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Home My WebLink About234 DATE AVE; STRUCT SET 1 PART 2; PC070060; Structural Calculations (2)PC070060 STRUCTURAL PART 2 OF SET 1 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 vvww.tiiettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 12:22PIVI, 14 OCT 06 Rev: 580006 User KW-0600037, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software — " •^Sf"'^^^r^;^"^'^^rjgJ?''(^WP-'3:-'™^^ FB-4 Description Steel Beam Design Page 1 | bldg3.4.ecw:Revised - Floor | general Information Center Span 16.50 ft Left Cant. 0.00 ft Riglit Cant 0.00 ft Lu : Unbraced Length 0.00 ft Code Ref: AiSC 9tli ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Togetiier Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. | #1 DL LL ST Start Location End Location 0.208 0.027 16.500 #2 0.036 0.053 16.500 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Point Loads Note! Short Term Loads Are WIND Loads. Dead Load Live Load Short Term Location #1 9.030 9.330 1.500 #2 #3 #4 #5 #6 #7 Summary Using: W12X26 section, Span = 16.50ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment 29.660 k-ft ft): Bending Stress 10.656 ksi fb / Fb 0.449 :1 Shear 19.578 k fv : Shear Stress 6.966 ksi fv / Fv 0.484 :1 Beam OK Static Load Case Governs Stress Allowable 66.132 k-ft 23.760 ksi 40.473 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.236 in 1,380.6 :1 839.3 :1 Force & Stress Summary Maximum Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt 29.66 k-ft 19.58 k 4.56 k -0.236 in 0.000 in 0.000 in 0.000 ft 19.58 4.56 DL Only 17.21 10.44 3.05 -0.143 0.000 0.000 0.000 10.44 3.05 «- These columns are Dead + Live Load placed as noted -» LL ! Center 29.66 19.58 4.56 -0.236 0.000 0.000 0.000 19.58 4.56 LL+ST (S Center LL I Cants LL+ST (S Cants -0.236 0.000 0.000 0.000 19.58 4.56 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Facalc'dperEq.E2-1,K*Ur<Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 12:22PM, 14 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description FB-4 Steel Beam Design Page 2 bldg3.4.ecw:Revised - Floor Section Properties W12X26 Depth 12.220 in Weight 25.98 #/ft Web Thick 0.230 in Ixx 204.000 in4 Width 6.490 in lyy 17.300 in4 Flange Thick 0.380 in Sxx 33.400 in3 Area 7.65 in2 Syy 5.340 in3 Rt 1.720 in R-xx 5.170 in Values for LRFD Design.... R-yy 1.510 in J 0.300 in4 Zx 37.200 in3 Cw 606.00 in6 zy 8.170 in3 K 0.680 in Thornton Tomasetti PROJECT PROJECT HO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. 9 k ,o,i i ±JL ^ ..-,„ I oJ k •_..5^ ^^i^'l /[").. J • 'i^^k f Z...^ 1,<^, ..! P,,,d.t-.=i>&J2.*'J CFcbk,^;.. -i' -I-- -st Jl i: 4- >L >i v|- 4^ vl- 4^ 4 4 5 a4 ui^ '^>":f p sv ^.'|v a\vib^! c^l^ t> u I ' :'2..u.v.s: i^l^J..^-.d'..l'Sl,,, I vk, i ^ Kcpjv c ^^«- L^Mi^iLLi... a-^jpi^: Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description : Scope: Date: Job# 5:24PM, 12 OCT 06 Rev: 580006 User KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-5 Steel Beam Design Page 1 bldg3.4.ecw:Revised - Floor General hrformation '"steel Section': •y^|^|^""''''-^- Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Center Span Left Cant. Right Cant Lu: Unbraced Length 16.50 ft 0.00 ft 0.00 ft 0.00 ft Pinned-Pinned Bm WL Added to Loads LL& ST Act Together Fy 36.00ksi Load Duration Factor Elastic Modulus 1.00 29,000.0 ksi Distributed Loads Notel Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL LL ST Start Location End Location 0.036 0.054 16.500 k/ft k/ft k/ft ft ft Point Loads Note! Short Term Loads Are WIND Loads. Dead Load Live Load Short Term Location #1 #2 16.270 7.690 1.500 #3 #4 '#'5'" #6 #7 Summary I Using: W12X26 section. Span = 16.50ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment 33.952 k-ft fl3 : Bending Stress 12.198 ksi fb/Fb 0.513:1 Shear 22.739 k fv : Shear Stress 8.090 ksi fv / Fv 0.562 :1 Beam OK Static Load Case Governs Stress Allowable 66.132 k-ft 23.760 ksi 40.473 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.213 in 1,414.1 :1 929.5 :1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» Maximum 33.95 k-ft DL Only 22.86 Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Facalc'dperEq. E2-1, K*L/r< Cc I Beam Passes Table 85.1, Fb per Eq. F1-1, Fb = 0.66 Fy 22.74 k 3.14 k -0.213 in 0.000 in 0.000 in 0.000 ft 22.74 3.14 15.30 1.99 -0.140 0.000 0.000 0.000 15.30 1.99 LL I Center 33.95 22.74 3.14 -0.213 0.000 0.000 0.000 22.74 3.14 LL+ST (a Center LL ! Cants LL+ST &. Cants -0.213 0.000 0.000 0.000 22.74 3.14 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 5:24PM, 12 OCT 06 Rev: 560006 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-5 Steel Beam Design Page 2 | bldg3.4.ecw:Revised - Floor , Section Properties W12X26 Depth 12.220 in Weight 25.98 #/ft Web Thick 0.230 in Ixx 204.000 in4 Width 6.490 in lyy 17.300 in4 Flange Thick 0.380 in Sxx 33.400 in3 Area 7.65 in2 Syy 5.340 in3 Rt 1.720 in R-xx 5.170 in Values for LRFD Design.... R-yy 1.510 in J 0.300 in4 Zx 37.200 in3 Cw 606.00 in6 Zy 8.170 in3 K 0.680 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description : Scope: Date: Job# 1:04PM, 14 OCT 06 Rev: 580006 User KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-6 Steel Beam Design Page 1 | bldg3.4.ecw:Revised - Floor | I General Information Steel Section : W12X72 Center Span 20.50 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu: Unbraced Length 0.00 ft Pinned-Pinned Bm WL Added to Loads LL & ST Act Together Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 36.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Distributed Loads #1 #2 DL 0.060 LL 0.090 ST Start Location End Location 20.500 #3 #4 #5 #6 Notel Short Temi Loads Are WIND Loads. #7 k/ft k/ft k/ft ft ft Trapezoidal Loads #1 DL@Left 0.173 LL @ Left DL @ RIghl 0.093 LL @ Right Note! Short Term Loads Are WIND Loads. 0.260 0.140 ST @ Left ST @ Right km k/ft Start End ft 20.500 ft Point Loads Dead Load Live Load Short Term Location #1 #2 15.300 7.440 11.500 #3 Note! Short Term Loads Are WIND Loads. #4 #5 #6 #7 k k k ft Summary : Using: W12X72 section. Span = 20.50ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment 143.120 k-ft ft}: Bending Stress 17.633 ksi fb/Fb 0.742:1 Shear 18.100 k fv : Shear Stress 3.436 ksi fv / Fv 0.239 :1 Allowable 192.852 k-ft 23.760 ksi 75.852 k 14.400 ksi Beam OK Static Load Case Governs Stress Max. Deflection -0.526 in Length/DL Defl 746.9 :1 Length/(DL+LL Defl) 467.3 :1 I Force & Stress Summary «- These columns are Dead + Live Load placed as noted ~» DL LL LL+ST LL LL+ST Maximum Oniv (5! Center ®. Center (3 Cants &. Cants Max. IVI + 143.12 k-ft 90.73 143.12 k-ft Max. M -k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 16.01 k 9.57 16.01 k Shear @ Right 18.10 k 11.16 18.10 k Center Defl. -0.526 in -0.329 -0.526 -0.526 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 16.01 9.57 16.01 16.01 k Reaction @ Rt 18.10 11.16 18.10 18.10 k Fa calc'd per Eq. E2-1, K*L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description; Scope: Job# Date: 1:04PM, 14 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-6 Steel Beam Design Section Properties W12X72 Depth 12.250 in Weight 71.67 m Web Thick 0.430 in Ixx 597.000 in4 Width 12.040 in lyy 195.000 in4 Flange Thick 0.670 in Sxx 97.400 in3 Area 21.10 in2 Syy 32.400 in3 Rt 3.290 in R-xx 5.310 in Values for LRFD Design.... R-yy 3.040 in J 2.930 in4 Zx 108.000 in3 Cw 6,540.00 in6 Zy 49.200 in3 K 1.270 in Page 2 | bldg3.4.ecw:Revised - Floor I Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. IF ft,...-). l_0 a- ULJ, ^ s. dt :sk. -7'- 4^ ^ A. 4;.; e ^-.s:'-. > , - r "4^, ^i-,.... uvL. -J V^£±^A J ' i.,„\,li'^...^)ii L^T du ^ g^f:) ^±:.t_Ll<S[..X X Q^^.^^L _LiU._..t ALO CAoiJ); 'A:.,.,0!0 (bif. jto-v^Qc^ I s^.^is f C.7.t,.lia.5: 'j lUfo I li,L_ ;^ [-^ o. Op-=, p C7t:..C.\ z.r;' i i - 1^$"^ ^ P OL- Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description; Scope: Date: Job# 1:36PM, 14 OCT 06 Rev: 580006 User KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-7 Steel Beam Design Page 1 bldg3.4.ecw:Revised - Floor General Information Steel Section : W12X26 Center Span Left Cant. Right Cant Lu; Unbraced Length 11.50 ft 0.00 ft 0.00 ft 0.00 ft Pinned-Pinned Bm Wt Added to Loads LL& ST Act Together Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 36.00ksi Load Duration Factor 1.00 Elastic Modulus 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 DL 0.053 0.232 LL 0.120 0.525 ST Start Location 3.500 End Location 3.500 11.500 #5 #6 #7 k/ft k/ft k/ft ft ft #4 Summary Using: W12X26 section. Span = 11.50ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment 11.217 k-ft ib : Bending Stress 4.030 ksi fb/Fb 0.170:1 Beam OK Static Load Case Governs Stress Shear fv : Shear Stress fv/Fv 4.191 k 1.491 ksi 0.104 :1 Allowable 66.132 k-ft 23.760 ksi 40.473 k 14.400 ksi Max. Deflection Length/DL Defl Length/{DL+LL Defl) -0.044 in 9,398.1 : 1 3,136.0 : 1 Force & Stress Summary Maximum 11.22 k-ft DL Only 3.73 -0.00 «~ These columns are Dead + Live Load placed as noted ~» Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per Eq.E2-1,K*L/r<Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 2.77 k 4.19 k -0.044 in 0.000 in 0.000 in 0.000 ft 2.77 4.19 0.95 1.39 -0.015 0.000 0.000 0.000 0.95 1.39 LL > Center 11.22 -0.00 2.77 4.19 -0.044 0.000 0.000 0.000 2.77 4.19 LL+ST (St Center LL ! Cants LL+ST (3). Cants -0.044 0.000 0.000 0.000 2.77 4.19 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 1:36PM, 14 OCT 06 Rev: 580006 User KW-0600037, Ver 5.8.0,1-Deo-2003 (0)1983-2003 ENERCALC Engineering Softvrare Steel Beam Design Description FB-7 Page 2 | bldg3.4.ecw:Revlsed - Floor ^ Section Properties W12X26 Depth 12.220 in Weight 25.98 m Web Thick 0.230 in Ixx 204.000 in4 Width 6.490 in lyy 17.300 in4 Flange Thick 0.380 in Sxx 33.400 in3 Area 7.65 in2 Syy 5.340 in3 Rt 1.720 in R-xx 5.170 in Values for LRFD Design.... R-yy 1.510 in J 0.300 in4 Zx 37.200 in3 Cw 606.00 in6 Zy 8.170 in3 K 0.680 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 1:40PM, 14 OCT 06 Ct^o Rev: 580006 User: KW-0600037, Ver 5.8.0,1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-8 Steel Beam Design 1 f bldg3.4.eow:Revlsed - Floor ji General Information steel Section : W12X26 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Center Span Left Cant. Right Cant Lu: Unbraced Length 18.00 ft 6.50 ft 0.00 ft 0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL& ST Act Together >y"^"'"""' Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. #1 DL LL ST Start Location End Location 0.196 0.112 -6.500 -2.500 #2 0.280 0.400 -2.500 18.000 #3 0.166 0.250 10.000 18.000 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Point Loads Notel Short Term Loads Are WIND Loads. Dead Load Live Load Short Term Location #1 1.110 -2.000 #2 2.950 2.890 -1.000 #3 0.221 0.126 -6.500 #4 "#5 #6 #7 k k k ft I Summary Using: W12X26 section. Span = 18.00ft, Fy = 36.0ksi, Left Cant. = 6.50ft, Right Cant. = 0.00ft End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Beam OK Static Load Case Governs Stress Moment 30.700 k-ft lb : Bending Stress 11.030 ksi fb / Fb 0.464 :1 Shear 10.328 k fv: Shear Stress 3.675 ksi fv / Fv 0.255 :1 Allowable 66.132 k-ft 23.760 ksi 40.473 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.283 in 2,604.3 :1 664.1 :1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted -» Faca!c'clperEq.E2-1,K*Ur<Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy DL LL LL+ST LL LL+ST Maximum Onlv (S! Center 0! Center (Si Cants (S) Cants Max. M + 30.70 k-ft 10.48 30.70 8.05 k-ft Max. M --11.56 -11.56 -18.53 k-ft Max. M @ Left -11.56 -11.56 -18.53 k-ft Max. M @ Right k-ft Shear @ Left 10.33 k 5.90 7.74 10.33 k Shear @ Right 8.30 k 3.14 8.30 2.76 k Center Defl. -0.283 in -0.083 -0.283 -0.283 -0.046 -0.046 in Left Cant Defl 0.235 in 0.010 0.235 0.235 -0.085 -0.085 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 18.52 9.63 13.67 13.67 14.48 14.48 k Reaction @ Rt 8.30 3.14 8.30 8.30 2.76 2.76 k Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description; Scope: Job# Date: 1.40PM, 14 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-8 Steel Beam Design Page 2 bldg3.4.ecw:Revised - Floor Section Properties W12X26 Section Properties Depth 12.220 in Weight 25.98 m Web Thick 0.230 in ixx 204.000 in4 Width 6.490 in lyy 17.300 in4 Flange Thick 0.380 in Sxx 33.400 in3 Area 7.65 in2 Syy 5.340 in3 Rt 1.720 in R-xx 5.170 in Values for LRFD Design.... R-yy 1.510 in J 0.300 in4 Zx 37.200 in3 Cw 606.00 in6 Zy K 8.170 in3 0.680 in Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. -2_ Ol_ l£>0 Lo,.,5>..;s:...^._..3'^i ? '..kk" i '^^'-z CO 8' a-oe>(- • J... .=. J p\C J* O -'..;.....l,.ft.,io,^,.\ t.. UL. - i L7-LL :.i jL^.,.); + .,,L4±>._^.| f L_r:^,..L.. 'i-:.A:;c2eH ^ Q-^i^opN v \ ..! Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr. Description: Scope: Job# Date: 6.05PM, 12 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0, l-Ctec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-9 General Timber Beam Page 1 | bldg3.4.ecw:Revised - Floor f General information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prilm: 3.5x16.0 Center Span 8.50 ft Lu 0.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 16.000 in Right Cantilever ft Lu 0.00 ft Member Type Manuf/So.Pine Truss Joist - MacH^illan, Parallam 2.0E Bm Wt. Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksi 5 Full Length Uniform Loads _ DL 159.00 #/ft LL Center Left Cantilever Right Cantilever DL DL #/ft m LL LL 240.00 #/ft m m Trapezoidal Loads !>-r/!i^stms!m!smmf^!' " #1 DL @ Left DL @ Right 159.00 #m m LL @ Left LL @ Right 240.00 m m start Loc End Loc 0.000 ft 8.500 ft 1 Summary | 1 Summary | Beam Design OK Span= 8.50ft, Beam Width = 3.500in x Depth = 16.in, Ends are Pin-Pin Max Stress Ratio 0.171 : 1 Maximum Moment 5.5 k-ft Maximum Shear * 1.5 2.8 k Allowable 36.1 k-ft Allowable 16.2 k l\^ax. Positive Moment 5.54 k-ft at 4.012 ft Shear: @ Left 2.88 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.32 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.019 in Max. M allow 36.09 Reactions... @ Right 0.000 in ftj 445.53 psi fv 49.53 psi LeftDL 1.18 k Max 2.88 k Fb 2,900.00 psi Fv 290.00 psi Right DL 0.96 k Max 2.32 k Dead Load Deflections —. , --.-..t'masf, :•' " Center Span... Deflection -0.012 in ...Location 4.182 ft ...Length/Defl 8,229.3 Camber ( using 1.5 * D.L. Defl)... ©Center 0.019 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Dead Load Total Load -0,030 in 4.182 ft 3,389.38 Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 21.298 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 5.54 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.77 k 9.565 in2 290.00 psi 2.88 k 2.32 k Sxx 149.333 in3 Area CI 0.000 Sxx Reo'd 22.94 in3 0.00 in3 0.00 in3 @ Right Support 2.60 k 8.951 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 56.000 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 1.268 in 1.019 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description : Scope: Job# Date: 6;05PM, 12 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 | bldg3.4.ecw:Revised - Floor t Description FB-9 Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft lUloment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 2.88 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in •^A^Cfcyeihaeuscr Business TJ-Beam®6.20 Serial Number: 7005108334 FB-10 User 2 10/12/2006 6:14:14 PM Page 1 Engine Version: 6.20.16 3 1/2" X 14" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 10 -8'- Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Residential - Living Areas (psf): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Type Uniform(plf) Uniform(plf) Uniform(plf) SUPPORTS: Class Floor(I.OO) Floor(I.OO) Floor(I.OO) Live 240.0 240.0 0.0 Dead 165.0 296.0 171.0 Location 0To8' 0To8' 0To8' Application Adds To Adds To Adds To Comment 1 Parallam PSL Beam 2 Stud wail Input Bearing Vertical Reactions Ply Depth Nailing Width Length (lbs) Depth Live/Dead/Uplift/Total 5.25" Hanger 1945 / 2623/0/4568 1 14.00" N/A 5.50" 2.99" 1895 / 2555/0/4450 N/A N/A N/A Detail HI: Top Mount Hanger A1: Blocking Other None 1 Ply 1 1/4"x14"1.3E TimberStrand® LSL leeTJ SPECIFIER'S / BUILDERS GUIDE for detail(s): HI: Top Mount Hanger,A1: Blocking HANGERS: Simpson Strong-Tie® Connectors Support lUodel Slope Skew Reverse Flanges N/A 1 Top Mount Hanger HB3.56/14 0/12 0 -Nailing for Support 1: Face: 16-16d , Top 6-16d , Member: 10-N16 DESIGN CONTROLS: IWaximum Design Control Control Shear (lbs) 4075 2759 9473 Passed (29%) Moment (Ft-Lbs) 7364 7364 27162 Passed (27%) Live Load Defl (in) 0.026 0.181 Passed (L/999+) Total Load Defl (in) 0.061 0.361 Passed (L/999+) Top Flange Offset No Top Flange Slope 0 Support Wood Species N/A Location LL end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 8' o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. PROJECT INFORMATION: Crescent del Sol OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez@thettgroup.