2,220 -1,599 1.591 1.591 -1.599 2. HO -2,840 3.461 -4.082 4.702 -5,504 -710 8.661 CSC 1.S24 1,126 -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 -1.126 -1.324 189.88 30.43 36.14 36.14 36,14 36.14 36.14 36.14 36.14 36,14 36.14 36,14 36.14 36.14 36.14 36.14 36.14 36,14 30.43 49.31 TL= 9.51? PP DISTANCE 0- 2 2- 5 3- 7 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 36- 9 35- 7 1/4 i/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 } VERTICALS — - 4 .759 630 964 -4,759 -710 -964 1.000 1.126 1.000 27.02 30.43 27.02 HAS TC COMPRESSION -21.621,44 MAX INT TC PANEL LENGTH = 24.00 HftX BC TENSION 21,193.32 HfiX INT BC PANEL LENGTH = 46. _ STRESS ANALYSIS: 28KA232/12S J61 I.S 96-0008-2 CARLSBAD CORPORATE (AREA B) •- BASE IEHBTH HORUNB LENGTH DEPTH — 39- 2 1/2 38-10 1/2 28 INC Rl CARLSBAD CA JFL EFF DEPTH 3-25-94 BC PANLS LE= TC PANELS LE= FIRST HALF LE= FIRST DIA6 LE= 3- 7 1/4 2- 5 1/4 2- 0 5- 7 1/4 3 BC PANELS AT 4- 0 END STRUT TILTED DEPTHS LE= 23,000 CENTERLINE= 2B.OOO MULTIPLE LOADIN5: RE= 3- 7 1/4 RE= 2- 5 1/4 RE= 2- 0 RE= 5- 7 1/4 RE= 28.000 PT LOAD OF 500 IBS AT PANEL PT 10 19.60'LE 19.60'RE ADDITIONAL CHORD LOADS ARE ADBEB AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUHHARY - NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD : 8300 EXTRA SHEAR ADDED TO EACH WEE= 250 UNIFORM TC LOAD= 232 UHIFORH SC LGAD= 0- ALL LOADS SHOWN REDUCED BY 251 REACTIONS Rl= +3,569,63 R2= +3,569.63 Hl'N SHR=S92.41 TL= 7.139,25 NO MEM 1 H2 TILTED VIS 2 «3 3 W4 4 W5 5 «6 6 W7 7 U3 3 K9 9 HIO 10 K10 11 W9 12 KB 13 H7 14 U6 15 MS 16 K4 17 H3 TILTED TC F -5.147 END STRUT -4.902 -4.902 -9,653 -9.653 -13.077 -13.077 -15.264 -15,264 -16.216 -16.216 -15,264 -15.264 -13.077 -13,077 -9,653 -9,653 -4.902 END STRUT VIS -5,147 18 W2 19 SE 20 VI 21 V2 MAX TC MAX INT -5,147 SQ END END PNL INTERIOR 3in BC F / 7 11 11 14 14 15 15 15 15 14 14 11 11 7 7 7 COMPRESSIQN= -22 TC PANEL LENGTH 0 0 ,477 ,477 .519 .519 .325 ,325 .894 ,894 .854 ,894 .325 .325 ,519 .519 .477 ,477 .477 0 ST-- 3) ,441. = £33 HitnL ] 31 » SHEAR 3.372 473 2,899 2,449 2,101 1,753 1.405 1.057 709 361 -361 -709 -1.057 -1.405 -1.753 -2,101 -2.449 -2,899 473 -3,372 D VERTICALS 3.569 ' 473 723 08 HAX 24.00 MAX HEB-F 6.610 -532 -4.2.11 3,610 -3,145 2,679 -2.214 1,748 -1,283 1.193 1.193 -1.283 1.748 -2,214 2.679 -3,145 . 3.610 -4.211 -532 6.610 -3,569 -532 -723 C 1. i. --i. i. -i. i. -i. i. -i. i. -i. i. -i. i. -i. i. -i. i, -i. -i. i. i. i. BC TENSION* INT BC PANEL SC 824 126 337 337 337 337 337 337 337 337 337 337 337 ->Cv 337 337 337 337 126 024 000 126 000 15 HEB L 49.31 30.43 36.14 36.14 36.14 36.14 36.14 36.14 36,14 36.14 36.14 36,14 36,14 36.14 36.14 36,14 36.14 36.14 30.43 49.31 27.02 30,43 27.02 .394,99 LENBTH * PP 0- 2- T_ 5- 7- 9- 11- 13- 15- 17- 19- 21- 23- 25- 27- 29- 31- 33- 36- 35- 48 DISTANCE ? 5 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 7 r. 7 .00 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 r r 23KA232/123 J6i RUN ON 3-25-76 96-0006-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA JFL 1 - r* r .rt . —r MEN 1 2 o f 5 6 7 8 9 10 11 12 13 14 15 16 17 18 19 20 21 TC TEN 6,225 6,225 6.225 6,225 6.225 6,225 6,225 6.225 6.225 6,225 6.225 6,225 6.225 6.225 6,225 6.225 6.225 6.225 0 0 0 numjr TC COM -11.372 -11,127 -15,878 -15,878 -19,302 -19,302 -21.489 -21.489 -22. ^i -22.441 -21,489 -21.439 -19,302 -19.302 -15,573 -15.878 -11.127 -11,372 0 0 0 LC HMHLI31 BC TEN 0 9.970 9.970 15.359 15.359 19,100 19.100 21.193 21.193 21,193 21.193 19,100 19,100 15,359 15.359 9.970 9,970 0 0 0 0 a aunrmni BC COH 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 NEB TEN 3,661 0 ' '4,702 0 3,461 0 2,220 0 ,1.591 1.591 0 2 , 220 0 3,461 0 4.702 0 3.661 0 0 0 HEB COH 0 -5,504 0 -4,082 0 -2.640 0 -1,599 0 0 -1,599 0 -2,840 0 -4.082 0 -5,504 0 -4,759 -710 -964 r1 MXIHUK UNIFGRK LOAD; TOP CHORD= 23; r r r r r r r r r 1 WEB DESI&Ni 28KA232/123 J61 "~" RUN DN 3-25-96 76-0008-2 CARLSBAD CORPORATE [AREA £i CARLSBAD CA JFL TC= 2! = I I 2 I .143 BC= IE = 1 1/2 X 1 1/2 X ,125 NUMBER 1 H2 2 W3 3 W4 4 W5 5 K6 6 147 7 WS 3 N9 9 H10 SZ STY ACTUAL T RH 1 IK 1 IE 1 IE 1 10 1 IE 1 10 1 15 1 10 1 8.661 0 4.702 0 3.461 0 2.220 0 1.591 ALLOW T 16.398 15.968 10.877 10.877 7.090 10.877 7.090 7,?OS 7,090 HtS UL ACTUAL C C 4 2 1 0 .504 0 ,032 0 ,340 0. .599 0 — - STANDARD V 10 SE 11 VI 12 V2 10 2 E 10 1 10 1 0 0 0 14.180 6,331 7.090 4 1 ,759 B22 .076 ALLOW C 2'. 171 6.357 4.419 4.41? 1.263 4,419 1,263 2.237 1.263 ERTICAL3 8.932 1.603 2,25? WELD 2.0 2.3 2,6 2,2 2,0 2,0 2.0 2.0 2.0 2.6 2.0 2.0 THK ANGLE NAME .113 7/8" ROB .168 1 .125 1 ,125 1 .125 1 .125 1 .125 1 .109 1 .125 1 .125 1 .027 1 .036 1 1/2 X 1/2 X 1/2 X X 1 X 1/2 X X i X 1/4 X X 1 X X 1 X I 1 X X 1 X 1 1/2 X 1 1/2 X ( 1 ."1 v1 Hi A .125 1 1/2 X .125 1 1/4 X .125 .125 .125 .125 .187 .125 .125 .125 '.109 27-Mar-96 JOB NUMBER: JOB NAME: LOCATION: 96-0008-B CARLSBAD CORPORATE CARLSBAD, CA. JOIST NAME: 28KA232/128 MARK: J61 "AXIAL LOAD AND BENDING". END PANEL;J;I ONE ANGLE Leg = Thickness * Fy- Gap- K« Length * Gravity Axial Load = Lateral axial load = W = Bearing Depth = Reduc. = 2.000 In. 0.143 in. 50.000 ksi 1.000 in 1.000 38.000 in 11,370.65 Ibs. 6,300.00 Ibs. 232.00 Ibs./ ft. 3.00 in. 1.00 A« lx« nc- lz» rz = y» Q = Eccentricity » Moment Pp « Moment Mp = fa* Panel P. fb =• Mid Panel fb = Fb* KI/rz» Cc» Fa- F'e = Cm« 0.552 0.214 0.624 0.087 0.396 0.553 0.898 1.50 15,939.67 14,412.94 5,154.42 8,427.74 7,620.52 30,000.00 95.88 112.92 15,044.26 16,245.71 0.90 s^""^ PROPERTIES: InA2 / At » inA4 / Itx « in / rtx« inA4 | Panel P. 8tx » in \ Mid Panel Stx = in V ^^^ Seein Ibs-in. Ibs-in. psj psi psi psi Kl/ra= . Cc« psi Fa = psi F'e" Cm» 2.206 2.837 1.134 1.891 1.891 — —• > lOCKl ' 33-51 112.92 24,184.50 132,995.76 0.99 inA2 inA4 in inA3 inA3 ^^ P^< psi psi No filler Panel point <= 0.6 Fy a 30,000.00 psi (fa + fb)/0.9= 15,091.29 OK Midpanel<= 1.00 (fa/Fa+Cm*fW«1-fa/FarQ*Fb))/.09= 0.80 OK Mid panel <= (fa/Fa + Cm*fb/((1-fa/F'e)*Q*Fb)) MX* With filler Panel point <= 0.6 Fy * 30,000.00 psi (fa + fb) / 0.9* 15,091.29 OK 1.00 0.56 OK ISP INC March 27, 1996 1 Shape: J L U 2,000 |H 2.000 HT 0.143 X 0.000 |Y 3.000 - _ — — K 180.00 A 0.552 Ybar -0.553 Xbar ^0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0,624 Rz 0.396e 225.00 Shape: L U 2.000 H 2.000 T 0.143 X 1.000 Y 3.000 « 270.00 A 0.552 Ybar -0.553 Xbar 0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 $ 315.00 Shape; L U 2.000 H 2.000 T 0.143 X -0.143 Y 0.000 K 90.000 A 0.552 Ybar 0.553 Xbar -0.553 U 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.3%e 135.00 Shape: L U 2.000 H 2.000 T 0.143 X 1,143 Y 0.000 R 0.000 A 0.552 Ybar 0.553 Xbar 0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.3% 0 45.000 1 — -i iiii 1iIi 1i 1i 1i 1iii 1t 1iIi 1iiii Ii 1ii _ •• 1 n A 2.206 Ugt 7.501 Ybar 1.500 Xbar 0.500 Ix 2.837 ly 3.659 ly 3.659 Iz 2.837 Ixy 0.000 Rx 1.134 Ry 1.288 Rz 1.134 9 0.000 STRESS ANALYSIS: 28KA232/12B J62 J65 I.' n ./ HEXAH. INC RON 96-0003-2 CARLSBAD CORPORATE (AREA 8) .^-CARLSBAD Cfi JFL 3-25-96 EASE LENGTH 39- 2 1/4 WORKING LENGTH 33-10 1/4 DEPTH EFF DEPTH 27.026 BC PANLS LE= 3- 7 1/8 8 3C PANELS AT 4- 0 TC PANELS L£= FIRST HALF L£= FIRST DIAS LE= 2- 5 1/8 2- 0 5- 7 1/3 END STRUT TILTED DEPTHS LE= 28,000 CENT£RLINE= 28.000 RE= 3- 7 1/8 RE* 2- 5 1/8 RE= 2- 0 P.E= 5-71/8 RE= 28,000 HULTIPLE LOADING: PT LOAD OF 500 LBS AT PANEL FT 10 19.59'LE 19.59'RE EXTRA SHEAR ADDED TO EACH WEB= 250 UNIFORM TC LQAD= 232 UNIFORM BC LOAD= 0 REACTIQ NO 1 MEK W2 TILTED 2 3 4 5 6 .7 8 9 10 111 1ii 13 14 15 16 17 VIS H3 K4 W5 W6 W7 m H9 H10 K10 »9 isS N7 We H5 W4 W3 TILTED 18 19 20 21 VIS N2 SE VI V2 NS Rl= +4.757.0 TC F -6.839 END STRUT -6,513 -6.513 -12,846 -12.346 -17,411 -17.411 -20.327 -20,327 -21,595 -21.595 -20.32? -20.327 -17.411 -17,411 -12.846 -12.846 ~6.5ij END STRUT -6.839 -6.839 SQ END END PNL INTERIOR 8 R2= - STREi BC F 9 9 15 15 19 19 21 21 21 21 19 19 15 15 9 9 9 0 0 .946 ,946 .334 .334 .075 ,075 .167 ,167 .167 .167 .075 ,075 .334 ,334 ,946 ,946 .946 0 CTfiblv = +4.757.0 JS ANALYSIS SHEAR 4 3 3 2i 1 1 -1 -1 -2 -2 ~i *-' -4 ,494 629 .865 ,266 .802 ,338 .874 .410 946 482 -4S1 -945 .409 .873 .337 ,301 ,265 ,865 629 .474 8 KIN SHR= 1. WEB F 3,639 -708 -5.503 4,702 -4.081 3.461 -2,340 2,220 -1,599 1.590 1,590 -1.599 2.220 -2,340 3,461 -4,081 4.702 -5,503 -708 8.639 CSC 1.320 1.126 -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 -1.126 -1.820 139.27 HEB L 49.21 30.43 36.14 36,14 36.14 36,14 36.14 36,14 36.14 36.14 36.14 36,14 36.14 36,14 36,14 36.14 36.14 36.14 30.43 49,21 TL=9.514,17 PP DISTANCE 0- 2 2- 5 3- 7 5- 7 7- 7 9- 7 11- 7 13- 7 15- 7 17- 7 1?- 7 21- 7 23- 7 25- 7 27- 7 29- 7 31- 7 33- 7 36- 9 35- 7 1/6 1/8 1/8 1/3 1/8 1/8 1/3 1/8 1/8 i/S 1/8 1/6 1/8 1/3 1/8 1/8 1/8 1/8 1/8 VERTICALS 4.757 629 964 -4.757 -708 -964 i.ooo 1.126 1.000 27.02 30.43 27,02 HAX TC COHPRESSION= -21.595,43 KAX INT TC PANEL LENGTH = 24.00 HftX BC TENSION= 21,167.39 m INT BC'PANEL LENGTH =48.00 STRESS ANALYSIS; 28^232/128 J62 JM 96-0008-2 CARLSBAD CORPORATE (AREA B) BASE LENGTH 39- 2 1/4 WDRKIN6 LENGTH 38-10 1/4 DEPTH •• / HEX AH. INC RUN ON 3-25-96 .'CARLSBAD CA JFL DEPTH 7.026 BC PANLS LE= 3- 7 1/8 8 BC PANELS AT 4- 0 TC PANELS LE= 2- 5 1/8 END STRUT TILTED FIRST HALF LE= 2- 0 FIRST DIAG LE= 5- 7 1/8 DEPTHS LE= 23,000 MULTIPLE LOADING; CENTERLINE= 28,000 RE= 3- 7 1/fl RE= 2- 5 1/8 RE= 2- 0 RE= 5- 7 1/3 RE= 23.000 PT LOAD OF 500 LBS AT PANEL PT 10 19.59'LE 19.59'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY - NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD : 3300 EXTRA SHEAR ADDED TO EACH «EB= 250 UNIFORM TC LOAD= 232 UNIFORM BC LOftD= 0 ALL LOADS SHOWN REDUCED BY 25X REACTIONS Rl= +3.567.81 R2= +3. 