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business Parallam® and Parallam® are registered trademarks of Trus Joist. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJl\Bldg 3-4\FB10.sms Tj-Beam®6.2oserialNumb^fcaiS'""' 31/2" X14" 2.0E Parallam® PSL dfjfk^ User: 2 10/12/2006 6:14:14 PM Page 2 Engine Version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED "ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ wan-ants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Crescent del Sol Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Parallam® and Parallam® are registered trademarks of Trus Joist. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. P!\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysi5\Structural\TJl\Bldg 3-4\FB10.sms TJ-Beam® 6.20 Serial Num^r7005108334 3 1/2" X 14" 2.0E Parallam® PSL User: 2 10/12/2006 6:14:14 PM Page 3 Engine Verston 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 'Load Group: Primary Load Group 7' 2.75" Max. Vertical Reaction Total (lbs) 4568 4450 Max. Vertical Reaction Live (lbs) 1945 1895 Required Bearing Length in 1.74 (W) 2.99(W) Max. Unbraced Length (in) 96 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 1584 -1504 Max Shear at Support (lbs) 2340 -2340 Member Reaction (lbs) 2340 2340 Support Reaction (lbs) 2623 2555 Moment (Ft-Lbs) 4228 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 2759 -2619 Max Shear at Support (lbs) 4075 -4075 Member Reaction (lbs) 4075 4075 Support Reaction (lbs) 4568 4450 Moment (Ft-Lbs) 7364 Live Deflection (in) 0.026 Total Deflection (in) 0.061 PROJECT INFORMATION: OPERATOR INFORMATION: Crescent del Sol Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandezigthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Parallam© and Parallam© are registered trademarks of Trus Joist. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. P:\Cftl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 3-4\FB10.sms Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. 1 - 1L, U, >fe U3 ., ui_ h "h-k o..^ ^ CA... 1),,.' S" f Sf CO 7- 4' 4' ^alr P I. oor t_o.j_>0.coW oji.^ i.:2.(^,S:^;i>f iVy^^.-^ vt>?i2s::iJi(5 ^t^X ' j L- l.^.,£,^..ci.'='7ki|, )J,^..\fe.^?.^,i,lL'.4,u^^>'.:).,}.. ^4 ± ju?..,£=:pX«: 4 } \3.k iv c _ JA AS'. .^i^,! A ,:, ^..,<2 ^i:^ j r! t>ftj^\^.,-» -^t^Xf |v <b'bQ\i -^.,1 ©^e>-f L ^A^Xtycrhacuser Business TJ-Beam® 6.20 Serial Number 7005108334 User. 2 10/12/2006 6:17:11 PM "age 1 Engine Version: 6.20.16 FB-11 3 1/2" X 14" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Pi i] -1* 6" Product Diagram is Concefitiial. LOADS: Analysis is for a Header {Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Residential - Living Areas (psf): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Comment Type Class Live Dead Location Application Uniform(plf) Floor(1 00) 53.0 36.0 0 To 14' 6" Adds To Point(lbs) Floor(1 00) 1945 2623 2' - Uniform(plf) Floor(1 00) 53.0 37.0 11'To 14-6" Adds To Uniform(plf) Floor(1 00) 91.0 64.0 11'To 14' 6" Adds To Uniform(plf) Floor(1 00) 0.0 172.0 11'To 14'6" Adds To SUPPORTS: 1 Stud wall ? Stud wall Input Bearing Vertical Reactions (ibs) Width Length Live/Dead/Upiift/Total 5.50" 3.31" 2147/2778/0/4925 5.50" 1.76" 1070/1544 / 0 / 2615 Detail Other A1: Blocking 1 Ply 1 1/4" x 14" 1.3E TimberStrand(S» LSL A1: Blocking 1 Ply 1 1/4" x 14" 1.3E TimberStrand® LSL Location Lt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading ^ee TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A1: Blocking IJESIGN CONTROLS: IWaximum Design Control Control Shear (Ibs) 4890 4755 9473 Passed (50%) Moment (Ft-Lbs) 8111 8111 27162 Passed (30%) Live Load Defl (in) 0.085 0.346 Passed (U999+) Total Load Defl (in) 0.194 0.692 Passed (L/854) -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 14' 6" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ wan^nts the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Crescent del Sol OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Parallam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YESR 2005\GG5532.00 - Cresent Del SDl\Analysis\Structural\TJl\Bldg 3-4\FB11.sms FB-11 TJ-Beam® 6.20 Serial NumberTferOBSM""" 3 1/2" X 14" 2.0E Parallam® PSL User 2 10/12/2006 6:17;11 PM _ ",9e 2 Er,gine Verston 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED FLoad Group: Primary Load Group tlO 13' 10.00" " Max. Vertical Reaction Total (lbs) 4925 2615 Max. Vertical Reaction Live (lbs) 2147 1070 Required Bearing Length in 3.31(W) 1.76(W) Max. Unbraced Length (in) 174 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 2694 -1017 Max Shear at Support (lbs) 2761 -1436 Shear Within Span (lbs) 2675 Member Reaction (lbs) 2761 1436 Support Reaction (lbs) 2778 1544 Moment (Ft-Lbs) 4556 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 4755 -1768 Max Shear at Support (lbs) 4890 -2441 Shear Within Span (lbs) 4716 Member Reaction (lbs) 4890 2441 Support Reaction (lbs) 4925 2615 Moment (Ft-Lbs) 8111 Live Deflection (in) 0.085 Total Deflection (in) 0.194 PROJECT INFORMATION: OPERATOR INFORMATION: Crescent del Sol Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHemandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Parallam© is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\flnalysis\Structural\TJI\Bldg 3-4\FBH.sms FB-12 'A^Xtycrhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/12^006 6:18:35 PM "ige 1 Engine Version: 6.20.16 3 1/2" X 14" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -14" Product Diayram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Residential - Living Areas (psf): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Unifonn(plf) Floor(1 00) 54.0 37.0 0 To 14" Adds To Uniform(plf) Floor(1 00) 36.0 62.0 0 To 14' Adds To Un'iform(plf) Floor(1 00) 0.0 172.0 0 To 14' Adds To Uniform(plf) Floor(1 00) 53.0 13.0 0 To 14' Adds To Uniform(plO Floor(1 00) 80.0 90.0 0 To 14' Adds To SUPPORTS: 1 Stud wall Stud wall Input Bearing Vertical Reactions (Ibs) Detail Width Length Lhre/Dead/Uplift/Totat 5.50" 2.88" 1561/2725/0 / 4286 A3: Rim Board 5.50" 2.88" 1561 / 2725 / 0 / 4286 A3: Rim Board Other 1 Ply 1 1/4" X 14" 0.8E TJ-Strand Rim Board® 1 Ply 1 1/4" X 14" 0.8E TJ-Strand Rim Board® e TJ SPECIFIER'S / BUILDERS GUIDE for detall(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Shear (Ibs) 4082 -3291 9473 Passed (35%) Moment (Ft-Lbs) 13606 13606 27162 Passed (50%) Live Load Defl (in) 0.111 0.333 Passed (L/999+) Total Load Defl (in) 0.304 0.667 Passed (L/526) Location Rt. end Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading MID Span 1 under Floor loading -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 14' o/c unless detailed othenvise. Proper attachment and positioning of lateral bracing is required to achieve member stability. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Crescent del Sol OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHemandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Parallam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 3-4\FB12.sms ..•^%^te>^.!!f~" 31/2" X14" 2.DE Parallam® PSL ^ ' TJ-Beam® 6.20 Serial Number! 7005108334 "^e2 EXV^'ZO™ THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 'Load Group: Primary Load Group " 13' 4.00" " Max. Vertical Reaction Total (lbs) 4286 4286 Max. Vertical Reaction Live (lbs) 1561 1561 Required Bearing Length in 2.88(W) 2.88(W) Max. Unbraced Length (in) 168 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 2092 -2092 Max Shear at Support (lbs) 2595 -2595 Member Reaction (lbs) 2595 2595 Support Reaction (lbs) 2725 2725 Moment (Ft-Lbs) 8651 Loading on all spans, LDF = 1.00 , 1.0 Dead +1.0 Floor Shear at Support (lbs) 3291 -3291 Max Shear at Support (lbs) 4082 -4082 Member Reaction (lbs) 4082 4082 Support Reaction (lbs) 4286 4286 Moment (Ft-Lbs) 13606 Live Deflection (in) 0.111 Total Deflection (in) 0.304 PROJECT INFORMATION: OPERATOR INFORMATION: Crescent del Sol Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez(@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business ParallairtD is a registered trademark of Trus Joist. P:\CRl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 3-4\FB12.sms Thornton-Tomasetti Group C(3 Project. Project #: By: Checked by: Date: Sheet of. Drawing #: @ l^feiC^«^ ^ 4%^)Cl4-/0 (4-4- j^i4^C-^*3/2?) -lo/> Thornton-Tomasetti Group Project. Project #: By: Checked by: Date: Sheet of. Drawing #: @ O ^( vo'^ -V CJ<='' XC^' ^ur^ 14"^ - 1.^/^ 0 c^^"^CXVXv C IA'XU''~"^ - ^^c^' 2A VV-3\' Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. ill, lA- - ^.Or^ ; _\5>: la: y4'b4 It ~—Ai—^ fb^isi: 4?i-\ia:^t I'Aes. ^1 £ i&c^ 4 !L I^O^i^J. J gj). H Thornton-Tomasetti Group Project. Project #: Bv: A^gr Checked by: C1b Date: Sheet of. Drawing #: Lew Z.0/06 ITUD <M Ac FoltC^S 1 5-\ / 7£ + T5\ / — 1,— ^ — K —T—) (^-^-'s-ps^i - e>. \ LI Me 4 fc-g ^. 11.5" \ I se ll^J£ C lA- Thornton-Tomasetti Group Project BLDfa- 3./M LAT^e-fe-L Project #: By: Checked by: C11 Date: S'JoC Sheet of Drawing #:. / \ \ 4,4-" ,/ © Jo Thornton-Tomasetti Group C16 Project. Project #: By: Mgr Checked by: Date: s/oQ' Sheet of _ Drawing #: LiNje B • ^ IH.IH '+ 3'S'-t 3,7 ' * Z/, 5" ' CO M PON6;NJT 441^ A/ LI toe C Jl -IS,5' 4. g?*" /S-,5- 17.4,7 11.(>y LI5^ Thornton-Tomasetti Group C7^ Project. Project #: By: MS" Checked by:. Date: S'/oC Sheet of Drawing #: Li loe I v.- .1^ 1' If (7.47 V^-^ 4.\ /7.47 Vw - 4.4" 7r 4,4" Thornton-Tomasetti Group Project etPfe 5>IH LA.Teg./VC Project #: Date: -^A ^ By: M*^ Sheet of_ Checked by: Drawing #: ^U.>AU " ® &> gS' ^ 2o B.S- Thornton-Tomasetti Group Project. Project #: By: M£r Checked by:. Date: Sheet of. Drawing #: 3 ,^ / -^ 2U = <b'4^.2.*/^ Thornton-Tomasetti Group Project gt,t)& /^Argg-AL Project #: By: M S- Checked by: Date:. Sheet Drawing #: of Co -MP »• Puu/VLL ^ 44-1ej' ^ - 4^^ «^/V 7^ Thornton-Tomasetti Group Project. BCD& 3 Project #: By: M V Checked by:, Date: sfoC:, Sheet of _ Drawing #: LI Me I ~in= SHo ct7 I 7 U^A LC 4-^ Thornton-Tomasetti Group Project. BLO Project #: By: AiQ" Checked by:, Date: Sheet of _ Drawing #: ir^ soc? fc^//^-/- jz* iQ-f-^ PL. sr '77 - (j? w- • A' Thornton-Tomasetti Group Project 8U0L> ^/^ Project*: Date: ^/o^ By: M $r sheet of L UouJ Pooe\ Checked by: Drawing #: 44t [70) ( IVL J - lo<i..|^- c? ,-=1 [iM - 0.*1 p5".s/^i\.+ (-50 0."^ ( \4'"^ ^P\4O07 Thornton-Tomasetti Group Project. BLD& B/Y L/^TBPAI ( LQUJ P~OO f-) Project #: By: At %r Date:. Sheet sJo(=> of Checked by:. Drawing #:. LiNig ^ ir^ 4sc> 0 C. T N er V Put PT = llf 0? - M .0 4 L< .^7 Sfc^Xu^lJ Li/J^ NEAR- A»-'xs A'^B 7r-= 4*\«3- Thornton-Tomasetti Group Project. Project #:. By: Checked by: Date: Sheet of. Drawing #: l^er£>iJ<^€^ To •2,5-^4 / ( .CO Thornton-Tomasetti Group Project BuDtg 5./H LAr£^A L Project #: By: M Checked by:, Date: s/o6> Sheet of. Drawing #: 0 -\\.'=t) 4.-)'^ 7^ Thornton-Tomasetti Group Project BUDb s/t/ LAT^P-AL Project #: Bv: AlS- 5^ Checked by:. Date:_ 57P fe Sheet of. Drawing #: LD UJ I^DO P I 3 LiMe A.O LiMg A Llh4& A.5 B LiM^ D a" ft. /M .5" LA- AX- i/ Thornton-Tomasetti Group Project. Project #: Bv: 5-/04 Checked by:. Date: Sheet of. Drawing #: L\M^ A.S: LINE D'- 7S-.8 - 4.&V ^f^^ TYPE 1^0^ _^nX = d.^^ <7.Zg Thornton-Tomasetti Group Project Bu&G UATEI^A L Project #: Bv: Mgr x* <^ Checked by:, Date: Sheet of. Drawing #: SetOND Sl<^eu)fcP lAJAU.^ Co M P * (ToMP * ATZ- COM!' ~ '^OMP '1 v. 44-} */-P^; Jl - I I -a V*- 5^ TYP^ B Thornton-Tomasetti Group Project BLPfe Project #: By: Checked by:. Date Sheet Drawing #: of Si<B^^JB^I> WALL BeTvoe^sj 31 £• P^NJ> A •'^ i C ' COMf * \ ' V R - /NT 4- "^"^ X^ '^''^ 4 '-'5?'^". SkevAJ^D LU/VLL B&TUi^f^ A-^ ^ ^ A(Oi:> sX •^AU6^ ^^^l^'-^/yV 4 8. \ X+/ , 6', Thornton-Tomasetti Group Project. Project #: By: Checked by:. Date: Sheet Drawing #:. of. s\ceujej> U;AUS. B^TIUBBK> A^B Afjcsii 1^ ' AI ^A.iT- '^'^ ??/i^X/ —:> Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT ^,^C>\a^ CHECKED BY DRAWING NO. ,t __\>7-0 iO G^.X^^X„„'r(^ife7 , 4^ b-.AX'V y 1 I 1 CO ZVi CO m 00 U5 (0 CO O O CM O o T3 <2 •a <u € § a> u c 2 c 0) >» c: o _o (0 •o CO xz > o <D O c CD 0) < LU I o: UJ > o LU O z z LU O _c c£ u o CD 'B CD CO CO E o (D E CO Q. 0) Q o o cvi CO m O O Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@entrance overhead/balcony Oct 9, 2006 12:58 PM Checked By: (J\b Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh (in'^2) 144 .12 Merqe Tolerance (in) 144 .12 P-Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI99:ASD NDS Wood Code i NDS 91: ASD NDS Temperature <100F Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method PCA Load Contour .65 "Parme Beta Factor {PC^) PCA Load Contour .65 Concrete Stress Block Rectangular Use Cracked Sections _[ Yes Bad Framing Warnings No Unused Force Warnings I Yes Hot Rolled Steel Design Parameters 1 Ml col 12 y ovvay 2 M2 col 12 3 M3 beam 13.5 6 Hot Rolled Steel Properties Label E fksil G |ksi] Nu Therm (\1E5 F) Densitvlk/ff^a] Yieldfksi] 1 i A992 1 29000 1 11154 1 .3 1 .65 1 .49 1 50 1 Hot Rolled Steel Section Sets Label Shape Deslan List Tvpe Material Desian Rules A fin2] Iw rin41 Izz rin41 J [in4] 1 beam W12X30 Wide Flange 1 Beam A992 Tvpical 1 8.79 J J—J J J— 20.3 238 .46 2 1 col i W14X30 Wide Flange! Column A992 Tvpical 1 8.85 19.6 1 291 i .38 Joint Coordinates and Temperatures Label N1 X[ft] 2 3 N2 N3_ N4 0_ 13.5 _0 _ 13.5 12 12 0 0 Temp [F] Detach From Diap.. ^Member Primary Data Label 1 Joint J Joint K Joint Rotate(dea) Section/Shape Desian List Tvpe Material Desian Rules 1 M1 N1 N3 col Wide Flange Column A992 Typical 2 M2 N2 N4 col Wide Flanae Column A992 Typical 3 M3 N3 N4 beam W\6e Flanae Beam A992 v..j,|r.'v-*'—„— Tvpical RISA-3D Version 5.0d [P:\...\...\...\...\Analysls\Structural\Risa\3d\bldg3&4\omf@entrance overhead.rSd] Page 1 Connpany : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532.00 OIVIF@entrance overhead/balcony Oct 9, 2006 12:58 PM Checked By: cm Joint Boundary Conditions Joint Label X fk/in] Y fk/inl Z fk/inl X Rot.[k-ft/rad] Y Rot.[k-ft/radl Z Rot.[k-ft/rad] 1 N1 Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction 3 ALL Fixed Fixed Basic Load Cases BLC Description Cateaorv X Gravity Y Gravitv Z Gravitv Joint Point Distributed Area (Me... Surface (... 1 o di 11 DL II -1 1 Z 3 II eq LL EL 1 1 Load Combinations 1 dl onlv 1 1 2 dl+ll Yes 1 1 2 1 3 A dl+eq C\^l 1 j-m Yes 1 ^ 1 3 1 4 5 .9dl+eq .9dl-ea Yes Yes 1 1 .9 .9 3 3 1 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 8 1.4ea (drift) eg Yes 3 3 .933 1 Member Distributed Loads (BLC 1: dl) Member Label Direction Start Maanitude[k/ft.d..End Magnitudefk/ft.d... Start Locationfft,%] End Location[ft.%] M3 Y -.106 -.106 0 0 Member Distributed Loads (BLC 2 : II) Member Label Direction Start Maanitude[k/ft.d..End Magnitudefk/ft.d... Start Location[ft.%] End Location[ft.%] M3 .24 -.24 0 0 Joint Loads and Enforced Displacements (BLC 3 : eg) Joint Label L.D.M Direction Magnitudefk.k-ft in.rad k*s'^2/ft] N3 X 1.2 Joint Reactions (By Combination) LC Joint Label X[k] Y[k] Z[k] MX fk-ft] MY fk-ft] MZ fk-ft] _2 3 4 N1 N2 Totals: COG (ft): .115 -.115 1.279 0 1.279 0 0_ 0 J0__ o'. X 0 6.75 _ 2.558 i Y: 10.3(j4 i 0 Z: 0 _0_ 0 Member Section Forces LC Member Label Sec Axialfk] y Shearfk] z Shearfk] Torquefk-ft] y-y Moment[k-...z-z Momentfk- 3 4 5 Ml 1.279 1.188 4 1.098_ 1.008 115 115 0 115 115 0 0 0 0 0 0 0 .344 .688 1.031 .917 115 0 0 0 1.375 RISA-3D Version 5.0d [P:\...\...\...\...V\nalysis\Structural\Risa\3d\bldg3&4\omf(gentrance overhead.r3d] Page 2 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@entrance overhead/balcony Oct 9, 2006 12:58 PM Checked By: Cm Member Section Forces (Continued) 6 1 1 M2 1 1.279 V rc^ci) 1 r\i .115 £. \ji ic^cii tr\i 0 0 v-v iviui rici iiirv-.. 0 IVIUIiici111r\-.. 0 7 2 1.188 .115 0 0 0 -.344 8 3 1.098 .115 0 0 0 -.688 9 4 t 1.008 .115 0 0 0 -1.031 10 5 .917 .115 0 0 0 -1.375 11 1 M3 1 .115 .917 0 0 0 1.375 12 2 .115 .459 0 0 0 -.947 13 3 .115 0 0 0 0 -1.721 14 4 .115 -.459 0 0 0 -.947 15 5 .115 -.917 0 0 0 1.375 Member ASD Steel Code Checks (By Combination) LC Member Shape UC Max Locfft] Shear... Locfftl Dir Fafksil Ftfksil Fbvfksil Fbzfksil Cb Cmv Cmz Eqn 1 1 Ml W14X30 .018 12 .002 0 V 15.447 30 37.5 27.302 1.75 .6 .6 H1-2 2 1 M2 W14X30 .018 12 .002 0 Y 15.447 30 37.5 27.302 1.75 .6 .6 H1-2 3 1 M3 W12X30 .029 6.75 .014 0 V 13.14 30 37.5 19.005 1 .6 .85 HI-2 RISA-3D Version 5.0d [P:\...\...\...\...V\nalysis\Structural\Risa\3d\bidg3&4\omf(gentrance overhead.rSd] Page 3 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@entrance overhead/balcony Oct 9, 2006 12:59 PM Checked By: Load Combinations 1 dl onlv 1 1 2 dl+ll Yes 1 1 2 1 3 dl+eg Yes 1 1 3 1 4 .9dl+eq Yes 1 .9 3 1 5 .9dl-ea Yes 1 .9 3 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 8 1.4ea (drift) eq Yes 3 3 .933 1 Envelope Joint Reactions Joint Xfkl Ic Yikl Ic Zik] Ic MX fk-ft] Ic MY fk-ft] Ic MZ fk-ft] Ic 1 N1 max .704 5 2.899 2 0 2 0 1 2 0 2 0 2 2 min -.601 8 -1.067 8 0 2 0 2 0 2 0 2 3 N2 max .496 5 3.294 6 0 2 0 1 2 0 2 0 2 4 min -.716 6 .084 5 0 2 b 1 2 0 2 0 2 5 Totals: max 1.2 5 5.798 2 ' 0 2 J 6 min -1.2 4 0 8 0 2 Member Sec Axialfk] Ic v Shearfkl Ic z Shearfk! Ic ToraueFk-ftl Ic v-v Momen.. Ic z-z Momen.. . Ic 1 1 Ml 1 max 2.899 2 .601 8 0 2 0 2 0 2 0 2 1 2 min -1.067 8 -.704 5 0 2 0 2 0 2 0 2 1 3 2 max 2.808 2 .601 8 0 2 0 2 0 2 2.111 5 FT min -1.057 8 -.704 5 0 2 0 2 b 2 -1.802 8 5 3 max 2.718 2 .601 8 0 2 0 2 0 2 4.222 5 •6 min -1.067 8 -.704 5 0 2 0 2 0 2 -3.603 8 1 7 4 max 2.628 2 .601 8 0 2 0 2 0 2 6.333 5 8 min -1.037 8 -.704 5 0 2 0 2 0 2 -5.405 8 9 5 max min 2,537 2 8 .601 8 0 2 2 0 0 2 2 0 b 2 2 8.444 5 10 5 max min -1.057 2 8 -.704 5 0 2 2 0 0 2 2 0 b 2 2 -7.206 8 11 M2 1 max 3.294 6 .716 6 0 2 0 2 0 2 0 2 12l min .084 5 -.496 5 0 2 0 2 0 2 2 0 2 13 2 max 3.203 6 .716 6 0 2 2 0 b 2 2 _o 1 2 2 1.489 5 14 min .003 5 -.496 5 0 2 2 0 b 2 2 0 2 -2.148 6 15 3 max 3.113 6 .716 6 0 2 0 2 0 2 2.978 5 16 min -.078 5 -.496 5 0 2 0 2 b 2 -4.296 6 17 4 max 3.023 6 .716 6 0 2 0 2 0 2 4.467 5 18 min -.16 5 -.496 5 0 2 2 0 2 -6.444 6 19 5 max 2.932 6 .716 6 0 0 2 0 2 2 0 0 2 2 5.956 5 20 min -.241 5 -.496 5 0 0 2 0 2 2 0 0 2 2 -8.592 6 21 M3 1 max .716 6 2.537 2 0 2 0 2 0 2 8.444 5 8 22 min -.496 5 -1.067 8 0 2 0 2 0 2 -7.206 5 8 23 2 max .716 6 1.479 5 0 2 0 2 0 2 2.754 5 24 min -.496 5 -1.067 8 0 2 0 2 0 2 -4.906 6 25 3 max .716 6 1.067 5 0 2 0 2 0 2 -.006 8 26 min -.496 5 -1.067 3 0 2 b 0 2 -4.76 2 27 4 max .716 6 .654 5 _o 2 0 2 0 2 3.594 8 28 min -.496 5 -1.866 6 0 2 0 b 2 -4.446 5 29 5 max .716 6 .241 5 0 2 0 2 0 2 8.592 6 30 min -.496 5 -2.932 6 0 2 0 2 0 2 -5.956 5 RISA-3D Version 5.0d [P:\...\...\...\...V\nalysis\Structural\Risa\3d\bldg3&4\omf(gentrance overhead.r3d] Page 4 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532.00 OMF@entrance overhead/balcony Oct 9, 2006 12:59 PM Checked By: Envelope ASD Steel Code Checks Member Shaoe Code... Locfftl Ic Shear... Locf... Dir Ic Fafksil Ftfksil Fb v-v .. Fb z-z .. Cb Cmv Cmz ASD E.. 1 Ml W14X30 .095 12 5 .009 0 v 5 15.447 30 37.5 27.302 1.75 .6 .6 H1-2 2 M2 W14X30 .101 12 6 .010 0 y 6 15.447 30 37.5 27.302 1.75 .6 .6 H1-2 3 M3 W12X30 .092 13.5 6 .046 13.5 V 6 13.14 30 37.5 30 2.04 .6 .85 HI-2 RISA-3D Version 5.0d [P:\...\...\...\...V\nalysis\Structural\Risa\3d\bldg3&4\omf@entrance overhead.r3d] Page 5 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532.00 OMF(gentrance overhead/balcony Oct 9, 2006 12:59 PM Checked By: CI03 Load Combinations 1 dl onlv 1 1 2 3 dl+ll dl+eo Yes Yes ] 1 1 I 3 1 1 4 .9dl+eq Yes 1 .9 3 1 5 .9dl-eq Yes .9 3 -1 6 dl+,75ll+.75eq Yes •\ 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 8 eq Yes 3 1 Joint Deflections (Bv Combination) LC Joint Label Xfinl Yfin] Zflnl X Rotation fradl Y Rotation fradl Z Rotation fradl 1 7 N1 1 '-^^•^J 1 0 0 0 0 0 -1.041e-3 2 7 N2 0 0 0 0 0 -1.039e-3 3 7 N3 L .119 0 0 0 0 -3.531 e-4 4 r 7 N4 T .119 0 0 0 0 -3.514e-4 RISA-3D Version 5.0d [P:\...\...\...\...VKnalysis\Structural\Risa\3d\bldg3&4\omf©entrance overhead.r3d] Page 6 Project, Thornton Tomasetti Groi Project #: By: ^ ^ Date: -^'A ^ Sheet of Checked by: Drawing #: a..3 K-1 f r 7^ I?, -t 1^' 3/ - Thornton Tomasetti PROJECT SUBJECT I 4 1 \4 i4-'^'^-^ mi PROJECT wo. DATE BY SHEET of CHECKED BY DRAWING NO. 00 in CO CD O O CM O O (U o c to L. .4—» c CD LU o < I-Z UJ 1-< o Q. o O 0 w CD E o c o o SI h- sz c CD E Q. 0 Q o csi 00 in in CD O Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.01 OMF(gentrance Oct 9, 2006 9:53 AM Checked By: Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Infill iHo \A/Qrr\ino Yes Voc Area Load Mesh (in^2) T cS 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature <100F Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular use vracKea vseciions Bad Framing Warnings Yes No Unused Force Warnings Yes Hot Rolled Steel Desipn Parameters Label Shaoe Lenathfft Lbwfftl Lbzzfftl Lcomo t.. Lcomo boL.. Kw Kzz Cm-w Cm-zz Cb vswavzswav 1 Ml col 12 2 M2 col 12 3 1 M3 rf col 12 4 M5 fir beam 13.5 6 5 M6 rf beam 13.5 6 M4 rfcol 12 Hot Rolled Steel Properties Label E fksi] G fksi] Nu Therm (\1 E5 F) Densityfk/fr3] Yieldfksi] A992 29000 11154 .65 .49 50 Hof Rolled Steel Section Sets Label Shape Desian List Tvpe Material Desian Rules A |in21 lyy tin4] Izz fin4] J |in4] 1 fir beam W16X40 Wide Flange Beam A992 TvDical 11.8 28.9 518 .79 2 col W14X48 Wide Flange Column A992 Typical 14.1 51.4 485 1.46 3 rf beam W14X30 Wide Flange Beam A992 Typical 8.85 19.6 291 .38 4: rf col W14X30 Wide Flange Column A992 Tvpical 8.85 19.6 291 .38 Joint Coordinates and Temperatures 1 N1 KIO 0 d o n 0 0 r\ 0 3 NZ N3 lo.o 0 U 12 0 0 u 0 4 N4 13.5 12 0 0 5 N5 0 24 0 0 6 N6 13.5 24 0 0 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg3&4\bldg3&4recalc\omf(gentrance.r3d] Page 1 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532.01 OMF@entrance Oct 9, 2006 9:53 AM Checked By: Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Design List Type Material Design Rules M1 N1 N3 col Wide Flange Column A992 Tvpical 2 3_ 4 _5 6 M2 M3 M5 M6 M4 N2_ N3 N3 _N5 N4 N4 N5 N4 col Wide Flanqe Column A992 rf col Wide Flanqe Column A992 N6 N6 fir beam rf beam rfcol Beam A992 W\6e Flanqe W\6e Flanqe] Beam j A992 Wide FlangeiGolumnl A992 Typical Tvpical Typical Typical Typical Joint Boundary Conditions Joint Label X fk/in] Y fk/in] Z fk/in] X Rot.fk-ft/rad] Y Rot.fk-ft/rad] Z Rot.fk-ft/rad] 1 N1 Reaction Reaction Reaction 2 3 N2 ALL Reaction Reaction Reaction Fixed Fixed Basic Load Cases BLC Description Cateaorv X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (... 1 dl 11 DL -1 2 2 3 II eg LL EL 2 Load Combinations 1 dl onlv Yes 1 1 2 dl+ll Yes 1 1 2 1 3 dl+eq Yes 1 1 3 1 4 .9dl+eq Yes 1 .9 3 1 5 .9dl-eq Yes 1 .9 3 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 8 , eq__ Yes 3 1 Member Distributed Loads (BLC 1: dl) Member Label Direction Start Maanitudefk/ft.d.. End Maanitudefk/ft.d... Start Location|ft,%l End Locationtft.%] 1 M5 Y -.072 -.072 A A 0 n 0 n A 1 IVID 1 T Member Distributed Loads (BLC 2 . -.075 •//) -.14 U U Member Label Direction Start Maanitudefk/ft,d.. End Maanitudefk/ft.d... Start Locationfft,%l End Locationfft,%l 1 M5 Y -.16 -.16 0 0 2 M6 Y' -.11 -.2 0 0 Joint Loads and Enforced Displacements (BLC 3 : eg) Joint Label L.D.M Direction Maanitudefk.k-ft in.rad k*s''2/ftl 1 N3 L X 2.3 2 N5 L X 7.9 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg3&4\bldg3&4recalc\omf@entrance.r3d] Page 2 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.01 OMF@entrance Oct 9, 2006 9:53 AM Checked By: Joint Reactions (By Combination) LC Joint Label Xfkl Yfkl Zfkl MXJk-ftl_ MY fk-ftl MZ fk-ft] 1 1 N1 .039 2.55 0 0 0 0 2 1 N2 -.039 2.696 0 0 0 0 3 1 Totals: 0 5.246 0 4 1 COG (ft): X: 6.938 Y: 15.759 Z: 0 4 1 COG (ft): X: 6.938 Y: 15.759 Z: 0 Member Section Forces LC Member Label Sec Axialfk] V Shearfk] z Shearfkl Torquefk-ftl y-y Momentfk-.. z-z Momentfk-.. 1 1 Ml 1 2.55 -.039 0 0 0 0 2 2 2.406 -.039 0 0 0 .117 3 3 2.262 -.039 0 0 0 .234 4 4 2.118 -.039 0 0 : : 0 ••; .351 5 5 1.974 -.039 0 0 0 .468 6 1 M2 1 2.696 .039 0 0 0 0 7 2 2.552 .039 0 0 0 -.117 8 3 2.408 .039 0 0 0 -.234 9 4 2.264 .039 0 0 0 -.351 10 5 2.12 .039 0 0 0 -.468 11 1 M3 1 1.215 -.199 0 0 0 -.945 12 2 1.125 -.199 0 0 0 -.348 13 3 1.034 -.199 0 0 0 .248 14 4 .944 -.199 0 0 0 .844 15 5 .854 -.199 0 0 0 1.441 16 1 M5 1 -.16 .759 0 0 0 1.412 17 2 -.16 .381 0 0 0 -.511 18 3 -.16 .002 0 0 0 -1.156 19 4 -.16 -.377 0 0 0 -.524 20 5 -.16 -.755 0 0 0 1.386 21 1 M6 1 .199 .854 0 0 0 1.441 22 2 .199 .472 0 0 0 -.811 23 3 .199 .035 0 0 0 -1.681 24 4 .199 -.457 0 0 0 -.983 25 5 .199 -1.004 0 0 0 1.468 26 1 M4 1 1.365 .199 0 0 0 .918 27 2 1.275 .199 0 0 0 .321 28 3 1.185 .199 0 0 0 -.275 29 4 1.094 .199 0 0 1 Q -.871 30 5 1.004 .199 0 0 0 -1.468 Member ASD Steel Code Checks (By Combination) LC Member Shape UC Max Locfft] Shear... Locfft] Dir Fafksi] _Ft[ksiL Fbyfksi] Fbzfksi] Cb Cmy Cmz Eqn Ml W14X48 .009 I 0 .000 0 19.912 30 37.5 28.873 1 .6 .6 H1-1 _2_ 3 4_ _5. 6 M2 W14X48 .010 I 0 .000 19.912 _30. 37.5 28.873 1 .6 .6 H1-1 M3 W14X30 .017 M5 W16X40 .010 12 .003 15.447 6.75 •008 13.882 _30 30 37.5 30 37.5 20.498 2.3 .6 1.0091 .6 .338 HI-2 .85 HI-3 M6 W14X30 .026 7.031 .013 13.5 12.602 30 37.5 19.17 1 .6 .85 HI-2 M4 W14X30 •018 12 •003 15.447 30 37.5 30 2.3 •6 .35 HI-2 RISA-3D Version 5^0d [P:\.^^\...\...\...\...\Structural\Risa\3d\bldg3&4\bldg3&4recalc\omf@entrance.r3d] Page 3 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.01 OMF@entrance Oct 9, 2006 9:54 AM Checked By: Load Combinations 1 dl onlv Yes 1 1 i. 3 ul+ll dl+ea Yes Yes \ 1 1 2 3 1 1 4 .9dl+eq Yes -| .9 3 1 5 .9dl-ea Yes 1 .9 3 -1 6 dl+.75ll+.75eq Yes 1 2 .75 3 .75 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 8 eg Yes 3 1 Envelope Joint Reactions Joint Xfk] Ic Yfk] Ic Zfkl Ic MX fk-ft] Ic MY fk-ft] Ic MZ fk-ft] Ic 1 N1 max 5.133 5 18.384 5 0 1 0 1 0 1 0 1 2 -5.098 8 -16.089 8 0 1 0 1 0 1 0 1 2 min -5.098 8 -16.089 8 0 1 0 1 0 1 0 1 3 N2 max 5.067 5 18.785 3 0 1 0 1 0 1 0 1 4 min -5.141 3 -13.662 5 0 1 0 1 0 1 0 1 5 Totals: max 10.2 5 9.499 2 0 1 6 min -10.2 8 0 8 0 1 Envelope Member Section Forces Member Ml _9_ 10 11 13_ 14 15 16 17 Jl8 19 21 22 23 24 2b 26 2J_ 28 29 30 31 32 33 M2 20 M3 M5 Sec Axialfk] Ic 1 ImaxI 18.384 min I -16.089 2_ max! 18.254 V Shearfk] min I -16.089 maxi 18.125 5.098 -5.133 5.098 -5". 133 Ic z Shearfk] Ic 5.098 min I -16.089 I 8 1-5.133 4 max I 17.995 I 5 I 5.098 8 mini -16.089 I 8 5 ImaxI 17.866 mm -5.133 5.098 -16.089 I 8 I -5.133 1 max Imin j 18.735 :13.662 5.141 -5.067 2 Imax! 18.641 min I -13.792 i 5.141 I 3 3 max 18.497 j I min 1 -13.921 -5.067 5.141 _L5.067 4 Imax I 18.353 min I -14.051 max min I 18^09_ -i4.181 5.141 -5.067 5.141 i5.067 II max Tmin I 5.177 -4.083 I 8 3.96 -4.139 max Imin 5.096 _ -4.083 3.96 max mm 5.014 -4.083 8 1 -4.139 _3.96_ -4.'l39 4 max I 4.933 min I -4.083 ..5. J max I 4.852 5 _3.96_ -4.139 0 0 0 b 0 Q_ min I -4.083 1 ImaxI 1.163 I 8 mm max J .3()6 1.163 I 8 _3.96 -4.139 12.689 -12.006 0 0 12.348 Torquefk-ft] Ic y-y Momen. 0 0 0 0 0 _0^ 0 0 0 0 Ic z-z Momen... Ic 0_ 0 _0_ 0 15.398 -15.293 30.797 -30.587 46.195 -45.88 61.594 -61.173 1 0 0 1 15.202 I 5 -15.424 I 3 30.403 -30.847 45.605 -46.271 60.806 3^ 3 I 19.912 I 8 -61.695 -20.762 8.031 -8.344 4.073 _-3.85 16.491 -15.731 28.908 -27.612 8_2.356_ -81.085 40.106 RISA-3D Version 5.0d [P:\-.\-.\.-\-\-.\Structural\Risa\3d\bldg3&4\bldg3&4recalc\omf@entrance.r3d] Page 4 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.01 OMF@entrance Oct 9, 2006 9:54 AM Checked By: Envelope Member Section Forces (Continued) Member Sec Axialfk] Ic V Shearfkl Ic z Shearfkl Ic Torauefk-ftl Ic v-v Momen.. Ic z-z Momen.. . Ic 34 min -1.306 5 -12.006 8 0 1 0 1 0 1 -41.077 3 35 3 max 1.163 8 12.007 5 0 1 0 -l 0 1 -.047 8 36 min -1.306 5 -12.006 8 0 -j 0 1 0 1 -2.86 2 1 37 4 max 1.163 8 11.667 5 0 1 0 1 0 1 40.471 8 38 min -1.306 5 -12.382 3 0 A 0 0 -40.943 5 38 min -1.306 5 -12.382 3 0 0 0 -40.943 5 39 5 max 1.163 8 11.326 5 0 1 0 . 0 1 82.376 3 40 min -1.306 5 -12.761 3 0 1 0 "1 0 1 -79.743 5 41 M6 1 max 4.139 3 4.852 5 0 1 0 1 0 1 28.908 5 42 min -3.761 5 -4.083 8 0 0 0 -27.612 8 42 min -3.761 5 -4.083 8 0 0 0 -27.612 8 43 2 max 4.139 3 4.508 5 0 1 0 1 0 1 13.1 5 44 min -3.761 5 -4.083 8 0 1 0 •\ 0 •] -14.642 3 r45 3 max 4.139 3 4.114 5 0 1 0 0 1 -.049 8 L46 min -3.761 5 -4.083 8 0 •] 0 1 0 1 -3.549 2 [47 4 max 4.1;39 3 3.672 5 0 •j 0 "1 0 1 13.732 8 48 min -3.761 5 r -4.541 "3 0 ~ -l 0 1 0 -l -14.617 5 49 5 max 4.139 3 3.18 5 0 1 0 0 1 28.981 3 50 min -3.761 5 -5.087 3 0 1 0 1 0 t -26.193 5 51 M4 1 max 5.449 3 4.139 3 0 1 0 -l 0 1 20.681 3 ^52 min -2.855 5 -3.761 5 0 -l 0 1 0 -] -18.937 5 53 2 max 5.358 3 4.139 3 0 1 0 1 0 1 8.265 3 54 min -2.936 5 -3.761 5 0 1 0 •\ 0 1 -7.655 5 55 3 max 5.268 3 4.139 3 0 1 0 1 „0 1 3.628 5 56 min -3.017 5 -3.761 5 0 -J 0 I 0 1 -4.15 3 57 4 max 5.178 3 4.139 3 0 1 0 1 0 14.91 5 58 min -3.098 5 -3.761 5 0 1 0 1 0 •] -16.566_| 3 59 5 max 5.087 3 4.139 3 0 1 0 •1 0 1 26.193 5 60 min -3.18 5 -3.761 5 0 1 0 1 0 1 1 -28.981 Envelope ASD Steel Code Checks Member Shape Code... Locfft] Ic Shear... Locf.. .Dir Ic Fa fksi] Ft fksi] Fb v-y.. Fb z-z.. Cb Cmy Cmz ASD E.. 1 Ml W14X48 .392 12 5 .055 0 V 5 19.912 30 37.5 30 1.75 .6 .6 HI-2 2 M2 W14X48 .394 12 3 .0551 0 Y 3 19.912 30 37.5 30 1.75 .6 .6 H1-2 3 M3 W14X30 .293 12 5 .055~1 0 V 5 15.447 30 37.5 30 2.3 .6 .313 H1-2 4 M5 W16X40 .505 0 8 .131 13.5 3 13.882 30 37.5 30 2.3 .6 .2 H1-2 5 M6 W14X30 .313 13.5 3 .068 13.5 _Y 3 12.602 30 37.5 30 2.3 .85 H1-3 6 M4 W14X30 .295 12 3 .055 0 V 3 15.447 30 37.5 30 2.3 .315 H1-2 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg3&4\bldg3&4recalc\omf@entrance.r3d] Page 5 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532.01 OMF@entrance Oct 9, 2006 9:54 AM Checked By: Load Combina tions Description dl only dl+ll dl+eq .9dl+eq .9dl-eq dl+.75ll+.75eq 1.4ea (drift) _eg_ Solve PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor Yes Yes Yes Yes Yes Yes Yes 1 .9 .9 .933 .75 .75 Joint Deflections (By Combination) LC Joint Label _N1 N2 X fin] 3 4 N3 N4 .627 .626 Ypn] .005 N5 N6 .972 -.005_ .007 Z[in] X Rotation fradl Y Rotation frad] Z Rotation frad] 0 0 0 0 _-5.423ez3_ -"5.42e-3 -1.917e-3 -1.911e-3 .97 -.007 -1.181e-3 -1.171e-3 RISA-3D Version 5.0d [P:\...\...\.-\.-\...\Structural\Risa\3d\bldg3&4\bldg3&4recalc\omf(gentrance.r3d] Page 6 Thornton-Tomasetti Group Project BLDU Project #: Date: ^ By: M Sheet of_ HDLDOUJU£> 'o€CorJJ> Checked by: Drawing #: u.- - V Her VPLIP7- = n ^ P/yo^ 1-1 ti, ^ U -t^e Ho o c " -2:5 • ^7 Thornton-Tomasetti Group Project BLDG- S/'-/ Project #: Date: ^ By: Sheet of _ friotfcoUJM5> CoMT.'] Checked by: Drawing #: oA oA j^iX 1<?>D+ liff]^ ('^/^) ] W UPLIFT- '^H'^ - ^C^-fc^ ^ ^ ? T5 / ^^c^ Tliornton-TDmasetti Group Project BLDG- Project #: Date: By: Sheet of ( HtL^OiuAJ^ SeC0'^t> CohJl') Checked by: Drawing #: = '1 • US' Thornton ^Tomasetti Group Project Project #: Bv: Date: ^ foh, Sheet of Checked by: Drawing #: BUD tr '3>/t^ f U lOg: I CONJT • ) •5 I 1 6?. A- Thornton-Tomasetti Group Project Project #: By: Date: Checked by: Sheet of. Drawing #: COtJt (2- ^Tfxtlci^b U'<XL4^C, .0 7-^ IC.5 = 4-r Thornton-Ibmasetti Gro Project SLD& 3/H Project #: Date: ^ By: Sheet of . (HoLODUjtJS -SaC0KlX> CoKiT.) Checked by: Drawing #: 8 l-<^^ ^e^' *^/^A — /' 1— Thornton-Tomasetti Group Project 3 A/ Project #: By: M?r Checked ijy: Date: Sheet of. Drawing #: 6' , 6. -4, U3 10 CtouJ Hoar t 0 .1 i^.^A :i d?, 1 ^ 4-. 6I<6:-U^ 81 ~ 4-1S? Thornton Tomasetti Group Project Bl-DG 3/V Project #: By: Date: _ r^%r Sheet of Checked by: Drawing #: SK^t^^D [A; ALL .S C A-/ot> B { 5' y 4 f \ t / r t 1^' -7^ hi err ^ Thornton-Tomasetti Group Project. Project #: Date: ^/ By; Sheet of _ Checked by: Drawing #: -?