567. SI MIN SHR= 891.95 TL= 7,135 eTscee HUM vnic NO MEPI TC F 1 K2 -5.129 TILTED END STROT VIS -4,385 2 K3 -4,885 3 H4 -9,634 4 W5 -9.634 5 H6 -13.058 6 K7 -13.G5S 7 H8 -15.245 8 «9 -15.245 9 H10 -16.196 10 K10 -16,196 11 W9 -15,245 12 W8 -15,245 13 H7 -13,058 14 H6 -13.058 15 H5 -9.634 16 W4 -9,634 17 W3 -4.885 TILTED END STRUT VIS -5.129 18 K2 -5.129 19 SE SQ END 20 VI END PNL 21 V2 INTERIOR NAX TC COMPRESSION BC F SHEAR 0 0 7,459 7,459 11,501 11.501 14.306 14.306 15.875 15.375 15,575 15.875 14.306 14,306 11.501 11,501 7.459 7,459 7.459 -0 ginalU -22.421.5 HAX INT TC PANEL LENGTH * 3.371 472 2,899 2,449 2,101 1,753 1.405 1.057 709 361 -361 -709 -1,057 -1.405 -1.753 -2,101 -2.449 -2.899 472 -3.371 VERTICALS 3.567 ' 472 723 7 MAS! 24.00 MAX 3 NEB F CSC WEB L FP DISTANCE 6,593 1.820 49.21 0- 2 -531 1.126 30.43 2- 5 1/8 -4.211 -1.337 36.14 3- 7 1/8 3.610 1.337 36,14 5- 7 1/8 -3.144 -1.337 36.14 7- 7 1/8 2.679 1.337 36.14 9- 7 1/8 -2.214 -1.337 36.14 11- 7 1/8 1,743 1.337 36,14 13- 7 1/8 -1.283 -1.337 36.14 15- 7 1/8 1,192 1.337 36.14 17- 7 1/3 1.192 -1,337 36.14 19- 7 1/8 -1.283 1.337 36.14 21- 7 1/8 1.748 -1,337 36.14 23- 7 1/8 -2.214 1.337 36,14 25- 7 1/3 2.679 -1.337 36.14 27- 7 1/3 -3.144 1.337 36,14 29- 7 i/S 3.610 -1.337 36.14 31- 7 i/S -4.211 1.337 36,14 33- 7 1/8 -531 -1.126 30.43 36- 9 i/S 6.593 -1.820 49,21 35- 7 i/S -3.56.7 1.000 27.02 -53'i 1.126 30.43 -723 1.000 27,02 BC TENSION^ 15,375.54 INT BC PANEL LENGTH = 48.00 28KA232/123 362 W '-'' RUN 96-0008-2 CARLSBAD CORPORATE [AREA BS •-CAKLSEAB CA JFL MEHi i ,1 4 5 6 7 S 9 10 ii 12 13 W 15 16 1? IB 19 20 21 TC TEN 6.225 6.225 6,225 6.225 6,225 6.225 6.225 6,225 6.225 6,225 6,225 6.225 6.225 6.225 6.225 6.225 6.225 6.225 0 0 0 riuLi jr TC CON -11.354 -11.110 -15,35? -15.85? -19.283 -19.233 -21.470 -21,470 -22.421 -22.421 -21,470 -21.470 -19.233 -19.283 -15.859 -15.859 -U.110 -11.354 0 0 0 LC HNHLI313 BC TEH 0 9.946 9.946 15.334 15.334 19.075 19.075 21.167 21.167 21,167 21,167 19,075 19.075 15.334 15.334 9.946 9,946 0 0 0 0 aunrihftf - BC COR 0 0 0 0 0 0 0 0 0 0 (I 0 0 0 0o 0 -0 0 0 0 tfEE J£H 3,639o 4.702 0 3.461 0 2.220 . 0 .1.590 1.590 0 2.220 0 3.461 0 4,702 0 8,637 0 0 0 m COR 0 -5.503 0 -4.081 0 -2.840 0 -1.599 0 0 -1,599 fi -2.840 0 -4.031 0 -5.503o -4,757 -70S -964 HAXIHUH UNIFORM LOAD: TOP CHORD= 232 28KA232/128 J62 ^s RON OK 3-25-96 96-0008-2 CARLSBfiD CORPORATE (AREA B) CARLSBAD CA JFL CONSOLIDATE LEFT & RIGKT HEM 1C TEN TC CQH BC TEN SC CQh HEB TEN WEB COR 1 6,225 -11,354 0 -0 8.639 0 2 fa.225 -11.110 9.946 0 ' 0 -5.5K (i 4,702 0 0 0 -4.061 0 3,461 0 0 0 -2.840 0 2,220 0 0 0 -1,599 0 1,590 0 0 0 -4,757 0 0 -703 0 0 -%4 UNIFORM LOAD; TOP CHDRD= 222 3 ' 4 5 6 7 8 9 10 11 12 6,225 6.225 6.225 6.225 6,225 6.225 6.225 0 0 0 -15,859 -15.859 -19,283 -19.283 -21.470 -21.470 -22,421 0 0 0 9.946 15,334 15.334 19,075 19,075 21,167 2U67 0 0 0 Interriatical Structural Products - El FaT6 . Texas MEMBER SUES; 2SKA232/123 362 J66 96-0003-2 CARLSBAD CORPORATE (AREA Bl CARLSBAD CA JFL RUN ON 3-25-96 ry BENDING LOAD OUTSIDE DEPTH BC = IE AREA = 0,3590 TC = 21 AREA = 0.5520 Rx v = 0.5530 SI ACTUAL EFF DEPTH = CORRECTED LOAD TC= L/Rx = 38,461 USING L/Rz = 30.303 USING Fa = 23.634.0 USING MAX LOAD (FILLER3)= NO INTERIOR FILLERS 50.000.000 Fb = 30.000.000 0.000 ASSUMED FORCE = 22,421,574 23.000 ASSUHED EFF DEPTH= 27.026 = 0.4210 RYY = 1,0322 R: = 0.2960 = 0,6240 Rz = 0.3960 ' Ryy = 1.2233 = 0.3869 Ss = 0.1478 Qs = 0.8979 27.026 SAP BETWEEN CHCRD= 1.000 22.421.574 BC = 21.167,399 L = 24.00 L/Rvv= 29.423 USING L = 36,00 L = 12.00 HITH FILLERS K= 1.00 L/R= 38.46 F'e= 100.948..03 Ci* 0.00000 26.352.94 MAX LOAD NO FILLER= 23.179.89 REQUIRED TC (fa/Fa) = 0.35932 USING H> 21 = 2 X 2 X .143 BC STRESS = 29.491,05642 USING BC= IE = 1 i/2 X 1 1/2 X ,125 CHORD WT 246.442 CHORD WT/FT 6.287 END PANEL CHECK vi= 232 END PANEL ALLOWABLE FORCES REDUCED 10 X END PANEL CHECK = AXIAL LOAD Fa fb PANEL PT Cm = PANEL PT= 17,836,1 FIRST PANEL CHECK = AXIAL LOAD Fa fb PANEL PT Ci = PANEL PT= 17.615,3 MID PANEL= 0.7527 NO FILLERS L/R= 95.95 LEFT END 11,354.83 17,667,74 7.551.01 0,960 MID PANEL= LEFT END 11,111,00 15.023,70 7.551.01 0,900 LENGTH AXIAL STRESS fa = F'e fb MID-PANEL fa/Fa - 0.6314 NO FILLERS LENGTH AXIAL STRESS fa - F'e fb MID-PANEL fa/Fa 27.12 10,285.17 79.027,97 i.OSi.07 0.582 L/R= 68.49 38,00 10.064.31 40.267.35 1.866.05 0,669 BOTTOM CHORD L/Rz= MAX BRIDGING CHECK HOHENT OF INERT IA= 162.162 TC OAL/Rvv TC= 14.78' BC= 20.64' 318,3 LL 360= 202.7 331.137 LL 240= 304.1 _ TC TENSION STRESS = 5,638.58 KEB DESISN: 2BKA232/12B J62 t/65 HUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA JFL TC= 21 = 2 X 2 X .143 BC= IE = 1 1/2 X 1 1/2 It .125 NUMBER 1 H2 2 W3 3 H4 4 US 5 W6 6 N7 7 H3 3 H9 9 WiO 10 SE 11 VI 12 V2 SI BTY ACTUAL T RH 1 IK 1 IE 1 IE 1 10 1 IE 1 10 1 15 1 10 1 10 2 B 10 1 10 1 3.639 0 4,702 0 3.461 0 2.220 0 1,590 0 0 0 ALLOW T 16.398 15.963 10.877 10.877 7.090 10.877 7.090 7.908 7.090 14.180 6,331 7.090 — wtc y ACTUAL C 0 5.503 0 4.031 0 2.840 0 1.599 0 STANDARD 4.757 821 1.076 HSJUfl ALLOW C «L 6 4 4 1 4 L rr 1 .180 .355 .418 .413 .262 ,418 .262 .236 .262 HELD 2.0 2,3 2.6 2.2 2.0 2.0 -•2.0 2.0 2.0 THK ANGLE NAHE .113 7/8" ROD .163 1 .125 1 .125 1 .125 1 1 r.-C t• i&J 1 .125 1 .109 1 .125 1 1/2 i/2 1/2 X i 1/2 X 1 1/4 X 1 X 1 1/2 X X 1 1/2 X 1 1 1/2 X X .125 I 1 i/2 X X .125 X 1 1/4 X X .125 .137 .125 .125 .125 .109 VERTICALS - — 3 1i .930 ,602 .258 2.6 2.0 2.0 .125 1 .027 1 .036 1 X 1 X 1 X 1 X .125 X .125 X .125 27-Mar-96 JOB NUMBER: 96-OOC8-B JOB NAME: CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 28KA232/128 MARK: J62 J65 "AXIAL LOAD AND BENDING". END PANEL ;•;; ,1 Leg* Thickness * Fy» Gap - K = Length = 2.000 in. 0.143 in. 50.000' ksi 1.000 in 1.000 36.000 in ONE ANGLE A= 0.552 inA2 lx« 0.214 inA4 rx - 0.624 in Iz- 0.087 inA4 rz = 0.396 in y= 0.553 in Q = 0.898 Gravity Axial Load - Lateral axial load = W* Bearing Depth = Reduc. * 11,354.74 Ibs. 8,300.00 Ibs. 232.00 Ibs./tt. 3.00 in. 1.00 Eccentricity = Moment Pp » Moment Mp = fa = Panel P. fb « Mid Panel fb = Fb« Kl/rz" Cc = Fa = F'e = Cm = 1.50 15,939.67 14,412.94 5,147.21 6,427.74 7,620.52 30,000.00 95.88 112.92 15,044.26 16,245.71 0.90 in Ibs-in. Ibs-in. psi psi psi psi psi psi No filler Panel point <=> 0.6 Fy = 30,000.00 psi (fa + fb)/0.9= 15,083.28 OK Kl/rx« Cc-( Fa» F'e» Cm = 33.51 112.92 24,184.50 psi 132,995.76 psi 0.99 With filler Panel point <= 0.6 Fy = 30,000.00 pSJ (fa + fb) / 0.93 15,083.28 OK Mid panel <» 1.00 (fa/Fa + Cm*fb/((1-fa/F'e)*Q*Fk)) /.09= 0,80 OK Mid panel <* (fa/Fa + Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 1X10 0.56 OK ISP INC March 27, 1996 Shape: L U 2.000 H 2.000 I 0,143x o.ooo Y 3.000 a 180.00 A 0.552 \tar-0.553 Xbar -0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396e 225.00 Shape: L U 2.000 H 2.000 T 0,143 X 1.000 Y 3.000 a 270.00 A 0,552 Vbar -0.553 Xbar 0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 6 315.00 Shape! L U 2,000 H 2.000 T 0.143 X -0.143 Y 0.000 « 90.000 A 0.552 Ybar 0.553 Xbar -0.553 ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 0 135.00 Shape: L U 2.000 H 2,000 T 0.143 X 1.143 Y 0.000 a 0.000 A 0.552 Ybar 0.553 Xbar 0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 e 45.000 - iiii 1i1i 1i Ii 1i Iiii 1i 1i 1i IiiiiiiiIii _ ~ ., , n A 2.206 Mgt 7.501 Ybar 1.500 Xbar 0.500 Ix 2.837 ly 3.659 lu 3.659 Iz 2.837 Ixy 0.000 Rx 1.134 Ry 1.288 Rz 1.134e o.ooo ISP INC March 27, 1996 Shape: u L 2.000 |H 2.000 u 0.143 0.000 |Y 3.000 L 180,00 |A 0.552 Har -0.553 bar -0.553 jlx 0.214 S 0.214 X 0.624 |Ry 0.624 ^ 0.396 225.00 Shape! L U 2.000 H 2.000 T 0.143 X 1.000 V 3.000 R 270.00 A 0.552 Ybar -0.553 Xbar 0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 « 315.00 Shape: L U 2.000 H 2.000 T 0.143 X -0.143 Y 0.000 a 90.0QO A 0,552 Ybar 0.553 Xbar -0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 G 135.00 Shape: L U 2.000 H 2,000 T 0.143 X 1.143 Y 0.000 « 0.000 A 0.552 Ybar 0.553 Xbar 0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 0 45.000 1 " j iiii 1iIii 1i 1i 1i1i 1i 1tiii Iiiii 1i Ii i 1 - 1 , , , n A 2.206 Hgt 7.501 Ybar 1.500 Xbar 0.500 Ix 2.837 ly 3.659 lu 3.659 Iz 2.837 Ixy 0.000 Rx 1.134 Ry 1.288 Rz 1.134 0 0.000 ANALYSIS: 28KA232/123 363 IJ j-0008-2 CARLSBAD CORPORATE (AREA B) V BASE LENGTH NDRHNB LENGTH DEPTH ~!9- 2 38-10 23 . / MEXAH, INC RUN ON 3-25-96 CARLSBAD CA JFL EFF DEPTH 27.026 -^ PAULS LE= 3- 7 : PANELS LE= 2- 5 FIRST HALF LE= 2- 0 .EIRST DIAG LE= 5- 7 LE= 28.000 JLTIPLE LOADING; B BC PANELS AT 4- 0 END STRUT TILTED CENTERLINE= 28,000 RE* RE= 2- 0 RE= 5- 7 RE= 28.000 ' LOAD OF EXTRA SHEAR ADDED JNIFQRH TC LOAD= ACTIONS Rt= +4, NO m "1 W2 ILTED VIS -2 W3 3 W4 4 W5 _5 H6 6 «7 7 US 8 «9 ~? K10 0 H10 11 W9 -1-2 H8 3 W7 i4 H6 J5 N5 it UA0 n"! 7 W3 TILTED — VIS B W2 TC F -6,317 END STRUT -6.491 -6.491 -12.324 -12.824 -17.389 -17.339 -20,305 -20.305 -21.573 -21.573 -20,305 -20,305 -17,339 -17,339 -12.824 -12,824 -6,491 END STRUT -6.817 -6.317 an BC F 0 0 9,924 9.924 15.312 15.312 19.053 19.053 21,145 21.145 21.145 21.145 19.053 19,053 15.312 15.312 9.924 9.924 9.924 -0 500 LBS AT PANEL PT 10 19.53'LE 19,58'RE TO EACH KEB= 250 232 UNIFORM EC LQA0= 0 754.67 R2= +4.754,67 HIN 5HR= i.IBS,67 1 STRESS ANALYSIS - SHEAR WEB F CSC 4.493 -4.493 J.9 SE SQ END 0 VI END PNL .1 V2 INTERIOR MAX TC COMPRESSION* -21.S73.43 WEB L F'P DISTANCE 3.619 1.3U 49.10 0- 2 623 3.865 3,266 2.602 2.338 1.S74 1.410 946 432 -481 -945 •1,409 •1,873 •2.337 •2.801 •3.265 •3.865 -707 -5.503 4,702 -4.031 3,461 -2.840 2,220 -1.599 1.589 1.569 -1.599 2,220 -2,840 3,461 -4.031 4 ,702 -5.503 1.126 -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 30.43 36.14 36.14 36.14 36,14 36,14 36.14 36,14 36.14 36.14 36.14 36.14 36.14 36.14 36.14 36.14 36.14 2- 5 3- 7 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 -707 3.619 -1.126 30.43 -1.816 49.10 4.754 -4.754 1.000 27.02 623 -707 1.126 30.43 964 -964 1.000 27.02 MAX BC TENSION* 21.145.40 36- 9 35- 7 "AX INT TC PANEL LENGTH = 24.00 HAMHT BC PANEL LENGTH = 48.00 -STRESS ANALYSIS! 28Kft232/I28 -363 I-r 96-0008-2 CARLSBAD CORPORATE (AREA B) ^, BASE LENGTH " 39- 2 MQRKIN6 LENGTH 33-10 DEPTH 2S , / HEXfiH. INC RON OH 3-25-96 CARLSBAD CA -JFL EFF DEPTH —BC PAULS LE= 3- 7 TC PANELS LE= 2- 5 FIRST HALF LE= 2- 0 _FIRST DIAG LE= 5- 7 DEPTHS LE= 2B.OOO B BC PANELS AT 4- 0 END STRUT TILTED CEHTERLIHE* 28,000 RE= 3- 7 RE= 2- 5 RE* 2- 0 RE= 5- 7 RE= 28.000 "NULTIPLE LOADING! PT LOAD OF 500 LBS AT PANEL PT 10 19.58'LE 19.58'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION .ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY - NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD : 3300 EXTRA SHEAR ADDED TO EACH WEB= 250 UNIFORM TC LOAD= 232 UNIFORM BC LOAD= 0 "ALL LOADS SHOWN REDUCED BY 25V. REACTIONS Rl= +3.566.00 R2= +3.566.00 H1N SHR= 891,50 TL= 7.132.00 •NO HEM TC F 1 W2 -5,112 TILTED END STRUT VIS -4.868 ' 2 H3 -4.868 3 N4 -9,618 4 H5 -9.618 • 5 W6 -13.041 6 W7 -13,041 7 K8 -15.228 . 