-) L :\"ibVL. •?7 4-S —^ -7^ / Thornton Tomasetti Group Project BLD^^ S>/^Y Project*: Date: S'/o6 By: A4 Sheet of. Checked by: Drawing #: •( • =b Thornton Tomasetti PROJECT PROJECT wo. DATE BY MS. SHEET of SUBJECT CHECKED BY DRAWING wo. : SPFCiAL ^BiSMtC CA'^B'^'S . \ -1 I •+ J. I + o AD -f- /.o5^ C>, - 1,0 > ^Vw^ IH PS i_ <0»>A.P PS ^.V£) ^ . HP/OA Rev: 5S0004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Dsgnr: Description : Scope: Job# Date: 5:32PM, 30 MAY 06 Description General Timber Beam FB11 Special Seismic Analysis (1.2D+0.5L+2.8E) Page 1 bldg3.4.ecw:Floor Framing General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Prllm: 5.25x14.0 5.250 in 14.000 in Manuf/So.Pine 1.700 Pin-Pin Center Span 14.50 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 2.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads 1 Center DL 80.40 #/ft LL 26.50 #/ft Left Cantilever DL #/ft LL m Right Cantilever DL #/ft LL m [jTrapezoidal Loads #1 DL@Lefl 127.20 #/ft LL @ Left 45.50 m start Loc 11.000 tt DL @ Right 127.20 #/ft LL @ Right 45.50 #/ft End Loc 14.500 ft #2 DL @ Left 206.40 #/ft LL @ Left #/ft Start Loc 11.000 ft DL @ Right 206.40 #/ft LL @ Right #/ft End Loc 14.500 ft [PoInt Loads Dead Load Live Load ...distance 3,725.0 Ibs 972.5 Ibs 2.000 ft Ibs 13,168.0 Ibs 2.000 ft lbs Ibs 0.000 ft Ibs Ibs 0.000 ft lbs Ibs 0.000 ft Ibs Ibs 0.000 ft Summary lbs Ibs 0.000 ft Beam Design OK Span= 14.50ft, Beam Width = Max Stress Ratio 5.250in X Depth = 14.in, Ends are Pin-Pin 0.671 : 1 Maximum Moment 32.4 k-ft Maximum Shear * 1.5 24.3 k Allowable 70.1 k-ft Allowable 36.2 k Max. Positive Moment 32.41 k-ft at 2.030 ft Shear: ©Left 16.34 k Max. Negative Moment -0.00 k-ft at 14.500 ft @ Right 4.41 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.182 in Max. M allow 70.06 Reactions... @ Right 0.000 in flD 2,267.53 psi fv 330.87 psi LeftDL 3.94 k Max 16.34 k Fb 4,902.44 psi Fv 493.00 psi Right DL 2.12 k Max 4.41 k [Deflections Dead Load -0.121 in 6.786 ft 1,437.6 Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D^L. Defl) .•. ©Center 0.182 in © Left 0.000 in @ Right 0.000 in Total Load -0.400 in 6.438 ft 434.64 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description; Scope: Date: Job# 5:32PM, 30 MAY 06 • Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (c)19S3-2003 ENERCALC Engineering Software General Timber Beam Description FB11 Special Seismic Analysis (1.2D+0.5L+2.8E) Page 2 bldg3.4.ecw;Floor Framing Stress Calcs Bending Analysis Ck 16.335 Cf 1.000 @ Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 4.118 ft 5.011 Max Moment 32.41 k-ft 0.00 k-ft 0.00 k-ft © Left Support 24.32 k 49.328 in2 493.00 psi 16.34 k 4.41 k Sxx 171.500in3 Area CI 0.994 Sxx Req'd 79.32 in3 0.00 in3 0.00 in3 © Right Support 5.76 k 11.690 in2 493.00 psi Bearing Length Req d Bearing Length Req'd 73.500 in2 Allowable fb 4,902.44 psi 4,930.00 psi 4,930.00 psi 4.787 in 1.291 in Query Values IVI, V, & D @ Specified Locations lUoment © Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 16.34 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram 2C^.m I T 172 7#/ft 206-4#rtl W»r = 32.4k-ft Dmax = -0 400in Rmax = 16,3k Vmax Ig left = 16 3k Vmax @ rt = 4,4k ^• •0.09 •0,13 ^ tj -0,27 I -0,31 •0,36 „ ,, Q. HO 2.85 4 31 5.77 7,22 868 10,13 Location fffi 11 •50 13.ox Rev: 580004 User: KW-0800037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Dsgnr: Description: Scope: Date: Job# 5:35PM, 30 MAY 06 Description General Timber Beam FB11 Special Seismic Analysis (0.9D+2.8E) Page 1 bldg3.4.ecw:Ftoor Framing General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Prllm: 5.25x14.0 5.250 in 14.000 in Manuf/So.Pine 1.700 Pin-Pin Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined CenterSpan 14.50ft . Lu 2.00 ft Left Cantilever ft .. .. .Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Truss Joist - MacMillan, Pai allam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi [FUII Length Uniform Loads [ Center DL 60.30 #/ft LL m Left Cantilever DL #/ft LL m Right Cantilever DL #/ft LL m Trapezoidal Loads 5^:^ V,-- •• ^ -'sra^ps #1 DL@Left SSS, . , - . - i^^bSi 95.40 #/ft LL @ Left #/ft start Loc 11.000 ft DL © Right 95.40 #/ft LL @ Right #/ft End Loc 14.500 ft #2 DL @ Left 154.80 #/ft LL © Left #/ft Start Loc 11.000 ft DL @ Right 154.80 #/ft LL © Right #/ft End Loc 14.500 ft Point Loads Dead Load 2,793.0 Ibs lbs Ibs Ibs Ibs Ibs Ibs Live Load lbs 13,168.0 Ibs Ibs Ibs Ibs Ibs Ibs ...distance 2.000 ft 2.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 14.50ft, Beam Width = 5,250in x Depth = 14.in, Ends are Pin-Pin Max Stress Ratio 0.589 : 1 Maximum Moment 28.4 k-ft Maximum Shear * 1.5 21.3 k Allowable 70.1 k-ft Allowable 36.2 k Max. Positive Moment 28.43 k-ft at 2.030 ft Shear: (§ J Left 14.30 k Max. Negative Moment -0.00 k-ft at 14.500 ft I Right 3.41 k Max © Left Support 0.00 k-ft Camber: (g ) Left 0.000 in Max @ Right Support 0.00 k-ft d ! Center 0.136 in Max. M allow 70.06 Reactions... ! Right 0.000 in flD 1,989.32 psi fv 290.46 psi Left DL : .95 k Max 14.30 k Fb 4,902.44 psi Fv 493.00 psi Right DL 1.59 k Max 3.41 k Deflections Center Span..^ Deflection ...Location ...Length/Defl Camber ( using 1.5' © Center © Left @ Right Dead Load -0.091 in 6.786 ft 1,917.1 Total Load -0.339 in 6.380 ft 513.84 D.L. Defl) • 0 136 in 0 000 in 0 000 in Left Cantilever... Deflection • ..Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Dsgnr: Description : Scope: Job# Date: 5:35PM, 30 MAY 06 at] Rev: 580004 User: KW-0600037, Ver 5.8.0. 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Description FB11 Special Seismic Analysis (0.9D+2.8E) Page 2 bldg3.4.ecw:Floor Framing I Stress Calcs ' • - - , "•i?3r# Bending Analysis Ck 16^335 Le Cf rOOO Rb © Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max^ Left Reaction Max^ Right Reaction 4^118ft 5^011 Max Moment 28.43 k-ft 0.00 k-ft 0.00 k-ft © Left Support 21.35 k 43.303 in2 493.00 psi 14.30 k 3.41 k Sxx 171.500 in3 Area CI 0.994 Sxx Req'd 69.59 in3 0.00 in3 0.00 in3 © Right Support 4.57 k 9.275 in2 493.00 psi Bearing Length Req'd Bearing Length Req'd 73.500 in2 Allowable fb 4,902.44 psi 4,930.00 psi 4,930.00 psi 4.191 in 0.999 in Query Values Shear 14.30 k 0.00 k 0.00 k M, V, & D @ Specified Locations IVIoment © Center Span Location = 0.00 ft 0.00 k-ft © Right Cant. Location = 0.00 ft 0.00 k-ft © Left Cant Location = 0.00 ft 0.00 k-ft Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram 95m. I t . 154 W . . . WSf = 28 4k-fl Dmax = -0,339in Rmax = 14,3k Vmax © left = 14,3k Rmax Vmax D Q., 1,40 2,85 Be<iiii ^lie.^i 4,31 5,77 7.22 Location ffll 8,08 10 13 11,50 13 04 0.D4 -OM -on \j -D 15 -D 10 \ Efef lectio I, 4,31 5 77 7.22 8 68 10.13 11 •SO 13.0* 1*.5 Location ffti Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Dsgnr: Description : Scope: Job# Date: 5:35PM, 30 MAY 06 Rev: 580004 User: KW-0600037. Ver 5.8.0. 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description General Timber Beam FB11 Special Seismic Analysis (0.9D-2^8E) Page 1 bldg3.4.ecw:Floor Framing General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000^ Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur^ Factor Beam End Fixity Prllm: 5.25x14.0 5.250 in 14.000 in Manuf/So.Pine 1.700 Pin-Pin Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow 14.50 ft Lu ft Lu ft Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 2.00 ft 0.00 ft 0.00 ft ^ull Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 60.30 #/ft #/ft #/ft LL LL LL m. m m [Trapezoidal Loads #1 DL © Left 95.40 #/ft LL @ Left DL @ Right 95.40 #/ft LL © Right #2DL©Left 154.80 #/ft LL @ Left DL© Right 154.80 #/ft LL © Right [Point Loads Dead Load 2,793.0 Ibs Ibs #/ft m m m start Loc End Loc start Loc End Loc 11.000 ft 14.500 ft 11.000 ft 14.500 ft lbs Ibs Ibs Ibi Ibs Live Load Ibs -13,168.0 Ibs lbs lbs lbs lbs Ibs ...distance 2.000 ft 2.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary s Beam Design OK Span= 14.50ft, Beam Width = 5.250in x Depth = 14.in, Ends are Pin-Pin Max Stress Ratio 0.351 : 1 Maximum Moment -16.9 k-ft Maximum Shear * 1.5 12.7 k Allowable 70.1 k-ft Allowable 36.2 k Max. Positive Moment 0.00 k-ft at 0.000 ft Shear: © Left 8.40 k Max. Negative Moment -16.87 k-ft at 2.030 ft © Right 1.59 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.136 in Max. M allow 70.06 Reactions... © Right 0.000 in lb 1,180.21 psi fv 172.88 psi Left DL 2.95 k Max -8.40 k Fb 4,902.44 psi Fv 493.00 psi Right DL 1.59 k Max -0.22 k Deflections Center Span... Dead Load Deflection -0.091 in ...Location 6.786 ft ...Length/Defl 1,917.1 Camber ( using 1.5 * D.L Defl)... ©Center 0.136 in © Left 0.000 in © Right 0.000 in Total Load 0.159 in 5.858 ft 1,096.61 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description : Scope: Date: Job# 5:35PM, 30 MAY 06 Rev; 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 bldg3.4.ecw:Floor Framing Description FB11 Special Seismic Analysis (0.9D-2.8E) Stress Calcs Bending Analysis Ck 16^335 Cf 1.000 © Center @ Left Support © Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 4.118 ft 5.011 Max Moment 16.87 k-ft 0.00 k-ft 0.00 k-ft © Left Support 12.71 k 25.774 in2 493.00 psi -8.40 k -0.22 k Sxx 171.500 in3 Area CI 0.994 Sxx Req'd 41.29 in3 0.00 in3 0.00 in3 @ Right Support 0.88 k 1.777 in2 493.00 psi Bearing Length Req'd Bearing Length Req'd 73.500 in2 Allowable fb 4,902.44 psi 4,930.00 psi 4,930.00 psi 2.462 in 0.066 in Query Values M, V, & D @ Specified Locations Moment © Center Span Location = 0.00 ft 0.00 k-ft © Right Cant. Location = 0.00 ft 0.00 k-ft © Left Cant. Location = 0.00 ft 0.00 k-ft Shear -8.40 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in [sketch & Diagram 154,8Hfn • 95,*ll/ft 154 e#/fl Dmax = 0,159in i Rmax = -8,4k Vmax @ left = 8.4k Rmax = -0.2k Vmax @rt= 1,6k ^ 5.77 7^22 Location rfl1 £•14 D.n D.fl ^ D.1D ^ D.D8 g £1.06 S "•05 ^ 0,03 0.D2 Z / s [>efl«€^i4ii> 5 77 7 22 Location (ft1 Thornton Tomasetti PI PROJECT BUDt 4. PROJECT NO^ DATE 4= /V h BY MS-SHEET of SUBJECT CHECKED BY DRAWIWG WO^ Thornton Tomasetti PROJECT PROJECT NO^ DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. I \(\e) -^ ^^^) ^]f-L}'h . . . ^3 -21. i I (O I I • ~.' -1- "AWfeverhaeuser I 16' ^A\fe^rhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/18/2006 7:49:16 AM S,ge1 Engine Version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN RJ1 TJI® 210 @ 16" o/c CONTROLS FOR THE APPLICATION AND LOADS LISTED 14- Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 9.5 Dead Vertical Loads: Type Class Live Dead Location Application Comment Polnt(lbs) Floor(I.OO) 341 384 T SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Detail Width Length Live/Dead/Uplift/Total 5.50" 5.50" 544 / 281 / 0 / 825 End, TJI Blocking 5.50" 5.50" 5441281 10/ 825 End, TJI Blocking Other 1 Ply 16" TJI® 210 1 Ply 16" TJI® 210 DESIGN CONTROLS: Maximum Design Control Control Location I'hear (Ibs) -800 -794 2190 Passed (36%) Rt. end Span 1 under Floor loading vertical Reaction (Ibs) 800 800 1435 Passed (56%) Bearing 2 under Floor loading Moment (Ft-Lbs) 3850 3850 4895 Passed (79%) MID Span 1 under Floor loading Live Load Defl (in) 0.125 0.442 Passed (L/999+) MID Span 1 under Floor loading Total Load Defl (in) 0.205 0.663 Passed (L/774) MID Span 1 under Floor loading TJPro 60 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/360,TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4". -Deflection analysis Is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Braclng(Lu): All compression edges (top and bottom) must be braced at 3' 7" o/c unless detailed othenwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance Information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.54 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI© and TJ-Beam® are registered trademarks of Trus Joist. e-T Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CRl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\AnalyEis\Structural\TJI\Bldg 6\RJl.sms RJ1 ^A^^'eih^eustr Business TJ-Beam® 6.20 Serial Number: 7005108334 .User: 2 10/18/2006 7:49:16 AM ; 2 Engine Version: 6.20.16 16" TJI® 2^0@^6" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished In accordance with TJ product design criteria and code accepted design values. The speciflc product application, Input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI© and TJ-Beam®) are registered trademarks of Trus Joist. e-T Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P; \CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJl\Eldg 6\RJl.sms RJ1 16" TJI® 210 (g 16" o/c V(t\'erhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 ^User: 2 10/1B/2006 7:49:16 AM fcgeS Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 13' 3.00" Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) 5. Max. Unbraced Length (in) 825 544 50 (W) 43 825 544 5.50 (W) Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 275 -275 Max Shear at Support (lbs) 276 -276 Shear Within Span (lbs) -192 Member Reaction (lbs) 276 276 Support Reaction (lbs) 281 281 Moment (Ft-Lbs) 1550 Loading on all spans, LDF = Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.00 , 1.0 Dead +1.0 Floor 794 -794 800 -800 363 800 825 800 825 3850 0.125 0.205 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez(@thettgroup,com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI© and TJ-Beam© are registered trademarks of Trus Joist. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Projects\GGB YEAR 2005\GG5B32.00 - Cresent Del Sol\Analysis\Etructural\TJI\Bldg 6\RJl.sms RJ2 16" TJI® 560, 2 plies @ 16" o/c VCfeverhaeuser Business TJ-Beam® 5.20 Serial Number: 7005108334 _User: 2 10/17/2006 10:55:31 AM _ bgel Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -14'- Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 26.5 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Floor(I.OO) 288.0 0.0 OTo 14' Adds To SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Detail Width Length Live/Dead/Uplift/Total 5.50" 5.50" 3061 / 247 / 0 / 3309 End, TJI Blocking 5.50" 5.50" 3061 / 24710/ 3309 End, TJI Blocking Other 1 Ply 16" TJI® 560 1 Ply 16" TJI® 560 DESIGN CONTROLS: Maximum Design Control Control Location ^hear (Ibs) 3131 -3092 5420 Passed (57%) Rt. end Span 1 under Floor loading vertical Reaction (Ibs) 3131 3131 3450 Passed (91%) Bearing 2 under Floor loading Moment (Ft-Lbs) 10373 10373 25850 Passed (40%) MID Span 1 under Floor loading Live Load Defl (in) 0.168 0.442 Passed (L/944) MID Span 1 under Floor loading Total Load Defl (in) 0.182 0.663 Passed (L/873) MID Span 1 under Floor loading TJPro 68 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U360,TL:L/240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4". -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 8' o/c unless detailed othenwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating Include: Celling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 4.23 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone : 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam(£i are registered trademarks of Trus Joist. e-T Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CSl\Proiects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structura1\TJl\Bldg 6\RJ2.sms RJ2 Dl 16' A Wo'erliaeu.ser Business TJ-Beam® 6.20 Serial Number: 7005108334 Iser: 2 10/17/2006 10:55:32 AM |ge2 Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS TJI® 560, 2 piles® 16" o/c THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532. 00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\RJ2 sms RJ2 ^AVC^'erhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 10:55:32 AM le 3 Engine Version: 6.20.16 16" TJI® 560, 2 piles @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group " 13' 3.00" " Max. Vertical Reaction Total (lbs) 3309 3309 Max. Vertical Reaction Live (lbs) 3061 3061 Selected Bearing Length (in) 5.50(W) 5.50(W) Max. Unbraced Length (in) 96 Loading on all spans, LDF = 0.90 Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) 234 Support Reaction (lbs) 247 Moment (Ft-Lbs) , 1.0 Dead 231 234 -231 -234 234 247 775 Loading on all spans, LDF = Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.00 1.0 Dead 3092 3131 3131 3309 +1.0 Floor -3092 -3131 3131 3309 10373 0.168 0.182 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone :9492713300 AHernandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI© and TJ-Beam© are registered trademarks of Trus Joist. e-T Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Proiects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\BJ2.sms Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWIWG wo. :&t 3. i 1 :) -X- vL sL 4 V > 1 c (_ O- U s~ ^< 0 , £ •—- \ c •> l_ > p£ L - (-^ > e \^ LH~t -\ 1 ^< f O S (5 3 I e c . : 1^.-Q ~ 1 • /- I . I . I t. s / I > f 9 \'h :.\f (_U = I "2-10 ®. I 'vo' ' £>.C , RJ3 ^AWfej'crliacuser Business TJ-Bea?Ti® 6.20 Serial Number: 7005108334 tJser:2 10/17/2006 11:02:20 AM ! 1 Engine Version: 6.20.16 16" TJI® 210, 2 plies @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 14" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 26.5 Dead Vertical Loads: Class Live Floor(I.OO) 0.0 Floor(I.OO) 72.0 Type Uniform(plf) Unlform(plf) Dead 64.0 81.0 Location OTo 14' OTo 14' Application Adds To Adds To Comment SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 5.50" 5.50" 877/1262/0/2140 End, TJI Blocking 1 Ply 16" TJI(B) 210 2 Stud wall 5.50" 5.50" 877/1262/0/2140 End, TJI Blocking 1 Ply 16" TJI® 210 DESIGN CONTROLS: 1 Maximum Design Control Control Location Jhear (Ibs) 2025 -2000 4380 Passed (46%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 2025 2025 2870 Passed (71%) Bearing 2 under Floor loading Moment (Ft-Lbs) 6708 6708 9790 Passed (69%) MID Span 1 under Floor loading Live Load Defl (in) 0.086 0.442 Passed (L/999+) MID Span 1 under Floor loading Total Load Defl (in) 0.210 0.663 Passed (L/757) MID Span 1 under Floor loading TJPro 65 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4". -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 10" o/c unless detailed othenwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.58 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone : 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam© are registered trademarks of Trus Joist. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAI\Projec;ts\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\RJ3.sms TJ-Beam® 6.20 Serial Number? 7005108334 16" TJI® 210, 2 plies @ 16" o/c JJser:2 10/17/2006 11:02:20 AM |ge2 Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: OPERATOR INFORMATION: Crescent del Sol Angela Hernandez GG5532.01 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI© and TJ-Beam© are registered trademarks of Trus Joist. e-I .Joist™,Pro™ and TJ-Pro" are trademarks of Trus Joist. P:\CAl\Proiects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\StructuraI\TJI\Bldg 6\RJ3.sms RJ3 16" TJI® 210, 2 plies @ 16" o/c A We\'erhaeu.ser Business TJ-Beam® 6.20 Serial Number; 7005108334 ser: 2 10/17/2006 11:02:20 AM _ ,e3 Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Loaci Group " 13' 3.00" Max. Vertical Reaction Total (lbs) 2140 2140 Max. Vertical Reaction Live (lbs) 877 877 Selected Bearing Length (in) 5.50(W) 5.50{W) Max. Unbraced Length (in) 46 Loading on all spans, LDF = 0.90 Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) 1.0 Dead 1180 -1180 1195 -1195 1195 1195 1262 1262 3957 Loading on all spans, LDF = 1.00 Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.0 Dead 2000 2025 2025 2140 + 1.0 Floor -2000 -2025 2025 2140 6708 0.086 0.210 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez(@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Tcus Joist. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trjs Joist. P:\CAI\Proiects\GG5 YEAR 2005\GG5532.00 - Cresent Dei 3ol\Analysis\Structural\TJI\Bldg 6\RJ3.sms TJ. RJ4 A Vl^verhacuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/18/2006 8:22:00 AM ige 1 Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 9) 16" TJI® 210 @ 16" o/c CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 15' 6" 1' 6" -14'- Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential Vertical Loads: Type Class Living Areas (psf): 40.0 Live at 100 % duration, 9.5 Dead Live Dead Location Application Comment Point(plf) Floor(I.OO) 120.0 135.0 6'6" Point(plf) Floor(I.OO) 88.0 99.0 4' Point(plf) Floor(I.OO) 88.0 99.0 9' SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 5.50" 5.50" 710/394/0/1104 Overhang 1 Ply 16" TJI® 210 2 Stud wall 5.50" 5.50" 518/246/0/764 End, TJI Blocking 1 Ply 16" TJI® 210 ^£SIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 989 936 2190 Passed (43%) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 739 739 1435 Passed (52%) Bearing 2 under Floor ALTERNATE span loading Moment (Ft-Lbs) 3346 3346 4895 Passed (68%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0.123 0.447 Passed (L/999+) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.197 0.670 Passed (U815) MID Span 1 under Floor ALTERNATE span loading TJPro 59 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/360,TL:U240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4". -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 11" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.54 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI© and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist™, Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\RJ4a 16" TJI® 210 @ 16" o/c RJ4 A VC^-erhacuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/18/2006 8:22:00 AM ige2 Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright O 2005 by Trus Joist, a Weyerhaeuser Business TJI© and TJ-Beam© are registered trademarks of Trus Joist. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Project5\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\BIdg 6\RJ4a.sms 16" TJI® 210@ 16" o/c RJ4 AWe\'erhaeu.ser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/18/2006 8:22:00 AM ige3 Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 1' 8.75" 13' 4.75" Max. Vertical Reaction Total (lbs) 1104 764 Max. Vertical Reaction Live (lbs) 710 518 Selected Bearing Length (in) 5.50(W) 5.50(W) Max. Unbraced Length (in) 104 104 47 Loading on all spans, LDF Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) = 0.90 , 1 -19 -22 N/A 0 Dead 355 372 343 394 394 -19 -240 -242 242 246 1282 Loading on all spans, LDF = 1.00 Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) N/A Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) 0 Live Deflection (in) -0.039 Total Deflection (in) -0.063 0 Dead +1.0 Floor -99 936 -728 -114 989 -733 840 1104 1104 -99 3302 0.120 0.194 733 758 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead ear at Support (lbs) -99 360 -235 Max Shear at Support (lbs) -114 378 -236 Shear Within Span (lbs) N/A 349 Member Reaction (lbs) 492 236 Support Reaction (lbs) 492 240 Moment (Ft-Lbs) 0 -99 1232 Live Deflection (in) 0.002 -0.003 Total Deflection (in) -0.023 0.071 + 1.0 Floor ALTERNATE span loading on even # spans, LDF = Shear at Support (lbs) -19 Max Shear at Support (lbs) -22 Shear Within Span (lbs) N/A Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) 0 Live Deflection (in) -0.040 Total Deflection (in) -0.065 1.00 , 930 983 834 1005 1005 -19 1.0 Dead -734 -739 + 1.0 Floor 3346 0. 123 0.197 739 764 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez@thettgroup.com Copyright € 2005 by Trus Joist, a Weyerhaeuser Business TJI© and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAI\Projects\GG5 YEAR 2005\GG553?.00 - Cresent Del Sol\Analysis\Structura1\TJI\Bldg 6\RJ4a Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. > J •2.' . . .. r N ; .-^ f > / o —• r i i : : L u A' c UJ< --(---; -O L, c - \ - \ UJ< '1 e - Pi , f r D L pa L. u t'h (?>"':) ^ - 0. L • :-1- - - i- - , RJ5 ^A^^^'e^haeuscr Busines-S TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 1:05:06 PM le 1 Engine Version: 6.20.16 # 16" TJI® 360 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I Overall Dimension: 27' 4' -23'- Prodiict Diayram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential • Vertical Loads: Living Areas (psf): 40.0 Live at 100 % duration, 36.0 Dead Type Class Live Dead Location Application Comment Point(plf) Floor(I.OO) 48.0 118.0 6' Point(plf) Floor(I.OO) 48.0 54.0 0 Point(plf) Floor(I.OO) 24.0 107.0 24' SUPPORTS: 1 Stud wall 2 Stud w/all Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 5.50" 5.50" 983 /1007 / 0 /1990 5.50" 4.25" 651 /661 /0/1312 Detail Other Overhang 1 Ply 16" TJ I® 360 End, Rim 1 Ply 1 1/4" x 16" 0.8E TJ-Strand Rim Board® ESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 1425 1320 2190 Passed (60%) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1274 1274 1505 Passed (85%) Bearing 2 under Floor ALTERNATE span loading Moment (Ft-Lbs) 6418 6418 8405 Passed (76%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0.369 0.560 Passed (L/729) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.684 1.120 Passed (L/393) MID Span 1 under Floor ALTERNATE span loading TJPro 38 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:U240). Additional checks foWow. -Left Overhang:(LL:2L/360, TL:2L/240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4". -Permanent bracing at third points in the back span or a direct applied ceiling over the entire back span length is required for left cantilever. See literature detail (PB1) for clarification. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.84 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist", a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\RJ5.sms RJ5 )I8 AVfe-crhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 16" TJI® 360 (g 16" o/c User: 2 10/17/20061:05:07 PM _ _ _ _ _ e2 Engine version 6 2016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -Permanent bracing at third points in the back span or a direct applied ceiling over the entire back span length is required for left cantilever. See literature detail (PB1) for clarification. PROJECT INFORMATION: OPERATOR INFORMATION: Crescent del Sol Angela Hernandez GG5532.01 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist"", Pro™ and TJ-Pro™ are trademarks of Triis Joist. P:\CAI\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\RJ5..3ras RJ5 16" TJI® 360 @ 16" o/c 'A Vttverhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 1:05:07 PM _ pge3 Engine Version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 4' 2.75" 22' 4.75" Max. Vertical Reaction Total (lbs) 1990 1312 Max. Vertical Reaction Live (lbs) 983 651 Selected Bearing Length (in) 5.50(W) 4.25(W) Max. Unbraced Length (in) 95 95 46 Loading on all spans, LDF == 0.90 , 1.0 Dead Shear at Support (lbs) -264 679 Max Shear at Support (lbs) -275 732 Shear Within Span (lbs) N/A 647 Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) N/A 1007 1007 -734 -639 -643 643 661 2983 Loading on all spans, LDF Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.00 , 1.0 Dead + 1.0 Floor -541 1320 -1232 -565 1425 -1240 N/A 1246 N/A -0.148 -0.294 1990 1990 -1481 6061 0.322 0.638 1240 1278 AL ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead ear at Support (lbs) -541 710 -606 IX Shear at Support (lbs) -565 765 -610 ohear Within Span (lbs) N/A 680 Member Reaction (lbs) 1330 610 Support Reaction (lbs) 1330 628 Moment (Ft-Lbs) N/A -1481 2647 Live Deflection (in) 0.049 -0.049 Total Deflection (in) -0.097 0.270 +1.0 Floor ALTERNATE span loading on even # spans, LDF Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) N/A -264 -275 1.00 , 1.0 Dead 1288 -1265 1392 -1274 1212 +1.0 Floor 1667 1667 -734 -0.197 -0.343 6418 0.369 0.684 1274 1312 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI© and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Ana1ysis\Etructural\TJI\Bldg 6\RJ5.sms Thornton Tomasetti PROJECT PROJECT WO. DATE BY SHEET Of SUBJECT CHECKED BY DRAWIWG NO. • /-), _ • _.. „. • O r ^ o\ ; - \ OO c 1 ) L •• \ -- \ ) --\ LJ •S(r X \U= 7 - -, .1 ....: : : ....: : : ^ • : : ^ ! , : , i D p S <^ (. • 1 a C ^ S" ' j ,o , : , i 1 t />3> l-'^ p ClA 3 foo^3 \ i 1 -1 px^L. _ : • L _j - \ 1 p.v^ ,^ , ^ Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software TM TM TM TM Title : s Dsgnr: 30i? Description : Scope: Yc@s™ ™ ™ ™Yc@ Job # n^ Date: 2:55PM, 17 OCT 06 Description RB2 General Timber Beam Page 1 rev bldg6.ecv\/:Calculations General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Prllm: 3.5x16.0 3.500 in 16.000 in Manuf/So.Pine 1.000 Pin-Pin 35.000 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined CenterSpan 9.50 ft Lu 2.00 ft Left Cantilever ft Lu 0.00 ft Right Cantilever ft .. .. .Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Full Length Uniform Loads \ Center DL 89.00 #/ft LL 370.00 #/ft Left Cantilever DL #/ft LL m Right Cantilever DL #/ft LL m Trapezoidal Loads I #1 DL @ Left 126.00 #/ft LL@Left 78.00 #/ft Start Loc 0.000 ft DL @ Right 126.00 #/ft LL@ Right 78.00 #/ft End Loc 9.500 ft #2 DL @ Left 78.00 #/ft LL@Left 69.00 #/ft Start Loc 0.000 ft DL @ Right 78.00 #/ft LL@ Right 69.00 #/ft End Loc 9.500 ft Summary Beam Design OK Span= 9.50ft, Beam Width = 3.500in x Depth = 16.in, Ends are Pin-Pin Max Stress Ratio o.26o ; 1 Maximum Moment 9-3 k-ft Maximum Shear * 1.5 4.2 k Allowable 35.8 k-ft Allowable 16.2 k Max. Positive Moment 9.29 k-ft at 4.750 ft Shear: @ Left 3.91 k Max. Negative Moment 0.00 k-ft at 9.500 ft @ Right 3.91 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.035 in Max. M allow 35.77 Reactions... @ Right 0.000 in fb 746.63 psi fv 75.45 psi LeftDL 1.46 k Max 3.91 k Fb 2,874.17 psi Fv 290.00 psi Right DL 1.46 k Max 3.91 k [Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 ' @ Center @ Left @ Right Dead Load -0.024 in 4.750 ft 4,847.6 D.L. Defl)... 0.035 in 0.000 in 0.000 in Total Load -0.063 in 4.750 ft 1,804.65 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s ™ ™ ™ ™Yc@s ™ ™ ™ ™Yc@ Job # n^ @ Dsgnr: 36T? Date: 2:55PM, 17 OCT 06 Description : Scope: Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description RB2 General Timber Beam Page 2 rev bldg6.ecw:Caicuiations Stress Calcs Bending Analysis Ck 21.298 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 4.118 ft 8.036 Max Moment 9.29 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 4.23 k 14.569 in2 290.00 psi 3.91 3.91 Sxx 149.333 in3 Area CI 0.991 Sxx Req'd 38.79 in3 0.00 in3 0.00 in3 @ Right Support 4.23 k 14.569 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 56.000 in2 Allowable flj 2,874.17 psi 2,900.00 psi 2,900.00 psi 1.720 in 1.720 in Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 3.91 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. — - -1 1 ; ; 1 1 _.. .j i , i ! UJ ^ i ! , X ^ J, J d J .L . - > ^ I : : I i ........ . / 1 ! : — - (: i ' ' ! ku. j . '^7r.''/, ' ) -. v-C i 1 ! J i j . '^7r.''/, ' ) -. v-C ! i 1 ; \ • \ \ OC A c o\ ! • ! ' i OC 1 c 4 ^' J 1 -E i ' ' : : ; i ' i i ! i • . * o - P\C- n • V P 1 ; • • . ; 1 j ! 1 i : j ! • : c2-e> 4-1 j ! • • i 1 ill.: \ A '. 1 L _., • ' • ' - '- t^ ^- 1 1 . .i 'AA. ..J N / • ' • ' - '- t^ ^- ....^...J : I N / J' J' X- -^L- ^ , J. ....^...J : I N / / ^ -- "i— j - "i— = 0-=,^ d.'^. l\<^ '/^ O ; 1 t ^ i ^Ci-J^ i&p^f VL Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine^ CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com TM TVI TM TM Title: s Dsgnr: 36T? Description : Scope : YcCc 5 TM TM TM TM Date: Job# n-|@ 2:55PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description RB3 General Timber Beam Page 1 rev bldg6.ecw:Calculations General Information Section Name Prllm: 3.5x16.0 Beam Width 3.500 in Beam Depth 16.000 in Member Type Manuf/So.Pine Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 14.00 ft . .. . .Lu Left Cantilever ft . . . . .Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 2.00 ft 0.00 ft 0.00 ft J^ull Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 32.00 #/ft #/ft #/ft LL LL LL 133.00 #/ft #/ft m [Point Loads Dead Load Live Load ...distance 432.0 Ibs 384.0 Ibs 6.