8 W9 -15.228 9 «10 -16,180 10 HiO -16. ISO 11 W9 -15,228 '12 WS -15.228 13 W7 -13,041 14 W6 -13,041 •15 H5 -9.618 16 H4 -9.618 17 H3 -4,363 JILTED END STRUT VIS -5,112 IB K2 -5.112 19 SE SQ END 20 VI END PNL 21 V2 INTERIOR ,MAX TC COMPRESSION* 3tnt BC F 0 0 7.443 7,443 11.434 11,484 14.289 14.289 15.859 15.859 15.859 15,859 14.239 14,289 11.434 11.434 7.443 7,443 7,443 -0 CTRSly DtJ HjinLIOii SHEAR 3.370 471 2.399 2,449 2,101 1,753 1.405 1.057 709 361 -361 -709 -1.057 -1.405 -1.753 -2.101 -2,449 -2.899 471 -3.370 VERTICALS 3.566 ' 471 723 -22,405.07 HAX KAX INT TC PANEL LEN6TH *24,00 MAX j *O F CSC WEB L PP DISTANCE 6.577 1.816 49.10 0- 2 -530 1.126 30.43 2- 5 -4,211 -1.337 36.14 3- 7 3,610 1.337 36.14 5- 7 -3,144 -1,337 36.14 7- 7 2,679 1,337 36.14 9- 7 -2,214 -1.337 36.14 11- 7 1.743 1.337 36.14 13- 7 -1.283 -1.337 36.14 15- 7 1.192 1.337 36.14 17- 7 1.192 -1.337 36.14 19- 7 -1.233 1.337 36.14 21- 7 1.748 -1.337 36.14 23- 7 -2.214 1.337 36.14 25- 7 2.679 -1.337 36.14 27- 7 -3,144 1.337 36.14 29- 7 3.610 -1,337 36.14 31- 7 -4,211 1.337 36.14 33- 7 -530 -1.126 30.43 36- 9 6.577 -1.816 49.10 35- 7 -3.566 1.000 27,02 -530 1,126 30.43 -723 1.000 27.02 EC TENSION* 15.859.05 INT BC PANEL LENGTH = 48,00 28KA232/128 363 —' RON ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA El CARLSBAD CA JFL HEH — • i 2 3 4 5 6 7 -~3 9 10 —11 12 13 _J4 15 16 17 —18 19 20 -21 HftXIl TC TEN 6.225 6.225 6,225 6.225 6,225 6.225 6,225 6.225 6,225 6.225 6.225 6,225 6.225 6.225 6,225 t inei ii-j 6,225 6,225 0 0 0 1UK UNIFORH nuLiJ TC COM -11,337 -11,093 -15.343 -15,843 -19.266 -19,266 -21.453 -21.453 -22.405 -22.405 -21,453 -21.453 -19,266 -19.266 -15,343 -15.343 -11.093 -11.337 0 0 0 LOAD: TLt HHhLlaii -flUf BC TEN BC 0 9.924 9.924 15.312 15,312 19.053 19.053 21.145 21.145 21.145 21.145 19,053 19,053 15,312 15,312 9.924 9,924 0 0 0 0 TOP CHOSD= 232 irtBHf • COH 0 0 0 0 0o 0 0 0 0 0 0 0 0 V 0 0 -0 0 0 0 tfEB TEN B,619 0 4,702 0 3.461 0 2.220 0 1,589 1.5S9 0 2,220 G 3.461 0 4.702 0 8,61-7 0 0 0 HEB con 0 -5,503 0 -4,031 0 -2.840 0 -1.599 0 0 -1.599 0 -2,840 0 -4.081 0 -5.503 0 -4.754 -707 -964 28KA232/128 J63 RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA B) 'CARLSBAD CA JFL HEK ' 1 2 3 . 4 5 6 7 ' 8 9 10 •ii 12 TC TEN 6.225 6,225 6.225 6.225 6.225 6.225 6,225 6.225 6.225 0 0 0 LUJ10UL TC CQK -11.337 -11.093 -15.843 -15.843 -19.266 -19.266 -21,453 -21.453 -22.405 0 0 0 JUHIt LEri SC TEN 0 9,924 9.924 15.312 15.312 19.053 19.053 21.145 21.145 0 0 0 a mom • BC COM -0 0 0 0 0 0 0 0 0 0 0 0 HEB TEN 5.U9 0 4,702 0 3,461 0 2.220 0 1.589 0 0 0 WEB COM 0 -5.503 0 -4.081 0 -2.840 0 -1.59? 0 -4.754 -707 -964 ONIFQRH LOAD; TOP CHORD= 23; Internatioal Structural Products - El PKtf . Te>;a= «ER SIZES: 28KA232/128 J63 '96-0008-2 CARLSBAD CORPORATE (AREA Bl Fy -SENDING LOAD OUTSIDE DEPTH BC = IE .AREA = 0.3590 TC = 21 AREA = 0,5520 v = 0.5530 'ACTUAL EFF DEPTH = CORRECTED LOAD TC= L/Rx = 38.461 USING -L/R: = 30.303 USING Fa = 23.634.0 USING HAX LOAD fFILLERS)= NO INTERIOR FILLERS CARLSBAD CA 3FL = 50,000.000 Fb = 30.000.000 0,000 ASSUMED FORCE = 22.405.076 28,000 ASSURED EFF DEPTH= 27.026 vf*S = 0.4210 Ryy = 1.0322 Rz Rx SI = 0.6240 Rz = 0,3960 Ryy = 1.2233 = 0.3869 Ss = 0,1473 Qs = 0,8979 27,026 SAP BETWEEN CHORD= 1,000 22-405,076 BC - 21.145.403 L = 24,00 L/Ryy= 29,428 USING L = 36,00 L = 12.00 WITH'FILLERS K= 1,00 L/R= 38,46 F'e= 100,948,03 Ci= 0.00000 26,352,94 Ml LOAD NO FILLER= 23,179,89 REQUIRES 3-25-96 TC (fa/Fa) * 0.85869 USING TC= 21 = 2 X 2 X .143 BC STRESS = 29,450.42227 US1NS BC= IE = 1 1/2 X 1 1/2 X ,125 ;HORD HT 246.311 CHORD KT/F1 6.287 END PANEL CHECK H= 232 END PANEL AllQHABLE FORCES REDUCED 10 X END PANEL CHECK AXIAL LOAD Fa it. PftKEL PT Cm PANEL PT= 17.798 FIRST PANEL CHECK AXIAL LOAD Fs fb PANEL PT Cm = = = - = ,7 = = = = = LEFT END 11.337.86 17.710.63 7.52B.92 0.961 HID PANEL= LEFT ENC 11.094.00 15,028.70 7,528.92 0.900 LENGTH AXIAL STRESS fa = F'e fb HID-PftNEL fa/Fa 0.6283 NO FILLERS LENGTH AXIAL STRESS fa = F'e fb fliD-PANEi. fa /Fa = 27.00 10.269.30 79,761.40 l.OW.93 0.579 L/R= 63,18 33.00 10,048.91 40,267.35 1.868.76 0.663 PANEL PT= 17.577,3 HID PANEL= 0.7518 NO FILLERS L/R= 95.95 BOTTOM CHORD L/Rz= 162,162 TC OAL/Rvv = 330,933 •HAX BRIDGING CHECK TC= 14,78' BC= 20,64' HOMENT OF 1NERTIA= 313.3 LL 360= 203,0 LL 240= 304,6 ^TC TENSION STRESS = 5.638.58 WEB DESIGN; 28KA232/123 m RUN ON 3-25-96 ^96-0008-2 CARLSBAD CORPORATE (AREA B! CARLSBAD CA JFL BC= IE = 1 1/2 X i 1/2 X .125 IUMBER 1 H2 2 H3 3 W4 4 W5 5 W6 6 W7 7 H8 8 «9 9 N10 SI QTV RH 1 IK 1 IE 1 IE 1 10 1 IE 1 10 1 15 1 10 1 ACTUAL T 8. 4, •A i 2. 1. 619 0 702 0 461 0 220 0 539 Wtf uta ALLOW T ACTUAL C 16,393 15,968 10.377 10.377 7.090 10,877 7,090 7,908 7,090 0 5,503 0 4,081 0 2.340 \) 1,599 0 1B« ALLOW C 2.189 6.355 4.418 4,413 1,262 4,418 1.262 2.236 1.262 iiELS 2.0 2.3 2,6 2,2 2.0 2.0 2,0 2,0 2.0 M ANGLE NAHE .113 7/3" ROD ,168 1 .125 1 .125 1 .125 1 ,125 1 .125 1 ,109 1 .125 1 1/2 X 1/2 X 1/2 X X 1 X 1/2 X I 1 X 1/4 X X 1 X 1 1/2 X 1 1/2 X 1 1/2 X >i£j 1 1/2 X .125 1 1/4 X .125 ,187 .125 ,125 ,125 .109 —- STANDARD VERTICALS 10 SE 10 2 6 0 14.130 4.754 8.930 2,6 .125 1 X 1 X .125 .11 VI 10 1 0 6.331 319 1,602 2.0 .027 1 X 1 X .125 12 V2 10 i 0 7.090 1,076 2,258 2.0 .036 i X 1 X .125 27-Mar-96 JOB NUMBER: 96-oooe-B JOB NAME: CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 28KA232/128 MARK: J63 "AXIAL LOAD AND BENDING". EtiD PANEL L ONE ANGLE Leg- Thickness » Fy* Gap" K* Length = Gravity Axial Load - Lateral axial load « W = Bearing Depth = Reduc. - 2.000 In. 0.143 m. 50.000 ksi 1.000 in 1.000 38.000 in 11,337.86 Ibs. 8,300.00 Ibs. 232.00 Ibs./ ft. 3.00 in. 1.00 A> lx» «- IZ« rz» Q M* Eccentricity = Moment Pp a Moment Mp » fa» Panel P. fb • Mid Panel fb « Fb = Kl/rz = Cc* Fa = F'e « Cm* 0.552 0.214 0.624 0.087 0.396 0.553 O DflO.898 1.50 15,939.67 14,412.94 5,139.56 8,427.74 7,620.52 30,000.00 95.86 112.92 15,044.26 16,245.71 0.91 inA2 inA4 in inA4 I in ( iin in Ibs-in. tbs-in. psi psi psi psi psi psi s^ PROPERTIES: / At* f ltx« / rtx = ' PandP.Stx- Mid Panel Stx » ^ Sefe K Klfrx- Cc- Fa- F'e- Cm- 2.206 2.837 1.134 1.891 1.891 —--*1 S6X-T ffl 33.51 112.92 24,184.50 132,995.76 0.99 inA2 ln*4 in ir^S inA3, / -ae psi psi No filler Panel point <= 0.6 Fy = 30,000.00 psi (fa + fb)/0.9= 15,074.77 OK Mid panel <- 1.00 (fa/Fa+ Cm*fb/«1-fa/PerQ*Fb))/.0»- 0.80 OK With filler Pane) point <= 0.6 Fy » 30,000.00 pSJ (fa + fb)/0.9« 15,074.77 OK Mid panel<= (fa/Fa + Cm*fb/((1-fa/F'e)*Q*Fb)) /.09» 1.00 0.56 OK ISP: INC f( March 27, 1996 Shape: ^ L J 2.000 H 2.000 -H 0.143 K 0.000 |Y 3.000 \ 180.00 JA 0.552 "^bar -0.553 Kbar -0.553 llx 0.214aly 0.214 Rx 0.624 |Ry 0.624aRz 0.396e 225.00 Shaft 'i U *2.000 H 2.000 T 0.143 X 1.000 Y 3.000 a ',270.00 A 0.552 YbaT -0.553 Xbar, 0.553 Ix- 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz , 0.396 0 315.00 Shape: L U 2.000 H 2.000 T 0.143 X -0.143 Y 0.000 a 90.000 A 0.552 Ybar 0.553 Xbar -0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 0 135,00 Shape: L U 2.000 H 2.000 T 0.143 X 1.143 Y 0.000 c 0.000 A 0.552 Ybar 0.553 Xbar 0.553 Ix 0.214 ly 0.214 fix 0.624 Ry 0.624 Rz 0.396e 45.000 ~ - -j itii Iilii 1i 1i 1i 1i 1 1i 1i 1ili1i 1il i— _ •_ - "• 0 A 2.206 Hgt 7.501 Ybar 1.500 Xbar 0.500 Ix 2.837 ly 3.659 lu 3.659 h 2.837 Ixy 0,000 Rx 1.134 Ry 1.288 Rz 1.134 0 0.000 STRESS ANALYSIS: 28KA232/I28 J66 1 96-0008-2 CARLSBAD CORPORATE (AREA B) BASE LENGTH WING LENSTH 33- 9 38- 5 DEPTH 29 / HEXAK. INC RUN ON ,ARLSBAD CA JFL EFF DEPTH BC PANLS Lt= 3- 4 1/2 TC PANELS' LE= 2- 2 1/2 FIRST HALF LE= 2- 0 FIRST DIAG LE= 5- 4 1/2 DEPTHS LE= 28.000 MULTIPLE LOADING: 3 BC PANELS AT 4- 0 END STRUT TILTED CENTERLINE* 28.000 RE= 3- 4 1/2 RE= 2- 2 1/2 R£= 2- 0 RE= 5- 4 1/2 PT LOAD OF 500 LE3 AT PANEL PT 10 19,33'LE 19.33'RE EXTRA SHEAR ADDED TO EACH WEB= 250 UNIFORM TC LOAD= 232 UNIFBRH BC LOAD= 0 REA NO 1 CTIONS Rl= +4,706,3 HEM TC F W2 -6.368 3 R2= +4.706.3 - STRESS ANALYSIS BC F 0 SH 4, ranC.HI\ 469 3 RIN SHR= tO F 8,215 1 1, CSC ,740 * - •' en1 / 0 . Jit KEB L 47.03 TL=9.4"i; PP DISTANCE 0- 2 TILTED END STRUT T 3 4 5 6 7 8 9 10 11 12 13 14 15 16 17 VIS -6.055 «3 -6.055 N4 -12.389 H5 -12,339 W6 -16.955 W7 -16.955 N8 -19.372 W9 -19.872 H10 -21.140 NiO -21.140 W9 -19.872 N8 -19.872 K7 -16.955 H6 -16.955 «5 -12,389 «4 -12,389 «3 -6.055 9 9 14 14 18 15 20 20 20 20 IS 13 14 14 9 9 0 .435 .483 .875 ,375 ,619 .619 .712 , / 1 2 .712 .712 ,619 .619 .678 .678 .438 ,438 T ii1. T]L . t-,i. , i i - - -1. -i, •2. ~2. -7 "il1 , 604 865 266 802 333 574 410 946 482 482 946 410 374 33S 302 266 865 -680 -5.504 4.702 -4,082 3.461 -2,840 2,220 -1.599 1.573 1.573 -1.599 2,220 -2.340 3.461 -4.082 4.702 -5,504 1 _t 1 -1i -1t -1 1 - 1 1 -1 1 -1i _ i 1 I ^L, ii.ii , j-i,' .337 ^^7 ,337 .337 ,337 .337 ,337 ,337 .337 , j-i; .337 .337 ,337 , JC'/ ,337 30,43 36,13 36.13 36.13 36.13 36,13 36.13 36.13 o6.ii!> 36,13 36,13 36,13 3i> , 1 3 36,13 36.13 36.13 36,13 1 1-1L L 3- 4 5- 4 7- 4 9- 4 11- 4i - iiO~ t 15- 4 17- 4 19- 4 21- 4 23- 4*,£ .1iti- t 27- 4 29- 4 31- 4 33- 4 i ;iI/ i. 1/2 1/2 1/2 1/2 1/2 1/2 i/i 1/2 ( /a [ [ r, Hi 1 ."1if L 1/2 1/2 1/2 1/2 * -nI/i TILTED END STRUT 18 19 20 21 VIS -6.36S W2 -6,368 SE 56 END VI END PNL V2 INTERIOR 9.43B -0 -sinSlii -4, vERT *• 604 469 ICAL3 706 604 964 -680 8,215 -4.706 -6SO -964 -1 -1 1 < t .126 .740 .000 ,126 .000 30.43 47,03 27.02 30.43 27.02 36- 6 35- 4 1/2 1/2 KA!i TC COMPRESSION -21.140.54 HAX INT TC PANEL LENGTH = 24.00 MftX BC TENSION* 20.712.41 NIU INT BC PANEL LENGTH =48.00 STRESS ANALYSIS; 2BKA232/128 J66 I,? r' / HEXAH, INC RUN ON 3-28-96 96-0008-2 CARLSBAD CORPORATE (AREA Bl ,_^'ARLSBAD CA ^FL BASE LENGTH WORKING LEN6TH 39- 9 DEPTH EFF DEPTH BC PANLS LE= 3- 4 1/2 8 BC PANELS AT 4- 0 TC PANELS LE= 2- 2 1/2 END STRUT TILTED FIRST HALF LE= 2- 0 FIRST DIAG LE= 5- 4 1/2 DEPTHS LE= 28,000 CENTERLINE* 28.000 MULTIPLE LOADING; 5- 4 1/2 i- 2 1/2RE* RE= RE= 28.000 PT LOAD Of- 500 LBS AT PANEL FT 10 19.38'U 19.3S'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY - NOT STRESS ANALYSIS ADDITIONAL TCP CHORD LOAD ; 30900 EXTRA SHEAR ADDED TO EACH WEB= 250 UNIFORM TC LOAD= 232 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 25?. REACTIONS Rl= +3.529.75 R2= +3.529.75 BIN SHR= — NO 1 MEM W2 TILTED L 3 4 5 6 7 —- g9 10 „ 11 12 13 14 ~" 15 16 17 VIS W3 W4 W5 «6 «7 WS Vi9 «10 W10 Ii9m '$1 W6 W5 H4 W3 — TILTED IS ™ 19 20 21 VIS W2 SE VI V2 TC F -4.775 riin PTT-.:ITLI1U Dinb! -4,540 -4.540 -9,290 -9.290 -12.713 -12,713 -14,900 -14.900 -15.851 -15,851 -14,900 -14,900 -12,713 -12.713 -9.290 -9.290 -4.540 END STRUT -4.775 -4.775 3Q END END PNL INTERIOR BC 7. 7. 11- 11, 13. 13. 15 i 15, 15. 15. 13. 13. 11. 11. / , 7, 7, 3M r 0 0 114 114 156 156 961 961 530 530 530 530 961 961 156 156 114 114 114 -0 r--a — MAX TC COMPRESSION* -39.026. MAX INT TC PANEL LENGTH = IB MiliHLISli3 — SHEAR H 3, 2. 2. i! i 1, i. 1. 352 453 399 449 101 753 405 .;-. C 1 709 361 -36i - -1 1_ i -1. -2, -2. -2, -3, 709 057 405 7E7 101 449 399 453 352 6 -4 ^-3 L "£ 1 "i 1 1 • -1 i -2 1 -3 •j -4 6 EB F .269 -510 .211 .610 .144 ,679 .214 ,748 .283 .180 ,130 ,283 ,748 .214 ,679 ,144 .610 ,211 -510 .269 CSC WE 1. 1. -1, 1. -1. 1. -1 , i , -i. i. -1. 1, -i. 1, -i. 1. -1. 1. -i. -1. 740 126 337 337 337 337 337 337 337 jj; 337 337 337 337 T*1 337 337 337 126 740 47 30 36 36 36 36 36 OQ 36 36 36 0-6 36 36 36 36 36 36 30 47 B L .03 .43 .14 ' & i i.if ,14 .14 .14 .14 .14 i >.if .14 .14 ,14 .14 ,14 .14 .14 .43 .03 PP DISTANCE 0- 2- 3-=_ 7- 9- 11- i j- 15- 17- 19- 21- 23- 25- 27- 29- 31- 33- 36- 35- 2 i. 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 4 6 4 1/2 1/2 1/2 1/2 1/2 1/21 •"? 1/2 1/2 1/2 1/2 1/2 i .'n 1/2 1/2 i/2 1/2 1/2 1/2 VERTICALS 3, i :4.00 529 ' 453 723 MAX HAX -j BC INT C-VQ. Ji.7 -510 -723 1. 1. i i TENSION* BC PANEL 000 126 000 ( S C i ri!.-L.CUU 27 30 L! 30 IB .02 .43 .02 n i =48.00 28KA232/123 J66 RUN ON 3-28-96 •96-0003-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA JFL KEK iiL v\ 4 5 6 7 8 r. 10 ii 12 13 14 15 16 17 13 i n17 20 21 1C TEN 23,175 23.175 23.175 23,175 23.175 23,175 23.175 23.175 23.175 23.175 23.175 IT » -!CJlJ.l/ J 2,3.175 23.175 23.175 23.175 It I 1CZO.i/ J 23.175 0 0 (1 riui-iir 1C COh -27,950 -27.715 -32.465 -32.465 -35,888 -35.633 -38.075 -33,075 -39.026 ~39.v26 -33,075 -33,075 -35,880 -35.3S3 -32.465 -32.465 -27.715 -27.950 0 0 0 LL HNHLIDi BC TEN 0 9,436 9,486 14,375 14,375 18.615 13,615 20.707 20.707 20.707 20.707 13.615 18.615 14,375 14,375 9.436 9,436 0 0 0 0 a Dunrmp.i BC CGH 0 0 0 0 0 0 u 0 0 0 0 0 0o y 0 0 -0 0 0 0 «EB TEN 3,214 0 4,702 0 3.461 0 2.220 0 1,573 1,573 .*!y 1 TS.'sl,Li.V 0 3.461 0 4,702 0 •5,214 0 0 0 WEB CflK 0 -5,503 u -4.081 0 -2.840 \i -1.599 0 >j -1.599 i'i -2,340 -4,031 0 -5.503 0 -4.706 -630 -964 HAXIHOK UNIFORM LOAD: TQ? CHORD= 23! jiokrijiiu.' lio Jo6 96-0003-2 CARLSBAD CORPORATE (AREA £) CARLsBAP CA JFL HEM i 2 ^ 4 E 6 7 8 9 10 ( 4 12 TC TEN 23.175 23.175 23.175 23,175 23.175 23.175 £3.175 , 23,175 23.175 0 0 0 LimSlJL TC CGH -27,950 -27.715 -32,465 -32,465 -35.888 -35,838 -33,075 -3S,075 -39,026 0 0 0 il/HIC LCr 1 BC TEN o 9 , 486 9.4B6 i i fj'c 14,875 I n L ( E1 0 , 0 i 1.1 IS. 615 20,707 20.707 0 0 0 ft mum — -0 0 0 0 0 0 0 0 (i 0 0 0 WE& TEN 3,214 0 4,702 0 3.461 0 2,220 0 1,573 0 0 0 NEEi CGH 0 -5,503 0 -4,031 0 -2.640 0 -i.599 0 -4 . 706 -680 -964 «AXIHU(I UMIFORH LOAD; TOP CHGR0= lioal Structural Products - El Fasfo . Te^5 MEMBER SIZES: 23KA232/12S Jci RUN ON 3-28-96 96-0003-2 CARLSBAD CORPORATE (AREA 31 CARLSBAD CA JFL Fy = 50.000.000 Fb = 30.000.000 SENDING LOAD = 0.000 ASSUMED FORCE = 39.026,335 OUTSIDE DEPTH = 28,000 ASSUMED EFF DEPTH= 27.026 BC = IE AREA = 0.3590 v(x} = 0.4210 Ryy = 1.0322 R: = 0.2960 TC = 29 AREA = 0,9330 Rx = 0,6090 Rz = 0.3910 Rvy = 1,2503 v = 0,5920 SI = 0.5S78 Ss = 0.2471 Q& = i.OOOO 'ACTUAL EFF DEPTH - 26.937 GAP BETWEEN CHORD= i.ooo CORRECTED LOAD TC= 39.083.285 BC = 20,737,741 L/R* = 39,408 USING L = 24.00 L/Ryy= 28.791 USIN6 L = 36.00 'L/Rz = 30,690 USING L =12.00 WITH FILLERS K= 1.00 Fa = 25,914.7 USING L/R= 39.40 F'e= 96.153,09 Cni= 0,00000 HAX LOAD (FILLERSi= 49,102,23 HAX LGAC NO FILLER* 42.594.38 .NO INTERIOR FILLERS REQUIRED TC ffs/Fai = 0.30391 USING TC= 29 = 2 X 2 X .250 BC STRESS = 28,882,64764 USING BC= IE = 1 1/2 X 1 1/2 X ,125 • CHORD WT = 346.945 CHORD MT/FT = 3,951 END PANEL CHECK H= 232 END PANEL ALLOWABLE FORCES REDUCED 10 X END PANEL CHECK = LEFT END LENGTH = 24.50 AXIAL LOAD = 27,990.67 AXIAL STRESS fa = 14.920.40 Fa = 20,032,47 F'e = 92.268.52 fb PANEL PT = 4.273,17 fb MID-PAUEL = 499.02 Ci = 0,951 fa/Fa = 0.744 PANEL PT= 19.193.5 MID PAKEL= 0.7657 NO FILLERS L/R* 62.65 FIRST PANEL CHECK = LEFT END LENGTH = 33,00 AXIAL LOAD = 27,756.05 AXIAL STRESS fa = 14.795,33 Fa = 22.304.08 F'e = 33,354.69 fb PANEL PT = 4.273,13 fb HID-PANEL = 1.261.89 Ciii = 0.345 fa/Fa = 0,663 PANEL PT= 19,068.5 MID PAHEL= 0.7212 FILLERS L/R* 62.39 BOTTOM CHORD L/Rz= 162.162 TC OAL/Rvy = 363.686 MAX BRIDGING CHECK TC= 15.10' BC= 20,64' MOMENT OF INERTIA= 379.0 LL 360= 249,7 LL 240= 374.6 TC TENSION STRESS = 12,371.26 UEB DESIGN; 2SKA232/128 J66 RUN DN 3-28-96 96-0008-2 CARLSBAD CORPORATE (AREA £5 CARLSBAD CA JFL TC= 29 = 2 X 2 I .250 BC= IE = 1 1/2 It i 1/2 X .125 NUMBER 1 W2 2 W3 3 K4 4 H5 5 H6 6 M7 7 US 3 W9 9 «10 10 SE 11 VI 12 V2 SZ RH n; It IE 10 IE 10 15 10 10 10 10 QTY ACTOAL T i 1 1 i 1 1 i 1 1 2 B 1 1 8.214 0 4,702 0 3.461 0 2.220 0 1.573 0 0 0 ALLOW T 16.393 15.963 10.877 W' • m-i,Of 1 7,090 10.377 7,090 7.908 7,090 14.180 6.381 7^090 — «te a ACTUAL C 0 5.503 0 4.081 0 2. 840 0 1,599 0 STANDARD 4.706 875 1.15? C.3iO(N SLLDK C 2.379 6.337 4.406 4.406 1.25? 4,406 1.259 2,230 1,259 VERTICALS 8.91? 1.5?S ? *''ci'? WELD 2.G 2.3 2.6 2.2 2,0 2,0 2.0 2.0 2,0 2,6 2.0 2.0 THK ANSLE NAME .113 7/8" ROD .168 1 .125 1 .125 1 .125 1 .125 i .125 1 .109 1 .125 i .125 i .029 1 .039 1 1/2 X 1/2 X 1/2 X X 1 X 1/2 X I 1 X 1/4 X X 1 A X 1 X I 1 X X 1 X i 1/2 X i 1/2 >: 1 1/2 X ,125 f I i"l ¥i 1/4 A « IE . iiJ 1 1/4 X * «?c, IiJ ( 1C .125 '. 1C .187 .125 ,125 .125 .109 28-Mar-96 JOB NUMBER: 96-0008-B JOB NAME: CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 28KA232/128 MARK : J66 "AXIAL LOAD AND BENDING". END PANEL.;.,:; 1 Leg = Thickness = Fy- Gap- K = Length * 2.000 In. 0.250 in. 50.000 ksi 1.000 in 1.000 24.500 in A- Ix- nt = lz» rz = y = Gravity Axial Load = Lateral axial load = W = Bearing Depth ~ Reduc.» ONE ANGLE 0.938 in"2 0.348 inM 0.609 in 0.143 inM 0.391 in 0.592 in 1.000 27,990.67 Ibs. 30,900.00 Ibs. 232.00 Ibs./ ft. 6.00 in. 1.00 Eccentricity » Moment Pp * Moment Mp = fa = Panel P. fb - Mid Panel fc tt Fb = KI/FZ* Cc = Fa- F'e» Cm» 3.DO 94,150.60 93,515.96 7,464.18 12,205.69 12,123.41 30,000.00 62.64 107.00 22,262.07 38,060.19 0.94 in Ibs-in, Ibs-in. psi psi psi psi psi psi Kl/rx- Cc- Fa = F'e = Cm = 9.86 107.00 29,267.29 1,535,217.24 1.00 psi psi No filler Panel point <= 0.6 Fy - 30,000.00 psi (fa + fb)/0.9= 21,855.41 OK With filler Panel point <= 0.6 Fy & 30,000.00 pSJ (fa + fb) / 0.9=« 21,655.41 OK Mid panel <= 1.00 ( fa/Fa + Cm'fb/{(1-fa/F'erQ'Fb) ) /.09= 0.90 OK (fa/Fa + Midpanel<= 1.00 •e)*Q'Fb))/.09= . 0.73 OK ISP INC March 28, 1996 J Shape; L U 2.000 H 2.000 JT 0.250 X 0.000 Y 6.000 "A 180.00 A 0.938 Ybar -0.592 Xbar -0.592 Ix 0.348 JlH 0.348 Rx 0.609 Ry 0.609 -"Rz 0.391 e 225.00 Shape! L U 2.000 H 2.000 T 0.250 X 1.000 Y 6.000 ec 270.00 A 0.938 Ybar -0.592 Xbar 0.592 Ix 0.348 ly 0.348 Rx 0.609 Ry 0.609 Rz 0.391 e 315.00 Shape: L U 2.000 H 2.000 T 0.250 X 0.000 Y 0.000 a 90.000 A 0.938 ftar 0.592 Xbar -0.592 Ix 0.348 ly 0.348 Rx 0.609 Ry 0.609 Rz 0.391e 135,00 Shape! L U 2.000 H 2.000 T 0.250 X 1.000 Y 0.000 <x 0.000 A 0.938 Ybar 0.592 Xbar 0.592 Ix 0.348 ly 0.348 Rx 0.609 Ry 0.609 Rz 0.391 e 45.000 - - iiii Ii i I 1i1i 1i 1iii 1i 1i Ii 1i1itiiIi u. — - j , 1 , n A 3.750 Hgt 12.750 Ybar 3.000 Xbar 0.500 Ix 23.141 ly 5.859 lu 23.141 Iz 5.859 Ixy 0.000 Rx 2.484 Ry 1.250 Rz 1.250 9 90.000 •ANAHS~STl?B5 ANAHS1S: 2BKA232/128 til l^\ I KEXAM. INC RON ON 3-25- 96-0008-2 CARLSBAD CORPORATE (AREA B) O CARLSBAD CA JFL -BASE LENGTH MING LENGTH DEPTH EFF DEPTH 39- 2 1/4 . 38-10 i/4 28 27.02 EC PANLS LE= 3- 7 1/8 B BC PANELS AT 4- 0 RE= 3- 7 1/8 TC PANELS LE= 2- 5 1/3 END STRUT TILTED RE= 2- 5 1/8 FIRST HALF LE= 2- 0 RE= 2- 0 •FIRST DIAG LE= 5- 7 1/8 RE= 5- 7 1/8 DEPTHS LE= 28.000 CENTERLINE= 28.000 RE= 28.000 HULT1PLE LOADING: PT LOAD OF 500 LBS AT PANEL PT 10 19.59'LE 19.59'RE EXTRA SHEAR ADDED TO EACH KEB= 250 —UNIFORM TC LOAD= 232 UNIFORM BC LDAD= 0 REACTIONS Rl= +4.757.08 R2= +4.757.03 KIN SHR= 1,189.27 TL= 9.514.17 _NO 1 MEM TC F W2 -6.841 BC omts F 0 a rtfthLiBi SHEAR 4,494 3 " — HE8 F 8,641 1 CSC .821 WEB L 49,20 PP 0- DISTANCE 2 TILTED END STRUT — 2 3; 4 — 5 6 7 8 9 10 11 —12 13 14 —15 16 17 yiS -6.515 H3 -6,515 H4 -12.849 K5 -12.849 M6 -17,414 H7 -17.414 m -20.331 «9 -20.331 ttlO -21.600 H10 -21,600 #9 -20,331 W8 -20,331 U7 -17.414 86 -17.414 «5 -12,349 H4 -12,349 H3 -6,515 9, 9. 15. 15, 19, 19. 21. 21, 21. 21; 19, 1?. 15, 15. 9r 9, 0 948 943 338 338 079 079 172 172 t T! 172 079 079 338 338 948 948 629 3,865 3.266 2,302 2.333 1.374 1.410 946 482 -481 -945 -1,409 -1.873 -2.337 -2,301 -3,265 -3.865 -709 -5.504 4.702 -4.082 3,461 -2.840 2,220 -1.599 1.590 1.590 -1.599 2.220 -2.840 3,461 -4.082 4,702 -5,504 1 "i 1 -1 t -1 1 -1 i -1 i -! 1 -1 i -1 1 ^ •"*[,ab .337 .337 ,337 .337 .337 .337 .337 ,337 ,337 .337 .337 .337 ,337 ,337 .337 .337 30.43 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 2- "7 5- 7— 9- 11- 13- 15- 17- 19- 21- 23- 25- 27- 29- 31- 33- 5 7 7 7 7 7 T 7 7 7 ! 7 7 7 7 7 7 i/a 1/8 1/8 1/8 1/8 1/8 1/8 1/8 1/8 1/8 1/8 1/8 1/8 1/8 1/8 1/3 1/8 _TIITED END STRUT 18 —19 20 21 _«AX VIS -6.341 K2 -6.841 SE SQ END VI END PNL V2 INTERIOR TC COMPR£SSION= 9. -21. 943 0 - STD 600,22 629 -4,494 VERTICALS 4.757 629 964 MAX -709 8,641 -4,757 -709 -964 BC TENS - -i -1 1 1 1 ION= ,126 .821 .000 .126 .000 21. 30.43 49,20 30.43 27,02 172.10 36- 35- 9 7 1/8 1/8 INT TC PANEL LENGTH = 24.00 MAX INT BC PANEL LENGTH = 48,00 "STRESS ANALYSIS; 28KA232/123 367 I." *, / KEXAM. INC RUN ON 3-25- 56-0008-2 CARLSBAD CORPORATE (AREA B) -^- CARLSBAD CA JFL j:ASE LENGTH WORKING LENGTH DEPTH EFF DEPTH 39- 2 1/4 38-10 1/4 28 27.02 ~3C PANLS LE= 3- 7 1/8 3 BC PANELS AT 4- 0 RE= 3- 7 1/8 TC PANELS LE= 2- 5 1/6 END STRUT TILTED RE= 2- 5 1/8 FIRST HALF LE= 2- 0 RE= 2- 0 -HRST DIAG LE= 5- 7 1/8 RE* 5- 7 1/8 DEPTHS LE= 28.000 CENTERUNE* 23,000 RE= 23,000 MULTIPLE LOADING: ?T LOAD OF 500 LBS AT PANEL PT 10 19,59'IE 19.59'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH CQHPRESSION AND TENSION —ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUHHARY - NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD ; 8300 EXTRA SHEAR ADDED TO EACH *JEB= 250 ^UNIFORM TC LOAD= 232 UNIFQRH BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 25'/i REACTIONS Rl= +3,567.31 R2= +3,567.81 HIN SHR= 891,95 TL= : 'NO 1 HEH TC F B2 -5,130 oii\c; BC F 0 ;o H r-a 3 IIMLISI; HEAR .371 1 • WEB V 6.594 1 CSC .821 NEB L 49.20 PP DISTANCE 0- 2 TILTED END STRUT 2 3 _ 4 E 6 7 ' 8 9 10 .11 12 13 14 '15 16 17 VIS -4,886 W3 -4.386 W4 -9,637 W5 -9.637 H6 -13,061 H7 -13.061 W3 -15,248 W9 -15,248 M10 -16,200 H10 -16,200 «9 -15,248 H8 -15,248 !yi7 -13,061 W6 -13.061 W5 -9.637 H4 -9.637 W3 -4.886 7 7 11 11 14 14 15 15 15 15 14 14 11 11 7 7 0 .461 ,461 ,503 ,503 ,309 ,309 ,379 ,379 .879 .379 .309 ,309 .503 .503 .461 ,461 i 2 L 1 1 1 -1 ~\ -1 -2 -2 -2 472 ,899 ,449 ,101 ,753 .405 ,057 709 361 -361 -709 .057 ,405 .753 .101 .449 .899 -531 -4.211 3,610 -3.145 2.679 -2.214 1.743 -1.283 1,193 1,193 -1,233 1,748 -2,214 2.679 -3,145 3.610 -4.211 1 -1 1 -1 i -1 1 -1 1 -1 i -1 1 -1 1 -1 1 ,126 .337 .337 .337 ,337 ,337 ,337 .337 T>J ,337 .337 .337 .337 .337 .337 .337 .337 30.43 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 . i 3 36,13 36.13 2- 5 *- 7 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 1/B 1/8 1/8 1/8 1/8 1/6 1/8 1/6 1/3 1/8 1/B 1/8 1/8 1/8 1/3 1/3 1/8 TILTED END STRUT 18 19 20 21 VIS -5,130 W2 -5.130 3E SG END VI END PNL V2 INTERIOR 7.461 -0 ctnstu -3 472 ,371 -531 6.594 -1 -1 .126 .821 30.43 49.20 36- 9 35- 7 1/3 1/8 VERTICALS - — 3,567 ' 472 117 1 i-i -3.567 -531 -723 i 1 i .000 ,126 ,000 27.02 30.43 27.02 "MAX TC COHPRESSION= -22.425.17 HAX BC TENSION* 15.379,07 Ml INT TC PANEL LENGTH = 24.00 MA)! INT BC PANEL LENGTH = 48.00 28KA232/128 J67 RUN ON 3-25-96 -96-0008-2 CARLSBAD CORPORATE (AREA g) CARLSBAD CA JFL HEH " 1 2 7 -4 5 6 .7 3 9 10 "11 12 13 -14 15 16 17 '18 19 20 •21 TC TEN 6.225 6.225 6.225 6.225 6.225 6.225 6,225 6,225 6.225 6.225 6.225 6.225 6,225 6,225 6.225 6.225 6,225 6.225 0 0 0 miLiir TC COH -11,355 -11,111 -15.862 -15.862 -19.286 -19.286 -21,473 -21,473 -22.425 -22.425 -21.473 -21.473 -19.286 -19.286 -15,862 -15.862 -11.111 -11,355 0 0 0 LC HltHLlDl EC TEN 0 9.948 9,948 15,333 15,338 19,079 19,079 21.172 21.172 21.172 21,172 19,079 19,07? 