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Summary Beam Design OK Span= 14.00ft, Beam Width = 3.500in X Depth = 16.in, Ends are Pin-Pin Max Stress Ratio 0.198 : 1 Maximum Moment 7.1 k-ft Maximum Shear * 1.5 2.2 k Allowable 35.8 k-ft Allowable 16.2 k Max. Positive Moment 7.08 k-ft at 5.992 ft Shear: @ Left 1.72 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.60 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.051 in Max. M allow 35.77 Reactions... @ Right 0.000 in fb 568.87 psi fv 39.82 psi LeftDL 0.57 k Max 1.72 k Fb 2,874.17 psi Fv 290.00 psi Right DL 0.50 k Max 1.60 k Deflections ; Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.034 in -0.097 in Deflection 0.000 in 0.000 in ...Location 6.832 ft 6.888 ft ...Length/Defl 0.0 0.0 ...Length/Defl 4,961.2 1,724.94 Right Cantilever... Camber ( using 1.5 * D.L. Defl)... Deflection 0.000 in 0.000 in @ Center 0.051 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s™™™™Yc(? Dsgnr: 36i? Description : Scope: )STMTMTMTMYc@ Date: Job* n-|@ 2:55PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Softoare Description RB3 General Timber Beam Page 2 rev bldg6.ecw:Calculatjons '•"ife^'li'^-^fe'f^^'FK^"'^: " i" • : • - - - [stress Calcs Bending Analysis Ck 21.298 Le 4.118 ft Sxx 149.333 in3 Area 56.000 in2 Cf 1.000 Rb 8.036 Max Moment CI 0.991 Sxx Rea'd Allowable fb @ Center 7.08 k-ft 29.56 in3 2,874.17 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.23 k 2.05 k Area Required 7.689 in2 7.086 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 1.72 k Bearing Length Req'd 0.755 in Max. Right Reaction 1.60 k Bearing Length Req'd 0.703 in Query Values M, V, & D @ Specified Locations IVIoment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 1.72 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: s Dsgnr: 36r? Description : Scope: TM TM TM TM YQ^g TM TM TM TM Yc@ Date: Job# n^@ 2:55PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description RB4 General Timber Beam 1 Page 1 rev bldg6.ecw:Calculations : General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined : Section Name Prllm: 3.5x16.0 Center Span 12.00 ft Lu 2.00 ft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 16.000 in Right Cantilever 1.50ft Lu 1.50 ft Member Type Manuf/So.Pine Truss Joist - MacMillan, Parallam 2.0E Bm Wt. Added to Loads Fb Base Allow 2,900.0 psi Load Dur. Factor 1.000 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 188.00 #/ft LL #/ft LL 193.00 #/ft LL 529.00 #/ft #/ft 529.00 #/ft 1 Point Loads Dead Load Live Load ...distance 50.0 Ibs 44.0 Ibs 13.500 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft lbs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Summary Beam Design OK Span= 12.00ft, Right Cant= Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow lb 1,044.46 psi Fb 2,874.17 psi 1.50ft, Beam Width = 3.500in x 0.363 : 1 13.00 k-ft -0.31 k-ft 13.0 k-ft 35.8 k-ft at at 5.973 ft 12.000 ft Depth = 16.in, Ends are Pin-Pin Maximum Shear' Allowable Shear: 1.5 5.3 k 16.2 k 0.00 -0.97 35.77 fv Fv k-ft k-ft 94.31 psi 290.00 psi Reactions... Left DL Right DL Camber: 1.18 k 1.60 k @ Left 4.36 k @ Right 4.46 k @ Left 0.000 in @ Center 0.056 in @ Right 0.021 in Max 4.36 k Max 5.66 k [Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 ' @ Center @ Left @ Right Dead Load -0.037 in 5.973 ft 3,853.6 D.L. Defl)... 0.056 in 0.000 in 0.021 in Total Load -0.141 in 5.973 ft 1,023.75 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.014 in 2,629.9 Total Load 0.000 in 0.0 0.054 in 669.8 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : S™™™TMYC(J Dsgnr: 36i? Description : Scope: iTMTMTMTM Yc(J Date: Job* n-j© 2:55PM, 17 OCT 06 9^ Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description RB4 General Timber Beam Page 2 rev bldg6.e(»v:Calculations [stress Calcs Bending Analysis Ck 21.298 Le 4.118 ft Sxx 149.333 in3 Area 56.000 in Cf 1.000 Rb 8.036 CI 0.991 Max Moment Sxx Rea'd Allowable fb @ Center 13.00 k-ft 54.27 in3 2,874.17 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.97 k-ft 4.03 in3 2,881.36 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.12 k 5.28 k Area Required 17.661 in2 18.211 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 4.36 k Bearing Length Req'd 1.916 in Max. Right Reaction 5.66 k Bearing Length Req'd 2.489 in Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 4.30 k 4.30 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton Tomasetti 1^26 PROJECT PROJECT NO. DATE BY SHEET Of SUBJECT CHECKED BY DRAWING MO. 7'- : P. 1 (S-T 33 T5".s:' -7^ LO v, O t_ p'cir Ui-L. Lw ^y- f L. j_ J A UfA\S,....*- J : L,.. i_ L.,_..,._,.i__.,... i...... .1 L i..._._.J_._...J J 1 ;^.....J Ml- S"^S'-J^ A'1L\^ 9 t^A.-\ ^ 'hAA Ap-^AAA^'^'^ A'^A'^. >\[A. .A \ • : i I ! ! i i 1 : ; . i i 4- 4^ ~1 J- X vj, \J,~ J.^ J.. X "X^ X "X 4-"~X ^.s--7^ o 4 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s Dsgnr: 36i? Description : Scope: TM TM TM TM Yc@S™ ™ ™ "^^ YC@ Date: Job # n 2:56PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0.1-Deo-2003 (c)1983-2003 ENERCALC Engineering Software Description RB5 General Timber Beam Page 1 rev bldg6.ecw:Calculation5 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.5x16.0 3.500 in 16.000 in Manuf/So.Pine 1.000 Pin-Pin 35.000 pcf Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow 15.50 ft Lu ft Lu ft .....Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 0.00 ft 0.00 ft 0.00 ft [full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 67.00 #/ft #/ft #/ft LL LL LL 280,00 #/ft m m J'rapezoidal Loads #1 DL@Left DL @ Right 57.00 #/ft #/ft LL @ Left LL @ Right 240.00 #/ft #/ft Start Loc End Loc 0.000 ft 15.500 ft ^oint Loads Dead Load Live Load ...distance 698.0 lbs 616.0 Ibs 7.000 ft 1,494.0 Ibs 3,164.0 lbs 15.000 ft lbs lbs 0.000 ft Ibs Ibs 0.000 ft Ibs lbs 0.000 ft Ibs Ibs 0.000 ft Ibs lbs 0.000 ft Summary Beam Design OK Span= 15.50ft, Beam Width = 3.500in X Depth = 16.in. Ends are Pin-Pin Max Stress Ratio 0.593 : 1 Maximum Moment 21.4 k-ft Maximum Shear 1.5 6.5 k Allowable 36.1 k-ft Allowable 16.2 k Max. Positive Moment 21.38 k-ft at 7.006 ft Shear: @ Left 5.20 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 8.66 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.159 in Max. M allow 36.09 Reactions... @ Right 0.000 in fb 1,718.28 psi fv 116.79 psi LeftDL 1.35 k Max 5.20 k Fb 2,900.00 psi Fv 290.00 psi Right DL 2.53 k Max 8.66 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.106 in -0.375 in Deflection 0.000 in 0.000 in ...Location 7.688 ft 7.688 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,754.0 496.39 Right Cantilever... Camber ( using 1.5 * D.L. Defl)... Deflection 0.000 in 0.000 in @ Center 0.159 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s™™™™Yc(2 Dsgnr: 36i? Description : Scope: jTM TMTMTMYc(g Date: Job#n-|@ 2:56PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description RB5 General Timber Beam Page 2 rev bldg6.e(»/:Calculations Stress Calcs ^ Bending Analysis Ck 21.298 Le 0.000 ft Sxx 149.333 in3 Area 56.000 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Rea'd Allowable fb @ Center 21.38 k-ft 88.48 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis ^ ) Left Support @ Right Support Design Shear 6.54 k 5.28 k Area Required 22.552 in2 18.204 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 5.20 k Bearing Length Req'd 2.286 in Max. Right Reaction 8.66 k Bearing Length Req'd 3.808 in Query Values M, V, & D @ Specified Locations @ Center Span Location = 0.00 ft @ Right Cant. Location = 0.00 ft @ Left Cant. Location = 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 5.20 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com TM TMTMTM Title: s Dsgnr: 36i? Description : Scope: Yc@s TM TM TM TMYc@ Date: Job 2:56PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB6 General Timber Beam Page 1 rev bldg6.ecw:Calculation5 Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined General Information Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 3.5x16.0 3.500 in 16.000 in Manuf/So.Pine 1.000 Pin-Pin 35.000 pcf Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow 13.00 ft .....Lu ft Lu 1.50ft Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 2.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center DL 96.00 #/ft LL 221 00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL 96.00 #/ft LL 221 00 #/ft Point Loads 1 Dead Load 361.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs Live Load 304.0 Ibs Ibs Ibs Ibs Ibs Ibs Ibs ...distance 14.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 13.00ft, Right Cant= 1.50ft, Beam Width = 3.500in x Depth = 16.in, Ends are Pin-Pin Max Stress Ratio 0.186 : 1 Maximum Moment 6.7 k-ft Maximum Shear * 1.5 2.8 k Allowable 35.8 k-ft Allowable 16.2 k Max. Positive Moment 6.66 k-ft at 6.356 ft Shear: @ J Left 2.10k Max. Negative Moment -0.66 k-ft at 13.000 ft (§ ! Right 2.25 k Max @ Left Support 0.00 k-ft Camber: (§ } Left 0.000 in Max @ Right Support -1.37 k-ft (i ! Center 0.037 in Max. M allow 35.77 Reactions... @ ! Right 0.011 in fb 534.83 psi fv 49.13 psi LeftDL 0.66 k Max 2.10k Fb 2,874.17 psi Fv 290.00 psi Right DL 1.29 k Max 3.42 k [Deflections Center Span... Deflection ...Location ..Length/Defl Dead Load -0.024 in 6.298 ft 6,387.1 Camber ( using 1.5 * D.L. Defl)... @ Center 0.037 in @ Left 0.000 in @ Right 0.011 in Total Load -0.084 in 6.471 ft 1,860.61 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.007 in 5,021.0 Total Load 0.000 in 0.0 0.028 in 1,284.8 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s Dsgnr: 30i? Description : Scope: TM TM TM TMYc^S™ ™ ™ ™ YC@ Date: Job* n^@ 2:56PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB6 General Timber Beam Page 2 ' rev bldg6.ecw:Calculations : ^ : • : • [stress Calcs 1 Bending Analysis ":":3'::"^:f7:^;>wxr'Ti;^j:^^^*.'w;^:v v^:^i Ck 21.298 Le 4.118 ft Sxx 149.333 in3 Area 56.000 in2 Cf 1.000 Rb 8.036 CI 0.991 Max Moment Sxx Rea'd Allowable fb @ Center 6.66 k-ft 27.79 in3 2,874.17 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 1.37 k-ft 5.67 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 2.52 k 2.75 k Area Required 8.677 in2 9.487 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 2.10 k Bearing Length Req'd 0.922 in Max. Right Reaction 3.42 k Bearing Length Req'd 1.501 in Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 2.04 k 2.04 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWIWG NO. 7 -4— I_ - -^O pS-P L'/v C\a-'^ ^, - '^'aOpA?-: UO i C^'^f-^f C^llA-") : l:-S>PA UO.^£>^ _pp^ - \s> <^^<^t\A\i}nAA \Sp^^ (^i^:^c^/^I Pa: J J, \ s \ -1—\—\—i—\—f 7^ ^•5 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: s™™™™Ycg Dsgnr: 36i? Description : Scope : 3 TM TMTMTM YC@ JOb # n-| @ Date: 2:57PM, 17 OCT 06 Rev: 580006 User: KW-0600037, Ver 6.8.0. 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB7 Steel Beam Design Page 1 rev bldg6.ecw:Calculations [Generallnformation Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section : W14X30 Center Span Left Cant. Right Cant Lu : Unbraced Length 14.50 ft 0.00 ft 0.00 ft 2.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00 ksi 1.00 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. [ #1 DL LL ST Start Location End Location 0.186 0.280 14.500 #2 1.646 14.500 #3 0.067 0.100 14.500 #4 #5 #6 #7 k/ft k/ft km ft ft Point Loads Dead Load Live Load Short Term Location #1 0.770 0.684 13.000 #2 #3 #4 Note! Short Term Loads Are WIND Loads. #5 #6 #7 k k k ft Summary Using: W14X30 section. Span = 14.50ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 2.00ft, LDF = 1.000 Actual Moment 61.780 k-ft fb : Bending Stress 17.652 ksi fb / Fb 0.743 : 1 Shear 18.044 k fv : Shear Stress 4.829 ksi fv / Fv 0.335 : 1 Beam OK Static Load Case Governs Stress Allowable 83.160 k-ft 23.760 ksi 53.810 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.278 in 4,776.4 : 1 626.1 : 1 Force & Stress Summary Maximum 61.78 k-ft DL Onlv 8.03 • These columns are Dead + Live Load placed as noted ~: Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per Eq. E2-1, K*L/r< Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 16.89 k 18.04 k -0.278 in 0.000 in 0.000 in 0.000 ft 16.89 18.04 2.13 2.74 -0.036 0.000 0.000 0.000 2.13 2.74 LL (8) Center 61.78 16.89 18.04 -0.278 0.000 0.000 0.000 16.89 18.04 LL+ST (S) Center LL I5i Cants LL+ST <8>. Cants -0.278 0.000 0.000 0.000 16.89 18.04 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: s™™™™Yc@s™™™™Yc(? Dsgnr: 30i? Description : Scope : Job* n-|{ Date: 2:57PM, 17 OCT 06 D$5 Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB7 Steel Beam Design Page 2 rev bldg6.ecw;Calculations [section Properties W14X30 Depth 13.840 in Weight 30.06 #/ft Web Thick 0.270 in Ixx 291.000 in4 Width 6.730 in lyy 19.600 in4 Flange Thick 0.385 in Sxx 42.000 in3 Area 8.85 in2 Syy 5.820 in3 Rt 1.740 in R-xx 5.730 in Values for LRFD Design.... R-yy 1.490 in J 0.380 in4 Zx 47.300 in3 Cw 887.00 in6 Zy 8.990 in3 K 0.785 in Thornton Tomasetti PROJECT PROJECT wo. DATE BY SHEET of SUBJECT CHECKED BY DRAWING WO. 9 D AL \ \ _ _ .. .U C -- C V • P n C U t U L = AD / 1 i i.J..A.\. Ppc LA J . \'-2 \-? • - :—; . 1 X X X i 1 i. J, / / L-i_ -\ o r -• :—; ] Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s Dsgnr: 36i? Descriptioin : Scope : TM TfJ TM TM Yc@S ™ ™ ™ ™ YC@ Date: 2:57PM, Job# n-|@ 17 OCT 06 p31 Rev: 580006 User: KW-0600a37, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB8 Steel Beam Design Page 1 rev bidg6.ecw:Catoul3tions [General Information Code Ref AiSC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 steel Section : W12X26 Center Span Left Cant. Right Cant Lu : Unbraced Length 4.50 ft 4.00 ft 0.00 ft 4.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00 ksi 1.00 29,000.0 ksi Distributed Loads #1 #2 #3 #4 DL LL ST Start Location End Location 0.034 0.050 -4.000 4.500 Note! Short Term Loads Are WIND Loads. #5 #6 #7 k/ft k/ft k/ft ft ft Point Loads Dead Load Live Load Short Term Location #1 0.583 0.880 -4.000 #2 0.166 0.250 -2.500 #3 #4 Notel Short Term Loads Are WIND Loads. #5 #6 #7 k k k ft Summary Using: W12X26 section, Span = 4.50ft, Fy = 36.0ksi, Left Cant. = 4.00ft, Right Cant. = 0.00ft End Fixity = Pinned-Pinned, Lu = 4.00ft, LDF = 1.000 Actual Beam OK static Load Case Governs Stress Moment fb : Bending Stress fb/Fb Shear fv: Shear Stress fv/Fv 7.772 k-ft 2.792 ksi 0.118 :1 2.315 k 0.824 ksi 0.057 : 1 Allowable 66.132 k-ft 23.760 ksi 40.473 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) 0.025 in 9,561.0 :1 3,882.6 :1 Force & Stress Summary «~ These columns are: Dead + Live Load placed as noted ~» DL LL LL+ST LL LL+ST Maximum Onlv (3! Center (3) Center (5! Cants (3) Cants Max. M + 7.77 k-ft k-ft Max. M --3.23 -3.23 -7.77 k-ft Max. M @ Left -3.23 -3.23 -7.77 k-ft Max. M @ Right k-ft Shear @ Left 2.32 k 0.99 0.99 2.32 k Shear @ Right 1.59 k 0.58 0.47 1.59 k Center Defl. 0.003 in 0.001 0.001 0.001 0.003 0.003 in Left Cant Defl 0.025 in -0.010 -0.010 -0.010 -0.025 -0.025 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 4.29 1.84 1.95 1.95 4.18 4.18 k Reaction @ Rt -1.59 -0.58 -0.47 -0.47 -1.59 -1.59 k Fa calc'd perEq. E2-1,K*Ur<Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s™™™TMYc@s™™Tr< rwycig Dsgnr: 301? Date: Description : Scope : Job#n^@ 2:57PM, 17 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0. 1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Description RB8 Steel Beam Design Page 2 rev b)dg6.ecw:Calculations [section Properties W12X26 Depth 12.220 in Weight 25.98 #/ft Web Thick 0.230 in Ixx 204.000 in4 Width 6.490 in lyy 17.300 in4 Flange Thick 0.380 in Sxx 33.400 in3 Area 7.65 in2 Syy 5.340 in3 Rt 1.720 in R-xx 5.170 in Values for LRFD Design.... R-yy 1.510 in J 0.300 in4 Zx 37.200 in3 Cw 606.00 in6 Zy 8.170 in3 K 0.680 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: s™™™™Yc@s™™™™Yc@ Dsgnr: 30i? Date: Description : Scope : Job* n-|@ 2:58PM, 17 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB9 Steel Beam Design Page 1 rev bldg6.eow:Calculations [General Information Steel Section : W12X26 Center Span Left Cant. Right Cant Lu: Unbraced Length Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 14.50 ft 0.00 ft 0.00 ft 2.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00 ksi 1.00 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. #1 DL 0.093 LL 0.140 ST Start Location End Location 14.500 #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft [Point Loads Notel Short Term Loads Are WIND Loads. Dead Load Live Load Short Term Location 2.000 3.000 10.000 #2 0.243 0.270 13.000 #3 #4 #5 #6 #7 k k k ft Summary Using: W12X26 section. Span = 14.50ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 2.00ft, LDF = 1.000 Actual Moment 21.854 k-ft fb : Bending Stress 7.852 ksi fb / Fb 0.330 :1 Beam OK Static Load Case Governs Stress Shear fv : Shear Stress fv/Fv 5.786 k 2.059 ksi 0.143 : 1 Allowable 66.132 k-ft 23.760 ksi 40.473 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.122 in 3,364.1 :1 1,422.4 ; 1 Force & Stress Summary Maximum 21.85 k-ft DL Onlv 9.13 - These columns are Dead + Live Load placed as noted ~» Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per Eq. E2-1,K*L/r<Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 3.48 k 5.79 k -0.122 in 0.000 in 0.000 in 0.000 ft 3.48 5.79 1.51 2.46 -0.052 0.000 0.000 0.000 1.51 2.46 LL (5) Center , 21.85 3.48 5.79 -0.122 0.000 0.000 0.000 3.48 5.79 LL+ST (5) Center LL (5) Cants LL+ST (S) Cants -0.122 0.000 0.000 0.000 3.48 5.79 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com TM TM TM TM Title: s Dsgnr: 36i? Description : Scope: Yc(e jTM TMTMTM Yc(g JOb # n^ (g Date: 2:58PM, 17 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 rev bldg6.ecw:Calculations : Description RBO Section Properties W12X26 Depth 12.220 in Weight 25.98 #/ft Web Thick 0.230 in Ixx 204.000 in4 Width 6.490 in lyy 17.300 in4 Flange Thick 0.380 in Sxx 33.400 in3 Area 7.65 in2 Syy 5.340 in3 Rt 1.720 in R-xx 5.170 in Values for LRFD Design.... R-yy 1.510 in J 0.300 in4 Zx 37.200 in3 Cw 606.00 in6 Zy 8.170 in3 K 0.680 in Thornton Tomasetti PROJECT PROJECT wo. DATE BY SHEET Of SUBJECT CHECKED BY DRAWIWG NO. • 1.3.33" -LA. •2-.5:' • fe.