15,338 15.338 9,948 9.943 0 0 0 0 3 sunriMrti BC CDH 0 0 0 0 0 0o 0 rtV 0 0 0 0 0 0 0 0 -0 0 0 0 NEB TEN 8,641 0 4.702 0 3,461 0 2.220 0 1,590 1,590 0 2,220 0 3,461 0 4,702 0 3.641 0 0 0 WEB COH 0 -5.504 0 -4.082 0 -2.840 0 -1.599 0 0 -1,599 0 -2.840 0 -4,082 0 -5.504 0 -4.757 -709 -964 HAXIHUK UHIFORH LOAD: TOP CHORD= 232 28KA232/12B J67 RUN ON 3-25-96 96-GOOB-2 CARLSBAD CORPORATE [AREA B) CARLSBAD CA JFL CONSOLIDATE LEFT & RIGHT - HEM TC TEN TC CON EC TEN BC CQH WEB TEN WES COW — 1 2 3 — 45 6 7 8 9 10 "11 12 6.225 6,225 6.225 6.225 6,225 6,225 6.225 6.225 6,225 0 0 0 -11.355 -11.111 -15,862 -15.862 -19.236 -19,236 -21.473 -21.473 in .1 n c-LL^U 0 0 0 0 9.94B 9,948 15.333 15.338 19.079 19,079 21.172 21.172 0 0 0 -0 0 0 0 0 0 0 0 0 0 0 0 8.641 0 4.702 0 3.461 0 2,220 0 1,590 0 0 0 o C Cflt-j, jin 0 -4,032 0 -2.840 0 -1.599 0 -4.757 -709 -964 -JIAXIHOH UNIFGRH LOAD; TOP CHORD= 231 IntErnatioal Structural Products - El Pasc . Texas MEMBER SIZES: 2BKA232/12S J67 96-0008-2 CARLSBAD CORPORATE (AREA B)•CARLSBAD CA JFL RON ON 3-25-96 Fy BENDING LOAD OUTSIDE DEPTH = BC * IE —AREA = 0.3590 vh) TC = 21 AREA * 0.5520 Rx _y = 0.5530 51 ACTUAL EFF DEPTH = CORRECTED LOAD TC* L/Rx = 38.461 USING "T/Rz = 30.303 USING Fa = 23,634.0 USING m LOAD (FILLERS)* -NO INTERIOR FILLERS TC (fa/Fa) = 50,000.000 0.000 23.000 = 0.4210 = 0.6240 = 0.3869 27,026 22.420.192 L = 24,00 L * 12.00 L/R= 38,46 26,352.94 REQUIRED Fb ASSURED FORCE ASSUHED EFF DEPTH= Ryy = 1.0322 Rz R: = 0.3960 Ryy Ss = 0.1478 Os SAP BETWEEN CHORD* BC L/Ryy= 29.428 USING KITH FILLERS It* F'e= 100.948.03 C HAX LOAD NO FILLER* 0.35927 USING TC* 21 = 2 X 2 X . __BC STRESS = 29,481.05842 USING BC= IE = 1 1/2 X 1 CHORD WT 246.442 CHORD HT/FT 30.000.000 22.425.170 27.020 = 0,2960 = 1 , 2233 = 0.8979 1.000 21.167.399 L = 36,00 1.00 :§= o.ooooo 23,179.89 143 1 ."i y t r, 11/i A , Ii 6 nn-j,LOI ~ END PANEL CHECK M= 232 END PANEL ALLOWABLE END PANEL CHECK = —AXIAL LOAD Fa fb PANEL PT Cffl PANEL PT* 17.834.9 FIRST PANEL CHECK = —AXIAL LOAD Fa fb PANEL PT ^-Cfo = PANEL PT= 17,613.9 BOTTOH CHORD L/Rz= ""MAX BRIDGING CHECK HOHENT OF INERTIA= FORCES REDUCED 10 X LEFT END 11.353.44 17.667.74 7.551,01 0.960 KID PANEL* LEFT END 11.109.53 15.028.70 7,551,01 0.900 MID PANEL* 162.162 TC* 14.78' 318,3 LENGTH AXIAL STRESS fa = F'e fb KID-PANEL fa/Fa 0.6313 NO FILLERS LENGTH AXIAL STRESS fa = F'e = fb HID-PANEL fa /Fa = 0.7527 NO FILLERS TC OAL/Rvv BC* 20.64' LL 360= 202,7 LL 2 27,12 10.283.92 79,027,97 1,081.07 0.582 L/R* 68.49 38.00 10.062.98 40.267.35 1,866.05 0,669 L/R* 95.95 381.137 40= 304.1 —TC TENSION STRESS = 5.637.33 =B DESISN: 28KA232/128 367 .' '— RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE iAREA Bi CARLSBAD CA JFL TC= 21 = 2 X 2 X ,143 SC= IE = i 1/2 X I i/2 I ,125 JMBER SZ QTY ACTUAL T i W2 RH 1 8,641 _2 W3 IK 1 0 5 «4 IE 1 4.702 4 W5 IE 1 0 __5 W6 10 1 3,461 1 W7 IE 1 0 7 WS 10 1 2.220 B W9 15 i 0 -? H10 10 i 1,590 —- STANDARD VERTICALS —- 10 3E 10 2 B 0 14.130 4.757 8.932 2.6.1251X1 ~U VI 10 i 0 D.3S1 821 1.603 2.0 ,027 1 X 1 X .125 2 V2 10 1 0 7,090 1.076 2.259 2,0 ,036 i X 1 X ,125 BCD UL3 ALLOW T ACTUAL C 16 15 10 10 i 10 7 -! 1 .398 .968 .377 ,377 .090 .877 ,090 .90S .090 5 4 i 1 0 .504 0 ,082 0 .340 0 .599 0 ion ALLOW C i 6 4 4 1 4 i 2 i .180 .357 ,419 ,419 ,263 .419 ,263 ,237 ,i6j WELD 2.0 2.3 2.6 2.2 2.0 2.0 2,0 2.0 2,0 THK .113 .168 ,125 ,125 .125 ,125 .125 ,109 .125 ANGLE NAME 7/8" ROD 1 1 1 i 1 1 1 1 1/2 1/2 1/2 X 1 1/2 X 1 1/4 X 1 X i 1/2 X X 1 1/2 X X 1 1/2 X X .125 X 1 1/2 X X .125 X 1 1/4 X X .125 .137 ,125 .125 ,125 ,109 27-Mar-96 JOB NUMBER: JOB NAME: LOCATION: 96-0008-B CARLSBAD CORPORATE CARLSBAD, CA. JOIST NAME: 28KA232/12B MARK: J67 "AXIAL LOAD AND BENDING". END PANEL ;; ri ONE ANGLE Leg = Thickness = Fy» Gap" K = Length = Gravity Axial Load = Lateral axial load - W- Bearing Depth = Reduc. • 2.000 in. 0.143 in. 50.000 ksi 1.000 in 1.000 38.000 in 11,353.44 Ibs. 8,300.00 Ibs. 232.00 Ibs./ ft. 3.00 in. 1.00 A. lx = rx» Iz- 12 = y- Q« Eccentricity = Moment Pp = Moment Mp * fa- Panel P. fb « Mid Panel fb - Fb- Kl/rz* Cc* Fa = F'e = Cm - 0.552 0.214 0.624 0.087 0.396 0.553 0.898 1.50 15,939.67 14,412.94 5,146.62 8,427.74 7,620.52 30,000.00 95.88 112.92 15,044.26 16,245.71 0.90 in*2 inM in / inM / in I in \ in Ibs-in. Ibs-in. psi psi psi psi psi psi ^s^ PROPERTIES: / At* / ltx = rtx- Panel P. Six » Mid Panel Six - v ^-^ ^ee Kl/rx = Cc« Fa- F'e- Cm = 2.206 2.837 1.134 1.891 1.891 — ^- rJEAT jI 33.51 112.92 24,184.50 132,995.76 0.99 inA2 inM in inA3 in*3 _— — ' D^'i psi psi No filler Panel point <» 0.6 Fy = 30,000.00 pel (fa + fb)/0.9» 15,082.62 OK Mid panel <« 1.00 _{fa/Fa + Cm*fb/((1-fa/F'e)'Q*Fb)) /.09* 0.80 OK With filler Panel point <= 0.6 Fy = 30,000.00 psi (fa + fb)/0.9= 15,082.62 OK Mid panel <= (fa/Fa + Cm*fh/((1-fa/F'e)*QkFb)) /.09= 1.00 0.56 OK ISP INC March 27, 1996 [Shape: L 2.000IH 2.000 U 0.143 0.000IY 3.000u 180,00 [A 0.552 ^ar -0.553 bar -0.553 Ix 0.214 y 0.214 x 0.624 Ry 0.624 S 0.396 225.00 Shape: L U 2.000 H 2.000 T 0.143 X 1.000 Y 3,000 oc 270.00 A 0.552 Ybar -0.553 Xbar 0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 9 315.00 Shape! L U 2.000 H 2.000 T 0.143 X -0.143 Y 0.000 a 90.000 A 0.552 Ybar 0.553 Xbar -0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 0 135.00 Shape: L V 2.000 H 2.000 T 0.143 X 1.143 Y 0.000 ff 0.000 A 0.552 Ybar 0.553 Xbar 0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396e 45.000 - - -i iiii 1iIi Ii 1i 1i Iiti ti ti IiI 1i 1i Ii i — — - •~ n A 2.206 Kgt 7.501 Ybar 1.500 Xbar 0.500 Ix 2.837 ly 3.659 lu 3.659 Iz 2.837 Ixy 0.000 Rx 1.134 Ry 1,288 Rz 1.134e o.ooo •STRESS ANALYSIS: 28KA232/128 J68 I.< '6-0008-2 CARLSBAD CORPORATE (AREA Bl ^ BASE LENGTH ~39- 2 3/4 tiORKINfi LENGTH 33-10 3/4 DEPTH 28 / HEXAM. INC RUN 'CARLSBAD CA JFL EFF DEPTH 27.026 1C PANLS LE= 'C PANELS LE= FIRST HALF LE= -IRST DIAG LE= 3- 7 3/3 2- 5 3/8 2- 0 5- 7 3/8 B BC PANELS AT 4- 0 END STRUT TILTED DEPTHS LE= 28.000 CENTERLINE= 28.000 MULTIPLE LOADING: RE= 3- 7 3/8 RE= 2- 5 3/8 RE= 2- 0 RE= 5- 7 3/8 RE= 28,000 ''1 LOAD OF 500 LBS AT PANEL PT 10 19.61'LE 19,61'RE EXTRA SHEAR ADDED TO EACH WEB= 250 -WIFORH TC LQAD= 232 UNIFORH BC LQAD= 0 (EACTIONS Rl= +4,761.72 R2= +4.761.92 HIN 3HR= 1,190.48 TL= 9.523.83 STRESS ANALYSIS JIG MEH 1 vi2 . TILTED VIS — 2 W3 I W4 4 HIt ttv _ 5 N6 6 «7 7 H3 _3 W9 9 W10 10 H10 11 W9 —12 H8 13 M7 14 tJ6 ^5 W5 16 W4 17 H3 TILTED ™ VIS 13 W2 —19 SE 20 VI 21 V2 TC F -6.885 END STRUT -6.557 -6.557 -12.890 -12.890 -17.455 -17.455 -20.371 -20.371 -21,639 -21.639 -20.371 -20,371 -17,455 -17,455 -12,890 -12.890 -6,557 END STRUT -6.385 -6.885 SQ ENS END PNL INTERIOR BC F n 9 15 15 19 19 21 21i *ij. 0 0 ,990 .990 .370 ,378 .119 ,119 .211 ,211 ,211 SHEAR 4 3 3 2 L I 1 21,211 19 19 15 15 9 9 9 -21 ,119 ,119 ,378 ,378 .990 ,990 ,990 0 r-2 .639 -1 -1 r*. _n -3 -.$ -4 .497 631 .865 .266 .802 .338 .874 ,410 946 432 -481 -945 .409 ,873 .337 ,801 .265 n ' c.ODi* 631 ,497 NE& F 3,630 -711 -5.503 4.702 -4.031 3.461 -2,840 2.220 -1,599 1.592 1.592 -1,599 2.220 -2,840 3.461 -4, OBI 4,702 -5,503 -711 8.680 1 1 -1 1 -1 1 -1 1 -! 1 -1 1 -1 1 -1 1 -1 1 -1 -1 CSC ,828 .126 .337 . 337 ^'7,OJ/ fft.JO/ .337 ,337 .337 ,337 ,337 f?-r .337 ,337 .337 .337 .337 ,337 .126 .328 to 49, 30. 36. 36. 36. 36. 36. 36. 36. 36, 36. 36. 36. 36. 36. 36, 36. ^a. 30, 49. L 41 43 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 14 43 41 FP DISTANCE 0- 2- 3- c_ 7- 9- 11- 13- 15- 17- 19- 21- 23- 25- 27- 29- 31- 7*7i2'l~ 36- 35- 2 j 7 -i 7i 7 7 7 7 T 7i 1 1 7 7 i 9 7 3/8 3/8 3/3 3/8 3/8 3/8 3/6 3/3 3/8 3/3 3/3 3/8 3/8 T /Cj/b 3/8 3/8 3/8 3/3 3/8 ID VERTICALS — - 4 .45 ,761 631 964 MAX -4.761 -711 -964 L 1 1 BC TEHSION= .000 .126 .000 21. 27. 30, 27. 211. 02 43 02 42J1AX TC COMPRESSION* -21.6 HAX INT TC PANEL LENGTH = 24.00 MAX INT B£ PANEL LENGTH = —STRESS ANALYSIS: 28KA232/128 J68 I."" / HEXAM, INC RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE {AREA E) '-^CARLSBAD CA JFL —BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH 39- 2 3/4 38-10 3/4 23 27.026 BC PANLS LE= 3- 7 3/8 8 BC PANELS AT 4- 0 RE= 3- 7 3/8 TC PANELS LE= 2- 5 3/8 END STRUT TILTED RE= 2- 5 3/3 FIRST HALF LE= 2- 0 RE= 2- 0 ~*IRST DIAG LE= 5- 7 3/8 RE= 5- 7 3/8 DEPTHS LE= 28.000 CENTERLINE= 28.000 RE= 23,000 1ULTIPLE LOADING; *T LOAD OF 500 LBS AT PANEL PT 10 19.61'LE 19.61'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION —ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUHHftRY - NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD : 8300 ' EXTRA SHEAR ADDED TO EACH HEB= 250 ^UNIFORM TC LOAD= 232 UNIFORM BC LOAD= 0 ALL LOADS SHOWN REDUCED BY 251 • REACT 10 "~NO 1 MEM N2 TILTED —i 3 4 5 6 7 — g 9 10 —11 12 13 14 15 16 17 VIS H3 H4 H5 W6 W7 m W9 H10 N10 m ws H7 Wt H5 H4 N3 -TILTED IS ~19 20 21 VIS N2 SE VI V2 NS Rl= +3.571,4 TC F -5.163 END STRUT -4,918 -4.913 -9,667 -9,667 -13,091 -13.091 -15,278 -15.278 -16.229 -16,229 -15,273 -15,278 -13,091 -13,091 -9,667 -9,667 -4,918 END STRUT -5,163 -5.163 SO END END PNL INTERIOR 4 R2= +3,571, - CTPFQQ fifJiiJ V5!S 1 ntOO HIYHL I 2J BC F 7 7 11 11 14 14 15 15 15 15 14 14 11 11 7 7 7 0 0 .492 ,492 .534 ,534 ,339 .339 .90S ,903 ^903 ,908 .339 .339 .534 ,534 .492 ,492 ,492 -0 CTH3 \U SHEAR 3.372 473 2,899 2,449 2.101 1,753 1.405 1,057 709 361 -361 -709 -1.057 -1.405 -1.753 -2,101 -2.449 -2,899 473 -3,372 ycpTirfif r-vc.nl 1LHL; 3.571 ' 473 723 ,44 [^Is NIH SHR= WEB F 6 -4 3 .624 -533 ,211 ,610 -3.144<i -2 1 ~i 1 1 -1 1 -2 n4- _^ 7 -4 6 -3 ,679 .214 ,743 ,283 ,194 .194 ,233' .748 ,214 .679 ,144 .610 .211 -533 .624 .571 -533 -723 CSC 1.328 1,126 -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 -1.126 -1.828 1,000 1,126 1,000 892.36 &EB L 49.41 30,43 36.14 36.14 36.14 36,14 36.14 36.14 36.14 36.14 36.14 36.14 36,14 36,14 36,14 36.14 36,14 36.14 30,43 49.41 27.02 30.43 27.02 TL=7.142 PP DISTANCE 0- 2 2- 5 3- 7 5- ? 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 ^'. 7 36- 9 35- 7 3/8 3/8 3/8 3/8 3/3 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/8 3/B 3/8 3/8 3/8 3/8 3/8 •MA* TC CONPRESSION= -22.454.59 HAK BC TENSION* 15,903,57 MAX INT TC PftKEL LENSTH - 24.00 HAX INT BC PANEL LENGTH = 48.00 ,!8KA232/i28 ,363 _96-Q008-2 CARLSBAD CO hill! T1D HEM ' — 1 2 3 —•4 5 6 7 8 9 10 """!! .2 13 -44 15 U ^_17 18 . 19 20 "^1 TC TEN 6,225 6,225 6.225 6,225 6.225 6.225 6,225 6,225 6.225 6.225 6,225 6,225 6.225 6.225 6,225 6.225 6,225 6.225 0 0 0 MULI ir TC COH -11.383 -11.143 -15.892 -15.892 -19.316 -19,316 -21,503 -21,503 -22.454 -22.454 -21.503 -21,503 -19,316 -19,316 -15,392 -15,892 -11.143 -11.388 0 0 0 •*< RPORATE (AREA B) LE ANALYSIS SUHHARY BC TEN 0 9,990 9,990 15,378 15.378 19.119 19.119 21.211 21.211 21,211 21,211 19.119 19.119 15.376 15,373 9.990 9,990 0 0 0 0 BC COM 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 0 -0 0 0 0 M-*1- CARLSBAD CA JFL WEB TEN 8.680 0 4.702 0 3,461 0 2,220 0 1.592 1.592 0 2.220 0 3,461 0 4.702 0 8,680 0 0 0 WEB COH 0 -5,503 0 -4.081 0 -2.840 0 -1.599 0 0 -1.599 0 -2,840 0 -4,031 0 -5,503 0 -4,761 -711 -964 RUN ON 3-25-96 MX1KUK UNIFORM LOAD; TOP CHORD= 232 28KA232/12S J68 RUN DN 3-25-96 -96-0008-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA JFL CONSOLIDATE LEFT 6 RIGHT JEH TC TEN TC COM BC TEN EC COH WEB TEN HEB COH -0 3.630 0 0 0 -5.503 0 4.702 0 0 0 -4.081 0 3.461 0 0 0 -2.840 0 2,220 0 0 0 -1,599 0 1,592 0 0 0 -4.761 0 0 -711 0 0 -964 UNIFORM LOAD; TOP CHORD= 232 1 L 3 -4 5 6 _7 3 9 10" * .2 6,225 6.225 6.225 6.225 6.225 6,225 6,225 6.225 i r\'-'C 0 0 0 -11,388 -11.143 -15.392 -15,892 -19,316 -19,316 -21.503 -21.503 -22.454 0 0 0 0 9.990 9,990 15.378 15,378 19,119 19,119it I* iii.tll 21.211 0 0 0 Internatioal Structural Products - El Paso JIEHBER SIZES! 2SKA232/128 >i6S ?6-Q008-2 CARLSBAD CORPORATE (AREA B)CARLSBAD CA JFL RUN ON 3-25-96 Fy 3ENDING LOAD 3UTSIDE DEPTH = BC = IE -4REA = 0,3590 ylx rc = 21 AREA = 0.5520 Rx __> = 0,5530 51 ACTUAL EFF DEPTH = CORRECTED LOAD TC= L/Rx = 33.461 USIHB ~\/fh = 30.303 USING :s = 23.634.0 USING HAX LOAD (FILLERS)= -NO INTERIOR FILLERS fC (fa/Fa) = 50.000.000 0.000 28,000 } ~ 0.4210 = 0.6240 = 0,3869 27.026 22.454.594 L = 24.00 L * 12.00 L/R= 33.46 26.352.94 REQUIRED Fb ASSUMED FORCE = ASSUMED EFF DEPTH= Ryy = 1,0322 Rz Rz = 0.3960 Ryy Ss = 0.1478 Qs SAP BETWEEN CHORD= BC L/Ryy= 29.42S USIN6 «ITH FILLERS K= F'e= 100,948.03 HAX LOAD NO FILL£R= O.S6059 USING TC= 21 = 2 1 2 X BC STRESS = 29,542,37743 USING BC= IE = 1 1/2 I 30,000,000 22.454.594 27,026 = 0.2960 = 1,2233 = 0,8979 1,000 21.211,426 L = 36.00 i.OO Cs= 0.00000 23.179.89 .143 1 1/2 X .125 :HORD 46.704 CHORD HT/FT 6.287 END PANEL CHECK i PANEL ALLOWABLE FORCES REDUCED 10 END PANEL CHECK = ^XIAL LOAD cs = fb PANEL PT Cut >ANEL PT= 17.911.8 LEFT END LENGTH 11.388.78 AXIAL STRESS fa = 17.581.55 F'e 7.595.96 fb MID-PANEL 0.960 fa/Fa MID PANEL= 0,6376 NO FILLERS 27.38 10,315.93 77.591.13 1.113.56 0,586 L/R= 69.12 FIRST PANEL CHECK = LEFT END LENGTH = 33.00 —AXIAL LOAD = 11.144,00 AXIAL STRESS fa = 10,094.20 Fa = 15,023,70 F'e = 40,267,35 fb PANEL PT = 7.595.96 fb MID-PANEL = 1.860.55 0.899 fa/Fa - 0.671 PANEL PT= 17,690.1 MID PANEL= 0.7545 NO FILLERS L/R= 95.95 BOTTOM CHORD L/Rz= 162.162 TC OAL/Ryy HlAX BRIDGING CHECK TC= 14.78' BC= 20,64' MOMENT OF INERTIft= 313,3 LL 360= 202.1 LL 240= 303.1 —TC TENSION STRESS = 5.635,58 WEB DESIGN: 28KA232/12B J68 RUM ON 3-25-96 -96-0008-2 CARLSBAD CORPORATE (AREA B) .CARLSBAD Cfi JFL TC= 21 = 2 X 2 X .143 BC= IE = i i/2 X i 1/2 X .125 NUMBER i K2 - 2 K3 3 N4 4 W5 .5 Wi> 6 W7 7 m 3 W9 '9 U10 10 SE •11 VI 12 V2 SI RH IK IE IE 10 IE 10 15 10 iO 10 10 STY ACTUAL T 1 i i i i 1 1 1 1 2 B 1 1 8,680 0 4.702 0 3,461 0 2.220 0 1.592 0 0 0 ALLOH T 16.398 15.968 10.877 10,377 7.090 10.877 7.090 7,908 7.090 14. ISO 6,381 7.090 HCD If ACTUAL C 0 5,503 0 4,081 0 2,340 0 1.599 0 STANDARD 4.761 323 1.076 CD I Bit ALLOW C 2.162 6,355 4.418 4.418 1.262 4.418 1-.262 <-r T^t 1.262 VERTICALS S.930 1.602 2,258 MELD 2.0 2.3 2.6 2.2 2,0 2.0 2.0 2.0 2.0 i > 2.0 2.0 THK ANGLE NAME .113 7/8" ROD .168 1 .125 1 .125 1 .125 1 .125 i .125 i .109 1 .125 1 .125 1 .027 i .036 1 i/2 X 1/2 X 1/2 X X i X i/2 I I 1 X 1/4 X X i X X i I I 1 X I i I 1 1/2 X i i/2 X i i/2 X .125 1 i/2 I .125 1 1/4 X .125 .125 .125 .125 .187 .125 .125 .125 .109 27-Mar-96 JOB NUMBER: 96-oooe-B JOB NAME: CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 28KA232/12S MARK: J66 "AXIAL LOAD AND BENDING". END PANEL Vll ONE ANGLE Leg* Thickness * Fy* Gap * K- Length* Gravity Axial Load = Lateral axial load » W* Bearing Depth « Reduc. - 2.000 in. 0.143 in. 50.000 ksi 1.000 in 1.000 38.000 in 11,388.78 Ibs. 8,300.00 Ibs. 232.00 Ibs./ ft. 3.00 in. 1.00 A* lx = rx» Iz- rz* y- Q» Eccentricity * Moment Pp « Moment Mp ** fa- Panel P. fb - Mid Panel fb » Fb«= Kl/rz* Cc- Fa = F'e- Cm« 0.552 0.214 0.624 0.087 0.396 0.553 0.898 1.50 15,939.67 14,412.94 5,162.64 8,427.74 7,620.52 30,000.00 95.88 112.92 15,044.26 16,245.71 0.90 inA2 ln*4 in inM / in in \ in Ibs-in. Ibs-in. psi psi psi psi psi psi ^^ PROPERTIES: S At» / ttx*/ rtx- Panel P. Stx - Mid Panel Stx » ^-_ see Kl/rx- Cc- Fa- Fe- Cm* 2206 2.837 1.134 1.891 1.891 MexY « 1 33.51 112.92 24,184.50 132,995.76 0.99 inA2 inA4 in inA3 inA3 ^^ >*H. psi psi No filler Panel point <a 0.6 Fy = 30,000.00 psi (fa + fb)/0.9- 15,100.42 OK Mid panel <= 1.00 _J fa/Fa + Cmfb/ftl-fa/F'erQ'Fb)) /.09» 0.80 OK With filler Panel point <• 0.6 Fy a 30,000.00 psi (fa + fb)/0.9» 15,100.42 OK Mid ( fa/Fa + Cm*fb/((1-fa/F'e)*Q*Fb) ) /.09 1.00 0.56 OK ISP INC March 27, 1996 Shape!L L 2.000 H 2.000 I* 0.143 0.000 Y 3.000 - 180.00 ft 0.5% "wr -0.553 wr-O.K3 Ix 0.214 ^ 0.214 < 0.624 Ry 0.624 % 0.396 225.00 Shape; L U 2.000 H 2.000 T O.i43 X 1.000 Y 3.000 a 270.00 A 0.552 Ybar -0.553 Xbar 0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 e 315.00 Shape; L U 2.000 H 2.000 T 0,143 X -0.143 Y 0.000 c 90.000 A 0.552 Ybar 0.553 Xbar -0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 0 135.00 Shape! L V 2.000 H 2.000 T 0.143 X 1.143 Y 0.000 a 0.000 ft 0.552 Ybar 0.553 Xbar 0.553 Ix 0.214 ly 0.214 Rx 0.624 Ry 0.624 Rz 0.396 6 45.000 | -j iiii 1i1i 1i 1i 1i tiii ' 1i 1ii\\1iiti 1i 1• >^— ~ | 1 Q A 2.206 Ugt 7.501 Ybar 1.500 Xbar 0.500 Ix 2.837 ly 3.659 Iw 3.659 Iz 2.837 Ixy 0.000 Rx 1.134 Ry 1.288 Rz 1.134 0 0.000 -STRESS ANALYSIS: 22KA248/128 96-0008-2 EASE LENGTH ' 29-10 i/4 CARLSBAD CORPORATE iAREfi B) '•• DEPTH I.M. / NEXAfi, INC RUN v J'CARLSBAD CA 3FL (ING LENGTH 2?- 6 1/4 N 3-25*96 EFF DEPTH 21,23 -BC PANLS LE= 2-11 1/6 TC PANELS LE= 1-11 1/8 FIRST HALF LE= 2- 0 .FIRST DIAG LE= 4-11 1/8 6 BC PANELS AT 4- 0 END STRUT TILTED RE= 2-11 1/B RE= Ml 1/8 RE= 2-0 RE= 4-11 1/B DEPTHS LE= 22.000 CENTERLINE* 22,000 RE= 22.000 "MULTIPLE LOADING: PT LOAD OF 500 LBS AT PANEL PT 8 14,93'LE 14.93'RE EXTRA SHEAR ADDED TO EACH WEB= 250 .UN1FDRH TC LOAD= 248 UNIFQRH BC LQAD= 0 REACTIONS Rl= +3.910,58 R2= t3.910.5S H1N SHfi=977.65 TL= 7,821.17 NO ' 1 KEfi H2 TILTED • 2 3 4 5 6 7 8 ' 9 10 11 12 13 VIS H3 N4 H5 Wt W7 m H3 W7 K6 «j W4 US TILTED 14 VIS H2 TC F -5,761 END STRUT -5,427 -5.427 -11.739 -11.739 -15,669 -15.669 -17.356 -17,356 -15,669 -15.669 -11.739 -11.739 -5.427 END STRUT -5,761 -5.761 BC 3. 8. 13. 13. 16. 16. 16, 16. 13, 13. S. si 3. sine F 0 0 934 934 985 985 793 793 793 793 935 985 ?34 934 934 -0 132 HNHLiSi: SHEAR tJ 3 2 1 i -1 - 1 -? -f -3 ,692 590 .102 .482 ,936 ,490 994 498 -493 -994 .490 ,936 .482 ,102 590 ,692 j WEB F 7.306 -678 -5,059 4.123 -3.374 2,626 -1.877 1.475 1.475 -1,377 2.626 -3,374 4.123 -5.059 -678 7.306 CSC 1.353 1.143 -1.509 i.509 -1.509 1.509 -1,509 1.509 -1,509 1.509 -1.509 1.509 -1,509 1,509 -1.148 -1.853 WEB L 39.34 24.38 32.04 32,04 32.04 32,04 32.04 32.04 32.04 32.04 32. C4 32.04 32,04 32,04 24.33 39.34 PP DI 0- 2 i-li 2-11 4-11 6-ii 3-11 10-11 12-11 14-11 16-11 IS-li 20-11 22-11 24-11 27-11 24-11 STANCE 1/8 1/8 1/8 1/8 1/8 1/8 1/3 1/8 1/8 i/8 1/B 1/8 1/8 1/B i/8 PTP, urDTir.M c 15 16 17 SE VI V2 SQ END END PNL INTERIOR -jlu Ytn, ii,nL. j 3,910 590 996 -3.910 -673 -996 i.OOO 1.143 i.OOO 21.23 24,38 21.23 HAX TC COHPRESSIDN= -17,356.17 -HAX INT TC PANEL LENGTH = 24.00 HAS BC TENSIDN= 16.793.20 MAX INT BC PANEL LENGTH =48,00 -STRESS ANALYSIS: 22KA24S/12B 369 IS n / HEXAH. INC RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA Bl \^'CARLSBAD CA JFL .BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH 29-10 1/4 29- 6 1/4 22 21.23 'EC PANLS LE= 2-il i/8 6 EC PANELS AT 4- 0 RE= 2-ii 1/8 TC PANELS LE= 1-11 1/3 END STRUT TILTED RE= 1-11 1/8 FIRST HALF LE= 2- 0 SE= 2- 0 -FIRST DIAG LE= 4-11 1/6 RE= 4-il 1/3 DEPTHS LE= 22.000 CENTERUNE= 22,000 RE= 22.000 MULTIPLE LOADING: PT LOAD OF 500 LBS AT PANEL PT 8 14.93'LE 14.93'RE ADDITIONAL CHORD LOADS ARE ADDED AS BOTH COMPRESSION AND TENSION -ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUHHARY - NOT STRESS ANALYSIS ADDITIONAL TOP CHORD LOAD i 8300 EXTRA SHEAR ADDED TO EACH viEB= 250 UNIFORM TC LOAD= 248 UNIFORM BC LOAD= 0 'ALL LOADS SHOWN REDUCED BY 25£ REACTIONS Rl= +2,932.94 R2= +2,932.94 BIN SHR= 733.23 TL= - -- STRESS ANALYSIS -NO MEM TC F BC F SHEAR HEB F CSC HEB L Ff DISTANCE 1 W2 -4.320 0 2.769 5.595 1,853 39.34 0- 2 TILTED END STROT 2 3 4 5 6 7 3 9 10 11 12 13 VIS W3 H4 W5 U6 H7 W8W3 W7 W6 W5 W4 «3 -4 -4 -S -6 -11 -11 -13 -13 -11 -11 -3 -8 -4 ,070 ,070 ,304 .804 .752 ,752 .017 .017 ,752 .752 .804 .304 .070 6 6 10 10 12 12 12 12 10 10 6 6 0 .700 ,700 .438 ,488 .594 .594 .594 ,594 .483 .488 .700' .700 442 2.326 1.S61 1,489 ( 1 4 1 745 373 -373 -745 -1.117 -1,489 -1.361 -2,326 -503 -3/835 3.166 -2.625 2 , 063 -1,502 1.106 1.106 -1.502 2.063 -2.625 3.136 -3,338 1.143 -1.509 1,509 -1.509 1.509 -1.509 1.509 -1.509 1.509 -1.509 1.509 -1.509 1.509 24,33 32.04 32.04 32,04 32.04 32 . 