(b 5)1 : ija-<bA %,^-2AA + aiiA*^ 4- 4. I lie != A O p^f- 6'/-i-C,i ) ] 1000' - ;C> , i2_4-^OtL \ ^ ; ;0. o ofekhf V 5 p p& C'T-. I ^. S-'3 ) //ooci ; - \c:>.oAo^^P\ i i _^ I J _...^.____L^... .,....tfV.(5'^'> g.4 :rhA "u3 •jr sl.- -J- ^ ~J- si- J. •J. -4- -J- *!- -4- \ >r| I.S' CO o i A /- Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s Dsgnr: 36i? Description : Scope : TM TM TM TM Yc@S™ ™ ™ ™ YC(§ Date: Job#n-|(@ 2:58PM, 17 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0. 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB10 Steel Beam Design Page 1 rev bldg6.ecw:Caloulations [General Information Steel Section : W14X61 Center Span Left Cant. Right Cant Lu : Unbraced Length Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 21.00 ft 0.00 ft 0.00 ft 2.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00 ksi 1.00 29,000.0 ksi Distributed Loads #1 DL LL ST Start Location End Location 0.057 0.240 21.000 #2 0.008 0.030 2.500 7.000 #3 #4 Note! Short Term Loads Are WIND Loads. #5 #6 #7 k/ft k/ft k/ft ft ft Point Loads Dead Load Live Load Short Term Location #1 5.273 21.430 7.000 #2 2.460 3.330 2.500 #3 #4 Note! Short Term Loads Are WIND Loads. #5 #6 #7 k k k ft Summary Using: W14X61 section. Span = 21.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 2.00ft, LDF = 1.000 Actual Moment 151.868 k-ft fb : Bending Stress 19.787 ksi fb / Fb 0.833 :1 Shear 26.792 k fv : Shear Stress 5.144 ksi fv / Fv 0.357 : 1 Allowable 182.358 k-ft 23.760 ksi 75.006 k 14.400 ksi Beam OK Static Load Case Governs Stress Max. Deflection -0.535 in Length/DL Defl 2,012.6 : 1 Length/(DL+LL Defl) 470.7 :1 Force & Stress Summary DL • These columns are Dead + Live Load placed as noted - LL LL+ST LL LL+ST Maximum Onlv (SI Center (5) Center (5! Cants (5) Cants Max. M + 151.87 k-ft 34.50 151.87 k-ft Max. M -k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 26.79 k 6.95 26.79 k Shear @ Right 13.39 k 3.30 13.39 k Center Defl. -0.535 in -0.125 -0.535 -0.535 0.000 0.000 in Left Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 26.79 6.95 26.79 26.79 k Reaction @ Rt 13.39 3.30 13.39 13.139 k Fa calc'd per Eq. E2-1, K*L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: s™™™™Yc(@s™™™TMYc(g Job#nj@ Date: 2:58PM, 17 OCT 06 Dsgnr: 36i? Descriptioin : Scope: Rev: 580006 User: KW-0600037, Ver 5.8.0.1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Description RB10 Steel Beam Design Page 2 rev bldg6.eow:Caloulations Section Properties W14X61 Depth 13.890 in Weight 60.80 #/ft Web Thick 0.375 in Ixx 640.000 in4 Width 9.995 in lyy 107.000 in4 Flange Thick 0.645 in Sxx 92.100 in3 Area 17.90 in2 Syy 21.500 in3 Rt 2.700 in R-xx 5.980 in Values for LRFD Design.... R-yy 2.450 in J 2.200 in4 Zx 102.000 in3 Cw 4,710.00 in6 Zy 32.800 in3 K 1.240 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s™™™™Yc(gs™™™™Yc@ Dsgnr: 36i? Date: Description : Scope: Job# n-|@ 2:59PM, 17 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0. 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB11 Steel Beam Design Page 1 rev bldg6.eow:Calculations General Information Steel Section : W14X82 Center Span 23.00 ft Left Cant. 3.50 ft Right Cant 0.00 ft Lu : Unbraced Length 3.50 ft Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00 ksi 1.00 29,000.0 ksi Distributed Loads DL LL ST Start Location End Location # 1 0.034 0.050 -3.500 23.000 #2 #3 #4 #5 Note! Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Point Loads Dead Load Live Load Short Term Location # 1 1.510 1.970 4.000 #2 2.740 15.300 9.000 #3 0.305 0.460 -1.500 #4 Note! Short Term Loads Are WIND Loads. #5 #6 #7 k k k ft Summary Using: W14X82 section. Span = 23.00ft, Fy = 36.0ksi, Left Cant = 3.50ft, Right Cant. = 0.00ft End Fixity = Pinned-Pinned, Lu = 3.50ft, LDF = 1.000 Actual Moment 116.973 k-ft fb : Bending Stress 11.412 ksi fb / Fb 0.480 :1 Beam OK Static Load Case Governs Stress Allowable 243.540 k-ft 23.760 ksi Shear 15.814 k fv : Shear Stress 2.167 ksi fv/Fv 0.150:1 105.093 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.358 in 2,016.1 :1 464.1 :1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted DL LL LL+ST LL LL+ST Maximum Onlv &. Center (5! Center (3) Cants (3! Cants Max. M + 116.97 k-ft 25.27 116.97 24.66 k-ft Max. M --1.17 -1.17 -2.16 k-ft Max. M @ Left -1.17 -1.17 -2.16 k-ft Max. M @ Right k-ft Shear @ Left 15.81 k 4.30 15.81 4.34 k Shear @ Right 9.52 k 2.62 9.52 2.57 k Center Defl. -0.358 in -0.083 -0.358 -0.358 -0.081 -0.081 in Left Cant Defl 0.181 in 0.042 0.181 0.181 0.040 0.040 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 17.20 5.01 16.52 16.52 5.69 5.69 k Reaction @ Rt 9.52 2.62 9.52 9.52 2.57 2.57 k Fa calc'd per Eq. E2-1, K*L/r< Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com TM Tiyi TM TM Title : s Dsgnr: 301? Description : Scope : Yc@s TM TM TM TM Yc(? Date: Job#n-|(g 2:59PM, 17 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB11 Steel Beam Design Page 2 rev bldg6,ecw:Ca!oulations [section Properties W14X82 Depth 14.310 in Weight 81.86 #/ft Web Thick 0.510 in Ixx 882.000 in4 Width 10.130 in lyy 148.000 in4 Flange Thick 0.855 in Sxx 123.000 in3 Area 24.10 in2 Syy 29.300 in3 Rt 2.740 in R-xx 6.050 in Values for LRFD Design.... R-yy 2.480 in J 5.080 in4 Zx 139.000 in3 Cw 6,710.00 in6 Zy 44.800 in3 K 1.450 in Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWIWG MO. -L . - V - -- _ * ^ 1 . ._ __. _ -i - • i P'^t ( 'i-L L'^.S^'^ 1 ^< / c ; " ^ i \ > '\'A • •• I" -t -• •• I" -t - Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: s Dsgnr: 36i? Description : Scope : TM TM TM TM Yc(^S™ "^^ ™ "^^ YC(^ Date: Job# n-|@ 2:59PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Description RB12 Page 1 rev bldg6.eow:Calculations General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Prllm: 3.5x9.5 3.500 in 9.500 in Manuf/So.Pine 1.000 Pin-Pin 35.000 pcf CenterSpan 10.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 2.00 ft 0.00 ft 0.00 ft Length Uniform Loads Center DL 73.00 m LL 110.00 #/ft Left Cantilever DL #/ft LL m Right Cantilever DL #/ft LL m • • : j Summary Beam Design OK Span= 10.00ft, Beam Width = 3.500in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio 0.189 : 1 Maximum Moment 2.4 k-ft Maximum Shear * 1.5 1.2 k Allowable 12.7 k-ft Allowable 9.6 k Max. Positive Moment 2.39 k-ft at 5.000 ft Shear: @ Left 0.96 k Max. Negative Moment 0.00 k-ft at 10.000 ft @ Right 0.96 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.055 in Max. M allow 12.66 Reactions... @ Right 0.000 in fb 544.43 psi fv 36.55 psi LeftDL 0.41 k Max 0.96 k Fb 2,885.59 psi Fv 290.00 psi Right DL 0.41 k Max 0.96 k Deflections [ Center Span... Dead Load Deflection -0.036 in ...Location 5.000 ft ...Length/Defl 3,289.8 Camber ( using 1.5 * D.L. Defl ) ... @ Center 0.055 in @ Left 0.000 in @ Right 0.000 in Total Load -0.086 in 5.000 ft 1,395.98 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 total Load 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 21.298 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 4.118 ft 6.192 Max Moment 2.39 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 1.22 k 4.191 in2 290.00 psi 0.96 k 0.96 k Sxx 52.646 in3 Area CI 0.995 Sxx Req'd 9.93 in3 0.00 in3 0.00 in3 @ Right Support 1.22 k 4.191 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 33.250 in2 Allowable fb 2,885.59 psi 2,900.00 psi 2,900.00 psi 0.420 in 0.420 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com TM TM TM TM Title: s Dsgnr: 30i? Description : Scope: Yc(? !s™™TMTMYc@ Job#n-l(g Date: 2:59PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8,0, 1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Description RB12 General Timber Beam Page 2 rev bldg6.ecw:Calculations Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 0.96 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton Tomasetti PROJECT PROJECT NO. DATE C> 0 ^ BY SHEET Of SUBJECT CHECKED BY DRAWING NO. 7- i i'^. i ^ i 1 • : - '=>^\ "^f, /, ) Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com TMTMTM TM Title: s Dsgnr: Z6i7 Description : Scope: Yc@s™™™™Yc(g Job # Date: 11:31AM, 18 OCT 06 Rev: 580004 User: KW-0600037. Ver 5.8.0, 1-Deo-2003 (0)1983-2003 ENERCALC Engineering Softvrare Description RB13 General Timber Beam Page 1 rev bldg6.ecw:Catculations [General Information Section Name 6.75x15 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined CenterSpan 14.00 ft Lu 2.00 ft 6.750 in Left Cantilever ft Lu 0.00 ft 15.000 in Right Cantilever ft Lu 0.00 ft GluLam Douglas Fir, 24F - V8 Fb Base Allow 2 ,400.0 psi 1.000 Fv Allow 190.0 psi Pin-Pin Fc Allow 650.0 psi 35.000 pcf E 1800.0 ksi [FUII Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 541.00#/ft #/ft #/ft LL LL LL 524,00 #/ft #/ft #/ft Summary Beam Design OK Span= 14.00ft, Beam Width = 6.750in x Depth = 15.in, Ends are Pin-Pin Max Stress Ratio 0.533 ; 1 Maximum Moment 26.7 k-ft Allowable 50. i k-ft Max. Positive Moment 26.70 k-ft at 7.000 ft Max. Negative Moment 0.00 k-ft at 14.000 ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 k-ft Max. M allow 50.06 fb 1,265.56 psi fv 93.11 psi Fb 2,373.43 psi Fv 190.00 psi Maximum Shear' Allowable Shear- is 9.4 k 19.2 k Reactions... LeftDL Right DL Camber: 2.96 k 3.96 k ©Left 7.63 k @ Right 7.63 k @ Left 0.000 in @ Center 0.215in @ Right 0.000 in Max 7.63 k Max 7.63 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.143 in -0.276 in Deflection 0.000 in 0.000 in ...Location 7.000 ft 7.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,174.3 609.57 Rjght Cantilever... Camber ( using 1.5 ' D.L. Defl)... Deflection 0.000 in 0.000 in @ Center 0.215 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Le 4.118ft Sxx 253.125 in3 Area 101.250 in2 Cv 0.991 Rb 4.034 CI 0.998 Max Moment Sxx Rea'd Allowable fb @ Center 26.70 k-ft 134.97 in3 2,373.43 psi @ Left Support 0.00 k-ft 0.00 in3 2,377.76 psi @ Right Support 0.00 k-ft 0.00 in3 2,377.76 psi Shear Analysis @ Left Support @ Right Support Design Shear 9.43 k 9.43 k Area Required 49.617 in2 49.617 in2 Fv: Allowable 190.00 psi 190.00 psi Bearing @ Supports Max. Left Reaction 7.63 k Bearing Length Req'd 1.738 in Max. Right Reaction 7.63 k Bearing Length Req'd 1.738 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s™™™TMYc(gs™™™™Yc(g Job # n-|@ Dsgnr: 301? Date: 11:31AM, 18OCT06 Description : Scope : Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Deo-2003 (0)1983-2003 ENERCALC Engineering Softvirare General Timber Beam Page 2 rev bldg6.ecw:Calculations Description RBI 3 Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft m Left Cant. Location = 0.00 ft 0.00 k-ft Shear 7.63 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton Tomasetti PROJECT BUD(3 G PROJECT NO. DATE G/O(:. BY AlSr SHEET of SUBJECT CHECKED BY DRAWING NO. )62- 10. (-0 : : ^ i ^ • j2..2/'-c" Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: s Dsgnr: 36T? Description : Scope: TM TM TM TM Yc@s ™ ™ ™ ™ Yc@ Job # n-| @ Date: 6:11PM, 17 OCT 06 Rev: 580004 User: KW-OB00037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software " ' " 'T "• "• ^ " • -•— '^-••'^^^^^^W^S^SS^TWIi'f^ General Timber Beam „ ^^P^, ^ ^ bidgd.ecw:Calculations \ Description RB14 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ' Section Name Prllm: 5.25x16.0 Beam Width 5.250 in Beam Depth 16.000 in Member Type Manuf/So.Pine Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 25.50 ft Lu ft Lu 1.50ft Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 2.00 ft 0.00 ft 1.50 ft 5 Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 36.00 #/ft #/ft 36.00 #/ft •fit i.i:'J'.-5rSTS%WVJ^I'. LL LL LL 53,00 #/ft #/ft 53,00 #/ft [jrapezoidal Loads [Point Loads #1 DL @ Left DL @ Right 200.00 #/ft 200.00 #/ft LL @ Left LL @ Right 64.00 #/ft 64.00 #/ft Start Loc End Loc 0.000 ft 8.000 ft Dead Load Live Load ...distance 84.0 lbs 75.0 Ibs 15.000 ft 156.0 lbs 139.0 Ibs 21.500 ft lbs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Summary Beam Design OK Span= 25.50ft, Right Cant= Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 789.43 psi Fb 2,889.45 psi 1.50ft, Beam Width = 0.273 5.250in x Depth = : 1 14.74 k-ft -0.06 k-ft 14.7 k-ft 53.9 k-ft at at 10.759 ft 25.500 ft 0.00 -0.12 53.94 fv Fv k-ft k-ft 16.in. Ends are Pin-Pin Maximum Shear * Allowable Shear: Camber: 1.5 4.2 k 24.4 k 50.05 psi 290.00 psi Reactions... Left DL Right DL 2.12 k 1.24 k @ Left 3.29 k @ Right 2.07 k @ Left 0.000 in @ Center 0.437 in @ Right 0.072 in Max 3.29 k Max 2.24 k [Deflections Center Span... Deflection ...Location ...Length/Defl Dead Load -0.291 in 12.158ft 1,049.8 Camber ( using 1.5 * D.L. Defl)... @ Center 0.437 in @ Left 0.000 in @ Right 0.072 in Total Load -0.492 in 12.373 ft 621.87 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.048 in 745.4 Total Load 0.000 in 0.0 0.082 in 436.6 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: s™'f''™™Yc@s™™™™Yc@ Dsgnr: 36T? Date: Description : Scope: Job#H@ 6:11PM, 17 OCT 06 7 Rev: 580004 User: KW-0600037. Ver 5.8,0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Softw/are General Timber Beam Description RB14 Page 2 rev bldg6,eov^:Caloulations [stress Calcs Bending Analysis Ck 21.298 Le 4.118 ft Sxx 224.000 in3 Area 84.000 in2 Cf 1.000 Rb 5.357 CI 0.996 Max Moment Sxx Rea'd Allowable fb @ Center 14.74 k-ft 61.20 in3 2,889.45 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.12 k-ft 0.51 in3 2,892.21 psi Shear Analysis @ Left Support @ Right Support Design Shear 4.20 k 2.90 k Area Required 14.498 in2 9.994 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 3.29 k Bearing Length Req'd 0.963 in Max. Right Reaction 2.24 k Bearing Length Req'd 0.656 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 3.28 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 3.28 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Thornton Tomasetti PROJECT 6 LOG SUBJECT PROJECT NO. DATE ^ N BY M^r / SHEET of CHECKED BY DRAWING NO. J i •—f----t i-4 ;- Thornton Tomasetti PROJECT BUDS CS PROJECT NO. DATE • 6 & BY A1 l>r r SHEET of SUBJECT CHECKED BY DRAWING NO. i 1 1 ! ' ! ... . . .!.. . ! - - i . i , i , ! L ±. L.- .. \ i I j 1 j I ^ =- •=? -ro J2 ^ / V Pe^ib. - 37-f It ' '^s u;,:r ^2-^=.