04 32.04 32.04 32.04 32.04 32.04 32.04 32.04 1-ii 2-11 4-11 6-11 8-11 10-11 12-11 14-11 16-11 18-11 20-11 22-11 24-11 1/3 1/8 1/3 1/8 1/8 1/8 1/8 1/3 1/3 1/3 1/8 i/S 1/8 TILTED END STRUT VIS -4,320 6,700 442 -503 -1.143 24.38 27-11 1/8 14 K2 -4.320 -0 -2.769 5.595 -1.853 39,34 26-11 1/8 STD VERTICALS .15 SE SG END 2.932 -2,932 1.000 21.23 16 VI END PNL 442 -508 1.143 24,38 17 V2 INTERIOR 747 -747 1.000 21,23 HAX TC COMPRESSIQN= -19,242.13 MAX BC TENSION* 12.594,90 'HAX INT TC PANEL LENGTH = 24.00 Hft* INT BC PANEL LENGTH = 4B.OO 22K6243/128 065 """ RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA 8) CARLSBAD CA JFL HEH • 1 2 7 .4 5 6 7 ' 3 9 10 •11 12 13 .14 15 16 17 TC TEN 6.225 6.225 6.225 6.225 6.225 6.225 6,225 6.225 6.225 6.225 6.225 6.225 6,225 6.225 0 0 0 nutiir TC COM -10,545 -10.295 -15.029 -15.029 -17,977 -17.977 -19,242 -19.242 -17,977 -17.977 ' -15.029 -15.029 -10,295 -10.545 0 0 0 1— HflHl.f31 BC TEN 0 8.934 8.934 13.985 13,985 16.793 .16.793 16.793 16,793 13.935 13.985 8.934 8,734 0 0 0 0 s aunnBKi BC CGH 0 0 0 0 0 0 0 0 o 0 0 0 0 -0 0 t) 0 XEB TEN 7.306 0 4.123 0 2.626 0 1,475 1.475 0 2-626 0 4,123 0 7,306 0 0 0 WEB COK 0 -5,059 0 -3,374 0 -1.B77 0 0 -1.877 0 -3,374 0 -5,059 0 -3.910 -675 -m HAXIIMi UNIFORM LOAD; TOP CHQRD= 24S 22KA248/123 069 RUN ON 3-25-96 J6-OOQS-2 CARLSBAD CORPORATE (AREA Bi CARLSBAD CA JFL HEH "1 2 3 -4 5 6 .1 8 9 10 TC TEN 6.225 6,225 6,225 6,225 6.225 6.225 6,225 0 0 0 UUfiDUL TC CQH -10,545 -10.295 -15,029 -15.02? -17.977 -17.777 -19,242 0 0 0 limit Ltri BC TEN 0 8.934 8,934 13.785 13.9S5 16.793 16.793 0 0 0 s ruum • BC COR -0 0 0 0 0 0 0 0 0 0 WEB TEN 7.306 0 4.123 0 2,626 0 1.475 0 0 0 WEB CQtf 0 -5.059 0 -3.374 0 -1,877 0 -3.910 -678 -996 1AXIHUN UNIFORM LOAD: TOP CHORD* 248 Internatioal Structural Products - E3 Paso mm SIZES; 22Kft248A2B 369 96-OOQ3-2 CARLSBAD CORPORATE (AREA Bi CARLSBAD CA JFL RUN DM 3-25-96 Fy -BENDING LOAD OUTSIDE DEPTH = BC = IE _AREA = 0.3590 y(x) TC = 20 AREA = 0,4840 Rx y = 0,5460 Si "ACTUAL EFF DEPTH = CORRECTED LOAD TC= L/Rx = 38.333 USINS -L/R: = 30.150 USING -a = 22.117.4 USING rtAX LOAD (F1LLERS!= _FILLER PANELS REQD = TC (fa/Fa) = 50,000.000 Fb 0.000 ASSUMED FORCE 22,000 ASSURED EFF DEPTH= = 0.4210 Ryy = 1.0322 R: = 0.4260 R: = 0.3980 Rvv = 0.3479 Ss = 0.1306 Qs 21.033 GAP BETHEEH CHORD= 19.422.359 BC L = 24,00 L/Ryy= 29,525 U3IMG L = 12.00 yiTH FILLERS K= L/R= 36.33 F'e= 101,596.17 21,623.76 HAX LOAD NO FILLER* 2 HIN 8ELD LEN 2X = 0.90717 USING TC= 20 = 2 X 2 X BC STRESS = 23.607,92514 USING BC= IE = 1 1/2 X CHORD WT __ END PANEL ALLOWABLE END PANEL CHECK = AXIAL LOAD Fa fb PANEL PT Cm = -PANEL PT= IB, 447. 9 FIRST PANEL CHECK = —AXIAL LOAD Fa fb PANEL FT ti 173.741 CHORD HI/FT END PANEL CHECK »= 243 FORCES REDUCED 10 X LEFT END LENGTH 10,644.56 AXIAL STRESS fa = IB. 460. 13 F'e 7,451.53 fb MID-PANEL 0.974 fa/Fa HID PANEL* 0.621S NO FILLERS LEFT END LENGTH 10.392.43 AXIAL STRESS fa = 15.420.73 F's 7.451.54 fb KID-PANEL 0,904 fa/Fa = 30,000,000 19. 242.133 21.230 = 0,2960 = 1.2192 = 0.8342 1.000 16.950.490 L = 36,00 1,00 Ci= 0.00000 19,200.34 A Tic\>,Zl -J .125 1 1/2 X .125 5. SIS 21.13 10.996.45 131.131.30 552,80 0.595 L/R= 53,07 36.00 10.735.96 45.153,85 2,069.21 0,696 PANEL PT= 16.187.5 HID PANEL= 0.7943 NO FILLERS L/R= 90.45 &OTTQH CHORD L/R:= 162,162 TC QAL/fiyy •HAX BRIDGING CHECK TC= 14.73' BC= 20.64' MOMENT OF INERTIA= 182,9 LL 360= 265,6 LL 240= 398.4 _7C TENSION STRESS = 6,491.01 8EB DESIGN: 22KA248/12S J69 SON ON 3-25-96 -96-0008-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA JFL TC= 20 = 2 X 2 X .125 BC= IE = 1 i/2 X i i/2 I .125 NUMBER 1 W2 • 2 W3 3 N4 4 N5 . 5 K6 6 B7 7 Hfi 'a SE 9 VI SI RH it 10 13 10 15 10 10 10 QTY ACTUAL T i 1 1 ii t i 2 B 1 7.306 0 4.123 0 2.626 0 1.475 0 0 ALLOW T 16.393 10,877 7.090 3.999 7.090 7,903 7.090 14.180 6.331 — HLC y ACTUAL C 0 5,059 0 3,374 0 1,877 0 STANDARD 3.910 775 coion, ALLOW C 3,623 5.647 1,706 3,412 1.706 3,023 1.706 VERTICALS 10.622 2.652 WELD 2,0 2, B 2,3 2.1 2.0 2.0 2.0 2,2 2.0 m AMBLE NAHE ,113 7/8" ROD .125 i .125 1 .110 i .125 1 .109 i .125 i .125 1 ,026 1 i/2 X X 1 X i/4 X X 1 X 1/4 X X i X X 1 X X 1 X 1 1/2 I 1C i it tl 1 1/4 .125 1 1/4 .125 .125 .125 X X X .125 ,109 10 V2 10 1 C 7.090 1.093 3.729 2.0 .036 1 X 1 X .125 27-Mar-96 JOB NUMBER: 96-ooos-B JOB NAME: CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 22KA248/128 MARK : J69 "AXIAL LOAD AND BENDING". END PANEL -i Leg' Thickness = Gap1 K< Length' Gravity Axial Load = Lateral axial load = W« Bearing Depth = Reduc.» ONE ANGLE 2.000 in. 0.125 in. 50.000 ksi 1,000 in 1.000 36.000 in 10,644.56 Ibs. 8,300.00 Ibs. 248.00 Ibs./ ft. 3.00 in. 1.00 A = lx» rx» Iz- rz = y = Q* Eccentricity = Moment Pp = Moment Mp « fa- Panel P. ft - Mid Panel fb « Fb = Kt/rz» Cc* Fa» Fe» Cm = 0.484 0.190 0.626 0.077 0.396 0.546 0.834 1.50 15,798.00 14,333.25 5,492.55 9,396.11 8,524.93 30,000.00 90.56 117.14 15,404.56 18,210.12 0.91 / PROPERTIES: inA2 / At = inA4 / Itx •« in / rtx = inA4 / Panel P. Sbj - in [Mid Panel Stx = in V ^ in Ibs-in. Ibs-in. psi psi psi psi KI/re« Cc » psi Fa» psi F'e » Cm- 1.938 2.522 1.141 1,681 1.681 _— • AiexT *f 31.56 117.14 22,773.19 149,946.89 0.99 inA2 inM in inA3 inA3 --^** » fit C- psi psi No filler Panel point <= 0.6 Fy = 30,000.00 psi (fa + fb)/0.9» 16,542.96 OK With filler Panel point <« 0.6 Fy * 30,000.00 psi (fa + fb)/0.9* 16,542.96 OK Mid panel <» 1.00 (fa/Fa + Cm*ffa/((1-fa/F*e)*Q*Fb)) /.09« 0.89 OK Mid panel «* (fa/Fa + Cm*fW((1-fa/F'e)*Q*Fb)) /.09* 1.00 0.66 OK w ISP INC March 27, 1996 1 Shape: -1 L U 2.000|H 2,000 JT 0,125 X 0.000 |Y 3.000 Jff 180.00 IA 0.484 ^ Ybar -0.546 Xbar -0.546 llx 0.190 JlM 0.190 Rx 0.626 |Ry 0.626 JRz 0.398e 225.00 Shape: L U 2.000 H 2.QQQ T 0.125 X 1.000 Y 3.000 K 270.00 A 0.484 Vbar -0.546 Xbar 0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 e 315.00 Shape: L U 2.000 H 2.000 T 0.125 X -0.125 Y 0.000 a 90.000 A 0.484 Ybar 0.546 Xbar -0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 6 135.00 Shape; L U 2.000 H 2,000 T 0.125 X 1.125 Y 0.000 a 0.000 A 0.484 Vbar 0.546 Xbar 0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 0 45.000 - -t i ii 1i1i ii 1t 1iIiii 1i 1i 1 L. iJ 1i 1i 1i 1i i n 1 n A 1.938 Ugt 6,588 Ybar 1.500 Xbar 0.500 Ix 2.522 ly 3.150 ly 3.150 Iz 2.522 Ixy 0.000 Rx 1.141 Ry 1.275 Rz 1.141e o.ooo STRESS ANALYSIS: 20KA264/16G J70 I,' ?6-0008-2 CARLSBAD CORPORATE (AREA Bj v JASE LENGTH 17-11 HOMING LENBTH 17- 7 DEPTH 20 , / HEXAH, INC Ri CARLSBAD CA JFL EFF DEPTH 19,033 3-25-96 ~-JC PARS LE= 3- 4 fC PANELS LE= 2- 4 FIRST HALF LE= 1- 7 1/2 -FIRST DIAG LE= 4-11 1/2 3 3C PANELS AT 4- 0 END STRUT TILTED SPECIAL 1ST COUP DEPTHS LE= 20.000 CENTERLINE= 20.000 MULTIPLE LOADING; RE= i- 4 RE* 2- 4 RE= 1- 7 1/2 RE= 4-11 1/2 RE= 20.000 >T LOAD OF 500 LBS AT PANEL PT 5 8,96'LE 3,96'RE EXTRA SHEAR ADDED TO EACH O= 250 -JJNIFORil TC LOAD= 264 UNI FACTIONS Ri= +2.571.00 R2= __„... "TD£"£r Jffi 1 WF~V TA rntn i L r W2 -4,562 smta BC F 0 FBRH BC Li 42,57h( S ANALYSIS JA2= 0 )0 HIH SHR= i — • SHEAR ftEB F 2 .285 5.660 L CSC .232 642 Wh 42 .75 t< L .50 TL= FF BI£ 0- 2 5,142.00 JTANCE TILTED END STRUT P— *1 wl 4 E 6 7 VIS -4.163 H3 -4,163 H4 -7.170 »5 -7.170 H5 -7,170 K4 -7.170 «3 -4.163 0 5.856 5.556 7.818 7,Si3 5.356 5,856 1 i -1 -i ' 71 .652 .042 514 E H 7Jl J .041 ,652 -747 -2.723 2,079 -1,229 -1.229 2.079 -2.723 1 -1 1 -1 1 _ * 1 .182 .431 .60S ,609 ,609 .609 .431 22 27 30 30 30 30 27 .50 .24 .63 .63 .63 .63 .24 2- 4 3- 4 4-11 6-U 8-11 10-11 12-11 1/2 1/2 1/2 1/2 1/2 _TILTED END STRUT 8 — 9 10 11 ™HAX VIS -4,562 H2 -4,562 SE SG END VI END PNL V2 INTERIOR TC COMPRESSION= 5,356 0 DTDsly -7.170.27 -2 632 ,235 -747 5.660 -i -2 .132 .232 22 42 .50 .50 15- 7 14- 7 VERTICALS — - 2 .571 632 528 -2.571 -747 -528 1 1 1 .000 .182 .000 MAX BC TENSIQN= 7, 19 22 19 ,813 .03 .50 .03 .40 INT TC PftNEL LENBTH = 24.00 HfiX INT BC PAHEL LEHSTH * 48.00 "STRESS ANALYSIS: 20KA264/16Q J70 I ' "./ HEXAM. IMC SON OS 3-25-76 96-0008-2 CARLSBAD CORPORATE (AREA El s_-'''CARLSBAD CA 3FL -BASE LENGTH WORKING LENGTH DEPTH EFF DEPTH 17-11 17- 7 20 19.033 BC PANLS LE= 3- 4 3 BC PANELS AT 4- 0 RE= 3- 4 TC PANELS LE= 2- 4 . END STRUT TILTED RE= 2- 4 FIRST HALF LE= 1- 7 1/2 SPECIAL 1ST CQNP RE= 1- 7 1/2 'FIRST DIAG LE= 4-11 1/2 . RE= 4-11 1/2 DEPTHS LE= 20.000 CENTERLINE= 20,COO RE= 20,000 MULTIPLE LOADING: PI LOAD OF 500 IBS AT PANEL PT 5 8.96'LE 3,?6'RE ADDITIONAL CHORD LOADS. ARE ADDED AS BOTH COMPRESSION AND TENSION -ADDITIONAL CHDRD LOADS ARE ONLY ADDED TO SUMMARY - NOT STRESS ANALYSIS ADBITlSNftL TOP CHORD LOAD i 3300 EXTRA SHEAR ADDED TO EACH iO= 250 .UNIFORM TC LOAD= 264 UNIFORM BC LOAD* 0 ALL LOA REACT 10 'NO HEH 1 K2 TILTED VIS 2 H3 3 W4 , 4 H5 5 «5 O KT 7 H3 TILTED VIS 3 W2 9 SE 10 VI 11 V2 MX TC DS SHOWN REDUCED NS Rl= +1,923.2 TC F -3,421 END STRUT -3,122 -3.122 -5,377 -5.377 -5.377 -5.377 -3.122 END STRUT -3,421 -3.421 S3 ESS END PNL INTERIOR COMPRESSION* BY 257. 5 R2= +1.928.; - STRESS ANALYSIS SC F 4 4 5 5 4 4 4 -11 0 0 ,392 .392 .663 ,863 .392 ,392 ,392 -0 CTFi— sly .602,70 SHEAR 1,713 474 1.239 731 3S5 -385 -781 -1,239 474 -1.713 VERTICALS 1.923 474 396 MftX J5 HIN S i - HEB F 4.384 -560 -2,132 1,660 -1.022 -1,022 1.660 -2,132 -560 4.384 -1.928 -560 -396 HR= 2 1 -1 1 -1 1 -1 1 -1 _n 1 i 1 BC TENSICN= CSC .232 .132 .431 .609 .609 ,609 ,60? ,431 .152 .232 ,000 .132 .000 5, 452.06 iO L 42 22 27 30 30 30 30 27 22 42 19 22 19 863 .50 ,50 .24 ,63 .63 .63 .63 ,24 ,50 .50 .03 .50 ,03 .80 TL=3,556 PP DISTANCE 0- 2 2- 4 3- 4 4-11 6-11 8-11 10-11 12-11 15- 7 14- 7 1/2 1/2 1/2 1/2 1/2 MAX INT TC PANEL LENGTH * 24.00 MAX INT BC PANEL LENGTH = 45.00 20KA264/16Q m RUN ON 3-25-96 J76-0008-2 CARLSBAD CORPORATE (AREA 3) CARLSBAD CA JFL MULTIPLE ANALYSIS SLJRHARY HE?! TC TEN TC COM EC TEN BC CQH HEB TEN KEB COH 0 5,660 0 0 0 -2,723 0 2.079 0 0 0 -1.229 0 0 -1,22? 0 2,079 0 0 0 -2.723 -0 5.660 0 0 C -2,571 0 0 -747 0 0 -52B HAXIHUH UNIFGRH LOAD; TOP CHQRD= 264 ~ 1 2 3 ~ 4 5 6 .. 7 8 w 9 10 : 11 8,300 8.300 8.300 8.300 8,300 8.300 8,300 8.300 0 0 0 -12.362 -12,463 -15.470 -15,470 -15,470 -15.470 -12,463 -12,862 0 0 0 0 5,356 5.356 7.813 7,318 5,356 5,856 0 0 - o 0 .Internatioai Structursi Products - El Paso . Texas BERBER SIZES: 20KA264/160 J70 '6-0008-2 CARLSBAD CORPORATE (AREA B)CARLSBAD CA 3FL -25-96 Fv (ENDING LOAD 1UTSIDE DEPTH = BC = -1REA - 'C - AREft * ^_y = iCTUftL IE 0. 20 0, 0. EFF • CORRECTED 3590 4840 5460 Vlx) Rx SI DEPTH = LOAD TC= 50,000 0 20 = 0, - 0. = 0. 19 15.470 .000 .000 .000 4210 6260 3479 .033 .270 _L/Rx = 3S.33S USING L = 24.00 ./Rz = 30.150 USING L = 12.00 :a = 22.117.4 USING L/R= 33.33 MS LOAD (FIU.ERS1* 21,623,7t» JJC INTERIOR FILLERS REQUIRED Fb = 30.000,000 ASSUMED FORCE = 15.470.270 ASSURED EFF DEPTH= 19.033 Ryy = 1.0322 Rz = 0,2960 Ri = 0,3980 toy = 1.2192 SB = 0.1306 Qs = 0.8342 SAP BETWEEN CHORD= 1,000 BC = 7,818.407 L/Rvy= 29,525 USING L = 36.00 WITH FILLERS K= 1.00 F'e= 101, 596.17 Ci= 0.00000 MAX LOAD NGFIILEK= 19.200,34 1C (fa/Fa) _SC STRESS JHORD WT 0.72253 USING TC= 20 = 2 X 2 X .125 10,389.14693 USING BC= IE = 1 1/2 X 1 1/2 X ,125 104.234 CHORD MT/FT 5,818 "" END PANEL CHECK W= 264 :.m PANEL ALLOWABLE FORCES REDUCED 10 I END PANEL CHECK -AXIAL LOAD :a fb PANEL PT _Ci JANEL PT= 20,669,4 HID PANEL= 0.8503 NO FILLERS L/R= 65,32 LEFT END LENGTH 12,862.07 AXIAL STRESS fa 17.099.83 F'e 7.382.13 fb HID-PANEL 0.953 fa/Fa 26.00 = 13,287.26 = 86,567.15 = 1,464.84 0.777 FIRST PANEL nXIAL LOAD :a fb PANEL PT CHECK =LEFT END 12.464.00 17,110.72 7.382,14 0.912 LENGTH AXIAL STRESS fa F'e fb MID-PANEL fa/Fa 31.50 = 12.876.03 = 58.976.46 = 1.476.00 0.752 !ANEL PT= 20.253.1 KID PANEL= O.S213 NO FILLERS L/R= 79.14 BOTTOH CHORD L/Rz= "1AX BRIDGING CHECK 10HENT OF INERTIA= 162.162 TC OAL/Rvv * 173.050 TC= 14.73' BC= 20,64' 149,8 LL 360=1.029,9 LL 240=1.544,3 ~^TC TENSION STRESS = 8.574.35 m DESIGN: 20KA2M/UO J70 RUN ON 3-25-= 96-OOOS-2 CARLSBAD CORPORATE (AREA EJ CARLSBAD CA JFL TC= 20 = 2 X 2 X .125 BC= !E- = 1 1/2 X 1 1/2 X .125 NUMBER SZ GTY ACTUAL T ALLOW T ACTUAL C ALLOW C WELD .113 7/8" ROD ,109 1 «2 2 U3 3 H4 4 «5 5 SE 6 VI 7 V2 RH 15 10 10 10 10 10 1i 1 1 2 8f 1 5,660 0 2,079 0 0 0 0 16,398 0 7.908 2,723 7,090 0 7.090 1,229 . — - STANDARD VERT 14,130 2,571 1 6,381 625 7,090 605 3,196 4.107 1,922 1.922 ICALS 1.1S3 3,151 4.292 2.0 2,0 2.0 2,0 2,0 2,0 2,0 .113 ,109 .125 .125 ,086 ,027 ,020 7/8" ROD i i 1 1 *. i 1/4 X x i x X 1 I 'i 1 x X i X X 1 X 1 1/4 ,125 .125 ,125 .125 ,125 X 27-Mar-96 JOB NUMBER: 96-0008-B JOB NAME: CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 20KA264/160 MARK: J70 "AXIAL LOAD AND BENDING". END PANEL ' ONE ANGLE Leg" Thickness - Fy. Gap« K = Length = Gravity Axial Load * Lateral axial load * W = Bearing Depth » Reduc. - 2.0QO In. 0.125 in. 50.000 ksi 1.000 in 1.000 31.500 in 12,862.07 Ibs. 8,300.00 Ibs. 264.00 Ibs J ft 3.00 in. 1.00 A- IX- ra = 12- rz« V" Q = Eccentricity « Moment Pp * Moment Mp * fa* Panel P. fb « Mid Panel fb * Fb» Kl/rz = Cc» Fa- F'e* Cm» 0.484 0.190 0.626 0.077 0.398 0.546 0.834 1.50 15,178.69 13,984.89 6,636.78 9,027.77 8,317.74 30,000.00 79.24 117.14 17,097.62 23,784.64 0.92 in*2 inM in inA4 . in in in Ibs-in. tos-in. psi psi psi psi psi psi f PROPERTIES: / At- / Itx- f Panel P. Stx » Mid Panel Stx = Vx-~^. a,e Kl/nt = Cc« Fa» F'e- Cm- 1.938 2.522 1.141 1.681 1.681 ^-^ M^Tf 27.61 117.14 23,129.04 195,849.00 0.99 inA2 in"4 In inA3 k^S S 3^C P« psi No filler Panel point <* 0.6 Fy = 30,000.00 psi (fa + fb)/0.9= 17,405.05 OK With filler Panel point <* 0.6 Fy * 30,000.00 psi {fa + fb}/0.9= 17,405.05 OK Mid panel <=1XM) 0.90 OK Mid panel < (fa/Fa + Cm*fb/«14a/F'erQ'Fb)) /.09 1.00 0.70 OK ISP INC March 27, 1996 1 Shape! ^ L 1 2.000 |H 2.000 ^ 0.125: o.ooo|Y 3.000 ^ 1BG.QQ Ifi 0.484 Sar -0.546 bar -0.546 llx 0.190 •S 0.190 tx 0.626 |Ry 0.626 •"fe 0.398 1 225.00 Shape; L U 2.000 H 2.000 T 0.125 X 1.000 Y 3.000 a 270,00 A 0.484 Vbar -0.546 Xbar 0.546 Ix 0,190 ly 0.190 fix 0,626 Ry 0.626 fa 0.398 0 315.00 Shape; L U 2.000 H 2.000 T 0.125 X -0.125 Y 0,000 « 90.000 A 0.484 Ybar 0.546 Xbar -0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 0 135.00 Shape! L U 2'.000 H 2.000 T 0.125 X 1.125 Y 0.000 « Q.OQQ A 0.484 Vbar 0.546 Xbar 0.546 Ix 0.190 ly 0,190 Rx 0.626 Ry 0.626 Rz 0.398 9 45.000 | t- iii 1i1i 1i 1i i 1iii 1i 1i1iiii Iiiii 1ia ^ — , — - | n A 1.938 Hgt 6.588 Ybar 1,500 Xbar 0.500 Ix 2.522 ly 3.150 lu 3,150 Iz 2,522 Ixy 0.000 Rx 1,141 Ry 1,275 Rz 1.141e o.ooo STRESS ANALYSIS: 20KA264/160 J7i l.?-n . I HEsAH. INC RON 96-0008-2 CARLSBAD CORPORATE (AREA B) ^CARLSBAD CA JFL 3-25-96 BASE LENGTH 5-11 3/4 wmm LENGTH 5- 7 3/4 DEPTH 20 EFF DEPTH If,033 EC PANLS L£= 2-11 7/8 TC PANELS LE= 1-11 7/8 FIRST HALF LE= 0- 0 FIRST BIAS LE= 2-11 7/8 1 EC PANELS AT 4- 0 END STRUT TILTED SPECIAL 1ST COUP DEPTHS LE= 20.000 CENTERLINE= 20.000 MULTIPLE LOADING; RE= 2-U 7/8 RE= 1-11 7/8 R£= 0- 0 RE; 2-11 7/8 RE= 20.000 FT LOAD OF 500 LBS AT PANEL PT 3 EXTRA SHEAR ADDED TO EACH KEB= 250 UNIFORM TC LOAD= 264 UNIFORM BC LOAD= 2,99'LE REAI NO j. :TIO MEK N2 TILTED i 3 VIS K3 W3 TILTED 4 5 6 7 MAX VIS W2 Sc VI V2 TC NS Ri= +995.25 TC F -1,343 END STRUT -1.108 -1,108 -1.108 END STRUT -1.343 -1.343 SQ END END PNL INTERIOR COMPRESSIONS at BC F 0 0 1.106 1.108 1.108 -0f.a -1.343 R2= +995.] RESS ANALYSIS SHEAR 754 372 381 -3S2 372 -754 TD VERTICALS 995 372 0 .03 NAX 25 HIM SHR= 3 WEB F 2,050 -440 -631 -632 -440 2.050 -995 -440 0 2 1 -1 1 -1 p-j 1 1 0 BC TENSION^ CSC .041 .182 .000 ,000 .132 .041 .000 .182 .000 1, 243.81 WEE L 38. 22. 19. 19, 22. 38. 19. Li.. 0, 108. 85 50 03 03 50 85 03 50 00 15 TL=1.990 PP DISTANCE 0- 2 Ml 2-11 2-11 3-11 2-11 7/8 7/3 7/8 7/8 7/8 MX INT TC PANEL LENGTH = 12.00 INT SC PANEL LENGTH = 12,00 STRESS ANALYSIS: 20KA264/16Q J71 I, 96-0008-2 CARLSBAD CORPORATE (AREA B) BASH LENGTH 5-ii 3/4 WORKING LENGTH 5- 7 3/4 DEPTH 20 / ftEXAM. INC RON ON 3*25-76 •CARLSBAD CA JFL EFF DEPTH 19.033 BC PANLS LE= 2-11 7/8 TC PANELS LE= 1-11 7/8 FIRST HALF LE= 0- 0 FIRST DIA6 LE= 2-ii 7/8 1 EC PANELS AT 4- 0 END STRUT TILTED SPECIAL 1ST COUP DEPTHS LE= 20.000 CENTERLINE= 20.000 MULTIPLE LOADING: RE= 2-11 7/8 RE= 1-11 7/8 RE= 0- 0 RE= 2-11 7/8 R£= 20.000 PT LOAD OF 500 LBS AT PANEL PT 3 2,99'LE 2,99'RE ADDITIONAL CHORD LOADS ARE ADDED A3 BOTH COMPRESSION AND TENSION ADDITIONAL CHORD LOADS ARE ONLY ADDED TO SUMMARY - NOT STRESS AM ADDITIONAL TOP CHORD LOAD : 8300 EXTRA SHEAR ADDED TO EACH WEB= 250 UNIFORM TC LQAD= 264 UNIFORM BC LQAB= 0 ALL LOADS SHOWN REDUCED BY 251 REAI NO 1 ;TIO HEM W2 TILTED 2 3 VIS W3 N3 TILTED 4 5 6 7 HAX MAX VIS W2 SE VI V2 TC INT NS Rl= +746.44 R2= +746,' - STRESS ANALVSI! TC F iC F -1.007 END STRUT -831 -831 -B31 END STRUT -1,007 -1.007 SO END END PNL INTERIOR COMPRESSION* -7 TC PANEL LENGTH 0 0 531 831 831 -0 n:3 .232 = SHEAR 565 279 286 -286 279 -565 TO VERTICALS 746 279 0 " .31 MAX 12,00 MAX 14 HIN WEB F 1.665 -330 -536 -536 -330 1.665 -746 -330 0 SHR= CSC •j I, -1, 1. -!. _n 1. 1. 0. 041 182 000 000 182 041 000 182 000 BC TENSION= INT BC PANEL 186 ,61 WEB L 38 22 19 19 22 38 19 22 0 831 ,35 .50 .03 ,03 ,50 ,35 ,03 ,50 .00 .11 LENSTH = TL=1.492 PP DISTANCE 0- 2 1-11 2-11 2-11 3-11 2-11 12.00 7/8 7/8 7/8 7/8 7/3 20KA264/160 J71 ^" . RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA B) CARLSBAD CA JFL HEN i i 7 4 5 6 7 TC TEN 6.225 6.225 6,225 6.225 0 0 0 flUL; IT TC COB -7.232 -7,056 -7.056 -7,232 0 0 0 LL HHhLlSi BC TEN 0 1.106 1,108 0 0 0 0 a sunrmru BC COK 0 0 0 -0 0 0 0 WEE TEN 2,050 0 0 2.050 0 0 0 WEB COil 0 -63 i -632 0 -995 -440 0 HAXIHUH UNIFORM LOAD: TOP CHORS= 264 2QKA264/UO 371 RON ON 3-25-96 96-GQOS-2 CARLSBAD CORPORATE (AREA B) CfiRLSBftB Cfi JFL CONSOLIDATE LEFT & RIGHT HER TC TEN TC CQH SC TEH BC COH MEB TEH WEB CGH 0 -a32 -995 -440 0 HAX1HUH UHIFQRd LOADt TOP CHQRD= 2M i 1 3 4 5 6.225 t>,225 0 0 0 -7,232 -7.056 0 0 0 o 1.108 0 0 0 Structural Prcduct-. HENBER SIZES: 2QKA264/160 071 96-0008-2 CARLSBAD CORPORATE (AREA CARLSBAD CA -JFL BENDING LOAD OUTSIDE BtPIB BC = IE AREA = 0,3590 1C = 20 AREA = 0,4840 v = 0.5460 ACTUAL EFF DEPTH = CORRECTED LOAD TC= L/Rx = 19.169 USING L/Rz = 15.075 USINS Fa = 22,958,9 OSINB m LOAD (FILLERS)= ND INTERIOR FILLERS = 50.000.000 Fb = 30,000.000 0.000 ASSUHED FORCE = 7,056.112 20.000 ftSSUHEO EFF BEPTK^ 19.033 vfx) = 0.4210 Ryy = 1,0322 R: = 0,2960 = 0.6260 Rs = 0.3980 Rvy = i.2192 = 0.3479 Ss = 0.1306 Qa = 0.3342 19.033 6AP BETWEEN CHORD= 1.000 7.056.112 BC = 1.108.150 L =12,00 L/Rvy= 29.525 USIH6 L =36.00 L = 6.00 HITH FILLERS K= 1,00 L/R= 29,52 F'e= 406.384.68 CJB= 0,00000 22.446.50 HAX LOAD NO FILLEfi= 22,391,14 REQUIRED RUN OK 3-25-56 TC (fa/Fal BC STRESS CHORD WT 0.31749 USING TC= 20 = 2 X 2 X .125 1.543.33461 USINS BC= IE - 1 1/2 I 1 1/2 X .125 34.827 CHORE) HT/FT END PANEL CHECK H= 264 END PANEL ALLOWABLE FORCES REDUCED 10 I END PANEL CHECK = LEFT END LENGTH AXIAL LOAD = 7.232.31 AXIAL STRESS fa Fa = 18.260.00 F'e fb PANEL PT = 3.344.81 fb KID-PANEL Cfi = 0.981 fa/Fa ', 5.818 = 21.88 = 7.471.39 = 122.293.59 = 1.314. 89 0.409 — PANEL PT= 10.816.2 MID PANEL= 0.4701 FILLERS L/R= 54.96 55.564BOTTOM CHORD L/Rz= 40.540 TC OAL/Rvv mx mmw CHECK TC= 14.73' BC= 20.64' HOHENT OF !NERTIA= 149.8 LL 360=t.i#*.« LL 240=1.***,I TC TENSION STRESS = 6.430.78 WEB DESISNi 20KA264/160 J71 RUN ON 3-25-96 96-0008-2 CARLSBAD CORPORATE (AREA ES CARLSBAD CA JFL t TC= 20 = 2 I 2 X .125 SC= IE = 1 1/2 X 1 1/2 X .125 iO DESIGN mm SI QTY ACTUAL T ALLOW T ACTUAL C ALLQU C KEL5 THK HtSlE Nftffi 1 W2 RH 1 2.050 16,393 0 3.B24 2.0 .113 7/8" ROD , 2 H3 10 1 0 7,090 632 4.292 2.0 .125 1 X 1 X ,125 -— STANDARD VERTICALS -— 3 SE 10 2 S 0 14.180 995 11.188 2.0 .033 i X 1 X .125 4 VI 10 1 0 6.381 475 3.151 2.0 .016 1 X i X .125 27-Mar-96 JOB NUMBER: 96-Q008-B JOB NAME: CARLSBAD CORPORATE LOCATION: CARLSBAD, CA. JOIST NAME: 2QKA264/160 MARK: J71 "AXIAL LOAD AND BENDING". END PANEL; ,; ONE ANGLE Leg" Thickness' Fy- Gap- K = Length = Gravity Axial Load = Lateral axial load e W = Bearing Depth = Reduc. * 2.000 0,125 50.000 1.000 1.000 21 .880 7,232.31 8,300.00 264.00 3.00 1.00 in. A* in. lx« ksi rx = in lz« fZ " in y=* Q» Ibs. Eccentricity « Ibs. Moment Pp « lbsJ ft. Moment Mp • in. fa- Panel P. fb • Mid Panel fb =» Fb« KJ/rz« Cc- Fa- F'e» Cm» 0.484 0.190 0.626 0.077 0.398 0.546 0.834 1.50 13,766.52 13,190.54 3,731.84 8,187,86 7,845,29 30,000.00 55.04 117.14 20,279.87 49,297.30 0.98 inA2 InM In , inA4 / in / in V\ in Ibs-tn. Ibs-in. psi psi psi psi psi psi S<^ PROPERTIES: jr At« / Hx" / rtx* Panel P. Stx • Mid Panel Stx « "-^ Sere: M Kl/ra« Cc* Fa* Fe- Cm» 1.938 2.522 1.141 1.681 1.681 _— ^ i&KT p/)( 19.18 117.14 23,823.06 405,926.90 1.00 inA2 in*4 in inA3 in*3 / ^ f f-* psi psi No filler Panel point <* 0.6 Fy = 30,000.00 psi (fa + fb)/0.9= 13,244.11 OK With filler Panel point <= 0.6 Fy E 30,000.00 psi (fa + fb)/0.9= 13,244.11 OK Midpanel<= 1.00 (fa/Fa + Cm*fb/((1-fa/F'e)*Q*Fb)) /.09= 0.57 OK Mid panel <* (fa/Fa + Cm*fb/((14a/Pe)*Q*Fb)) /.09= 1.00 0.52 OK ISP INC March 27, 1996 Shape! L U 2.000 H 2.000 T 0.125 X Q.OOO Y 3.000 « 180.00 A 0.484 Vbar -0.546 Xbar -0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398e 225.00 Shape: L U 2.000 H 2.000 T 0,125 X 1.000y 3.000 a 270.00 A 0.484 Ybar -0.546 Xbar 0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 0 315.00 Shape: L U 2.000 H 2.000 T 0.125 X -0.125 Y 0.000 a 90.000 A 0.484 Ybar 0.546 Xbar -0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 0 135,00 Shape: L V 2.000 H 2.000 T 0.125 X 1.125 Y 0.000 a 0.000 A 0.484 Ybar 0.546 Xbar 0.546 Ix 0.190 ly 0.190 Rx 0.626 Ry 0.626 Rz 0.398 0 45.000 1 ^ j iiii 1i1i 1t 1i 1iIt1 1i Ii Ii 1iiii 1iIii •• - -., - ., 0 A 1.938 Mgt 6.588 Ybar 1.500 Xbar 0.500 Ex 2,522 ly 3.150 U 3.150 Iz 2.522 Ixy 0.000 Rx 1.141 Ry 1.275 Rz 1.141 ft 0.000 Reno Contracting, Job No:. Submittal No 9801 "The enclosed document(s) has been reviewed by Reno Contracting Inc. for general conformance to the requirements of lac ^cnu'act Documents. We did not discover any devia- tion from the Contract Documents, but our Subcontractor and/or Supplier i'cw,ir.s fully responsible for compliance with all Contract Doc'-iuc^s, for details and accuracy, fo confirming and corveei.hig all quantities and dimensions, for choice of fabrication processes and techniques of construc- tion, for coordinating his work with all other trades, and foe performing his work in a safe and satisfactory manner." CTJING, ING.L