^ COL":) FJ1 14" TJI® 110 @ 16" o/c wVVC^'erhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 3:27:56 PM _ kne 1 Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN TBI CONTROLS FOR THE APPLICATION AND LOADS LISTED I Overall Dimension: 15' 6" V 6" i--14' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 26.5 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(plO Floor(I.OO) 12.0 14.0 0 SUPPORTS: 1 Stud wail 2 Stud wall Input Bearing Vertical Reactions (Ibs) Detail Width Length Live/Dead/Uplift/Total 5.50" 5.50" 473/323/0/796 Overhang 5.50" 5.50" 377/244/0/621 End, TJI Blocking Other 1 Ply 14" TJI® 110 1 Ply 14" TJI® 110 DESIGN CONTROLS: •hear (Ibs) Maximum Design Control Control Location •hear (Ibs) 608 -580 1860 Passed (31%) Rt end Span 1 under Floor ALTERNATE span loading Vertical Reaction (Ibs) 588 588 1350 Passed (44%) Bearing 2 under Floor ALTERNATE span loading Moment (Ft-Lbs) 1947 1947 3565 Passed (55%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0.106 0.447 Passed (L/999+) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.171 0.670 Passed (L/939) MID Span 1 under Floor ALTERNATE span loading TJPro 54 30 Passed Span 1 -Deflection Criteria; STANDARD(LL:L/360,TL:L'240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4". -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 8" o/c unless detailed othen/vise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.38 PROJECT INFORMATION: Crecsent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez(@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business T.7I© and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist™,Pro"' and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJl.sms FJ1 14"TJI® 110@ 16"o/c ^AVl^'erhaeuser Business TJ-Beam® 6.20 Serial Number; 7005108334 User: 2 10/17/2006 3:27:57 PM ,.,e2 Engine version 6 2016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: Crecsent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structura1\TJl\Bldg 6\FJ1.3ms FJ1 14"TJI® 110@16"o/c A '^t\'erhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 3:27:67 PM _ _ _ ,e3 Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) .75" 13' 4.75" 796 473 5.50(W) 44 621 377 5.50(W) Loading on all spans, LDF == 0.90 , 1.0 Dead Shear at Support (lbs) -72 222 -227 Max Shear at Support (lbs) -80 243 -230 Member Reaction (lbs) 323 230 Support Reaction (lbs) 323 244 Moment (Ft-Lbs) 0 -85 751 Loading on all spans, LDF = 1.00 Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.0 Dead + 1.0 -168 555 -0.033 -0.054 8 608 796 796 -192 Floor -572 -580 580 613 1894 0.100 0.166 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead Shear at Support (lbs) -168 229 -219 Max Shear at Support (lbs) -188 251 -222 ember Reaction (lbs) 439 222 Fpport Reaction (lbs) 439 236 "Moment (Ft-Lbs) 0 -192 699 Live Deflection (in) 0.004 -0.006 Total Deflection (in) -0.017 0.060 -f 1.0 Floor ALTERNATE span loading on even # Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) spans, LDF = 1.00 -72 547 -80 600 680 680 0 -85 -0.036 -0.057 1.0 Dead -1-1.0 Floor 1947 0.106 0 .171 588 621 PROJECT INFORMATION: Crecsent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI© and TJ-Beam© are registered trademarks of Trus Joist. e-I Joist™, Pro™ and TJ-Pro™ are trademarks of Trus Joist. P: XCAlXProiectsXGG.S YEAR 2005\GG5532. 00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJl.sms 14" TJI® 210, o/c 'A^-tverhaeuser Busijiess TJ-Beann® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 3:37:32 Pl\/I tgel Engine Version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN FJ2 2 plies @ 16' CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 15' 6" r 6" i 1^0 -14' Product Diagram is Conceptual. LOADS: Analysis is for a Joist IVIember. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 26.5 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Floor(I.OO) 40.0 9.5 OTo 15'6" Adds To Roof Load from above Point(plf) Floor(I.OO) 12.0 14.0 0 Uniform(plf) Floor(I.OO) 0.0 172.0 1'6" To 15'6" Adds To Wall Load SUPPORTS: Input Width Bearing Vertical Reactions (Ibs) Length Live/Dead/Uplift/Total 1 stud wall 5.50" 5.50" 929/1623/0/2552 Overhang 2 Stud wall 5.50" 4.25" 754/1548/0/2302 End, Rim |f^SIGN CONTROLS: Maximum Design Control Control Shear (Ibs) 2210 -2153 3890 Passed (55%) Vertical Reaction (Ibs) 2180 2180 2870 Passed (76%) Moment (Ft-Lbs) 7273 7273 8560 Passed (85%) Live Load Defl (in) 0.100 0.447 Passed (L/999+ Total Load Defl (in) 0.304 0.670 Passed (L/529) TJPro 63 30 Passed Detail Other 1 Ply 14" TJI® 210 1 Ply 1 1/4" X 14" 0.8E TJ-Strand Rim Board® Location Rt. end Span 1 under Floor ALTERNATE span loading Bearing 2 under Floor ALTERNATE span loading IVIID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span 1 -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4". -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.44 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist™,Pro" and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ2.3ms FJ2 VC^'erhaeuser Busines-S TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 3:37:32 PM Bge 2 Engine Version: 6.20.16 14" TJI® 210, 2 plies @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam© are registered trademarks of Trus Joist. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Ana1ysis\Structural\TJI\Bldg 6\FJ2. FJ2 14" TJI® 210, 2 plies @ 16" o/c V(^'crhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 3:37:32 PM _ ege3 Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Loaci Group 1' 8.75" Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) 104 13' 4.75" 2552 929 5.50(W) 104 41 2302 754 4.25 (W) Loading on all spans, LDF Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) 0.90 , 1.0 Dead -91 1174 -1447 -141 1482 -1465 1623 1465 1623 1548 0 -109 4881 Loading on all spans, LDF = 1.00 Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.0 Dead -I- 1.0 Floor -267 1751 -2139 -342 2210 -2166 2552 2552 -296 -0.031 -0.099 7180 0.095 0.299 2166 2288 ALTERNATE span loading on odd # spans, LDF = 1.00 Shear at Support (lbs) -267 1185 Max Shear at Support (lbs) -342 1496 mber Reaction (lbs) 1837 pport Reaction (lbs) 1837 Moment (Ft-Lbs) 0 -296 4788 Live Deflection (in) 0.003 -0.005 Total Deflection (in) -0.065 0.199 1.0 Dead -f 1. 0 Floor -1433 -1451 1451 1534 ALTERNATE span loading on even # Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) spans 0 -0 -0 LDF = 1.00 -91 1739 -141 2196 2337 2337 -109 034 102 1.0 Dead -2153 -2180 2180 2302 -1-1.0 Floor 7273 0.100 0.304 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone : 9492713300 AHernandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam© are registered trademarks of Trus Joist. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P-\CAl\Projects\GG5 YEAR 2005\GG5532-00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ2 FJ3 1 3/4" X 9 1/4" 1.9E Microllam® LVL @ 16" o/c 'A^t^'erhaeuser Busines.s TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 3:40:52 PiVI Sge1 Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 1>3 CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 17' 14'- Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Exterior Balconies (psf): 60.0 Live at 100 % duration, 26.5 Dead SUPPORTS: Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 5.50" 1.60" 825/365/0/1190 Overhang 1 Ply 1 3/4" X 9 1/4" 1.9E Microllam® LVL 2 Stud wall 5.50" 4.00" 566/236/0/802 End, Rim 1 Ply 1 1/2" X 9 1/4" 1.5E TimberStrand® LSL DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 817 702 3076 Passed (23%) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1190 1190 4091 Passed (29%) Bearing 1 under Floor loading ^^^oment (Ft-Lbs) 2496 2496 5826 Passed (43%) MID Span 1 under Floor ALTERNATE span loading ^^Bive Load Defl (in) 0.225 0.447 Passed (L/715) MID Span 1 under Floor ALTERNATE span loading ^^otal Load Defl (in) 0.311 0.670 Passed (L/518) MID Span 1 under Floor ALTERNATE span loading TJPro 49 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.42 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not tieen reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Proiects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ3.sms FJ3 ^^-erhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 3:40:53 PM Eage 2 Engine Version: 6.20.16 1 3/4" X 9 1/4" 1.9E Microllam® LVL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) 2.75" 13' 4.75" 1190 825 1.60(W) 802 566 4.00(W) Loading on all spans, Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) LDF 0. 90 1.0 Dead -79 215 -114 250 365 365 -184 703 -193 -223 223 236 Loading on all spans, LDF = 1.00 Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) -0 1.0 Dead -I- 1 -257 702 -372 817 1190 1190 -601 .118 0 Floor -629 -728 728 771 -0.171 2295 0.194 0.280 na m ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead Shear at Support (lbs) -257 246 -162 Max Shear at Support (lbs) -372 282 -192 imber Reaction (lbs) 654 192 pport Reaction (lbs) 654 205 Tjoment (Ft-Lbs) 0 -601 520 Live Deflection (in) 0.045 -0.032 Total Deflection (in) -0.008 0.055 +1.0 Floor ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + Shear at Support (lbs) -79 671 -660 Max Shear at Support (lbs) -114 786 -759 Member Reaction (lbs) 900 759 Support Reaction (lbs) 900 802 Moment (Ft-Lbs) 0 -184 2496 Live Deflection (in) -0.163 0.225 Total Deflection (in) -0.215 0.311 1.0 Floor PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez(gthettgroup.com Copyright O 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ3.sms Thornton Tomasetti PROJECT PROJECT wo. DATE 6/o6> BY SHEET of SUBJECT CHECKED BY DRAWING NO. ^1 C-z-) A^'r:j \ \ I o&ih"c,.(^ f^s jt^A ^^-i ; i\0 p ^ c ^) " —^—:—•—\—^—T Tl 1 • '^A'^^'erhaeuser i FJ4 A'Of^'erhaeu.ser Burliness TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 3:45:56 PM gel Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 14" TJI® 110 @ 16" o/c CONTROLS FOR THE APPLICATION AND LOADS LISTED 111 I 10'- Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 26.5 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(I.OO) 50.0 34.0 OTo 10' Adds To SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 5.50" 5.50" 517/347/0/863 5.50" 4.25" 517/347/0/863 Detail Other End, TJI Blocl<ing 1 Ply 14" TJI® 110 End, Rim 1 Ply 1 1/4" x 14" 0.8E TJ-Strand Rim Board® DESIGN CONTROLS: 1 Maximum Design Control Control Location 'near (Ibs) 799 -784 1860 Passed (42%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 799 799 1350 Passed (59%) Bearing 2 under Floor loading Moment (Ft-Lbs) 1847 1847 3565 Passed (52%) MID Span 1 under Floor loading Live Load Defl (in) 0.055 0.308 Passed (L/999+) MID Span 1 under Floor loading Total Load Defl (in) 0.092 0.463 Passed (L/999+) MID Span 1 under Floor loading TJPro 64 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U360,TL:L/240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4". -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 9" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.38 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone : 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Eldg eVFJ"! .3ms FJ4 ^•&)'erh.ieuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 3:45:56 PM Cage 2 Engine Version: 6.20.16 14"TJI® 110@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam© are registered trademarks of Trus Joist. e-I Joist™,Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\AnalysiE\Structural\TJI\Bldg 6\FJ4.3ras FJ4 ^A^t\'erliaeaser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 3 45 56 PM 1 4" TJ I® 1 1 0 jO) 1 6" O/C Bilge 3 Engine Version: 6.20.16 ^-^ THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group g, 3.00" " Max. Vertical Reaction Total (lbs) 863 863 Max. Vertical Reaction Live (lbs) 517 517 Selected Bearing Length (in) 5.50(W) 4.25(W) Max. Unbraced Length (in) 45 Loading on all spans, LDF = 0.90 , 1.0 Dead Sliear at Support (lbs) 315 -315 Max Shear at Support (lbs) 321 -321 Member Reaction (lbs) 321 321 Support Reaction (lbs) 347 347 Moment (Ft-Lbs) 7 42 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 784 -7 8 4 Max Shear at Support (lbs) 799 -799 Member Reaction (lbs) 799 799 Support Reaction (lbs) 863 863 Moment (Ft-Lbs) 1847 Live Deflection (in) 0.055 Total Deflection (in) 0.092 PROJECT INFORMATION: OPERATOR INFORMATION: Crescent del Sol Angela Hernandez GG5532.01 2415Can-ipusDr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist*", Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Proiects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ4.sms FJ6 1 3/4" X 11 1/4" 1.9E Microllam® LVL @ 16" o/c A\(^'erhaeuiier liusines.s TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 3:56:40 PM gel Engine Version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 14' S" 11'6" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential Vertical Loads: Type Class Point(lbs) Floor(1.00) Point(lbs) Floor(I.OO) SUPPORTS: Live 1007 0 Exterior Balconies (psf): 60.0 Live at 100 % duration, 26.5 Dead Application Dead 983 230 Location 5' 5' Comment Roof Loading Wall Loading Input Bearing Vertical Reactions (Ibs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud wall 5.53" 3.92" 1576/1340/0/2915 Overhang 1 Ply 1 3/4" X 11 1/4" 1.9E Microllam® LVL 2 Stud wall 5.50" 5.50" 629/386/0/1015 End, TJI Blocl<ing 1 Ply 1 3/4" x 11 1/4" 1.9E Microllam® LVL DESIGN CONTROLS: 1 Maximum Design Control Control Location ^hear (Ibs) 2543 2408 3741 Passed (64%) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 2915 2915 4113 Passed (71%) Bearing 1 under Floor loading Moment (Ft-Lbs) 4095 4095 8391 Passed (49%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0.113 0.363 Passed (U999+) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.198 0.545 Passed (L/661) MID Span 1 under Floor ALTERNATE span loading TJPro 64 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.84 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone : 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ6.sms ^Xtverhaeuser 1 FJ6 1 3/4" X 11 1/4" 1.9E Microllam® LVL @ 16" o/c ^A'Cfe'erhaeuser Busines.s TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 3:56:40 PM gge2 Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam© is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Ar]alysis\Structural\TJI\Bldg 6\FJ6.sms FJ6 ^0(Werhacu.ser Busines.s TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 3:66:40 PM ! 3 Engine Version: 6.20.16 1 3/4" X 11 1/4" 1.9E Microllam® LVL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED D11 Load Group: Primary Load Group 3' 2.76" 10' 10.74" Max. Vertical Reaction Total (lbs) 2915 Max. Vertical Reaction Live (lbs) 1576 Selected Bearing Length (in) 3.92(W) Max. Unbraced Length (in) 88 88 1015 62 9 5.50(W) Loading on all spans, LDF == 0.90 , 1.0 Dead Shear at Support (lbs) -73 1184 -337 Max Shear at Support (lbs) -114 1225 -373 Shear Within Span (lbs) N/A 1163 Member Reaction (lbs) 1340 373 Support Reaction (lbs) 1340 386 Moment (Ft-Lbs) 0 -184 1929 Loading on all spans, LDF = 1. Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 00 , 1.0 Dead + 1.0 Floor -238 2408 -816 -373 2543 -934 N/A 2339 0 -0.087 -0.170 2915 2915 -602 3779 0.100 0.185 934 977 ALTERNATE span loading on odd # spans, ear at Support (lbs) X Shear at Support (lbs) near Within Span (lbs) N/A Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) 0 Live Deflection (in) 0.022 Total Deflection (in) -0.061 LDF = 1.00 , 1.0 Dead + 1.0 Floor -238 1222 -298 -373 1264 -334 1201 1636 334 1636 348 -602 1579 -0.013 0. 072 ALTERNATE span loading on even # spans, LDF = Shear at Support (lbs) -73 Max Shear at Support (lbs) -114 Shear Within Span (lbs) N/A Member Reaction (lbs) 2619 Support Reaction (lbs) 2619 Moment (Ft-Lbs) 0 -184 Live Deflection (in) -0.109 Total Deflection (in) -0.192 1.00 , 1.0 Dead 2370 -854 2505 -972 2300 + 1.0 Floor 4095 0.113 0.198 972 1015 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone : 9492713300 AHernandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam© is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ6.sms Thornton Tomasetti PROJECT PROJECT NO. DATE 6 6> BY M SHEET of SUBJECT CHECKED BY DRAWING NO. FT 7 \J^^ ^ + fT2> X - <E (fc "o.C. P. UJ fc. K-K. ^ 2-5 ^ p \f COO _ C^.JZ - G ' tu,- '^f:^['lL:.A-^ j ^ 33* ''26 - \ 3 ~) * Co i-O TO / I Thornton Tomasetti PROJECT PROJECT NO. DATE ^1 ID 6 BY M SHEET of SUBJECT CHECKED BY DRAWING NO. ; \ •P3 = j ! : . - -J ^ 3.5' ^ 1 { i j ! 1 / / •TA We\'erhaeuscr FJ7 'AWej'crhaeu.scr Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 3:59:13 PM kge 1 Engine Version: 6.20.16 1 3/4" X 11 1/4" 1.9E Microllam® LVL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 10' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential • Exterior Balconies (psf): 26.5 Live at 100 % duration, 26.5 Dead SUPPORTS: 1 Stud wall 2 Stud wall Input Width 3.50" 3.50" Bearing Length 2.00" 2.00" Vertical Reactions (Ibs) Live/Dead/Uplift/Total 177/177/0/353 177/177/0/353 Detail Other End, Rim 1 Ply 1 1/2" x 11 1/4" 1.5E TimberStrand® LSL End, Rim 1 Ply 1 1/2" x 11 1/4" 1.5E TimberStrand® LSL DESIGN CONTROLS: Maximum Design Control Control Location Shear (Ibs) 339 -266 3741 Passed (7%) Rt. end Span 1 under Floor loading Vertical Reaction (Ibs) 339 339 1488 Passed (23%) Bearing 2 under Floor loading foment (Ft-Lbs) 811 811 8391 Passed (10%) MID Span 1 under Floor loading •ve Load Defl (in) 0.017 0.319 Passed (L/999+) MID Span 1 under Floor loading "otal Load Defl (in) 0.033 0.479 Passed (L/999+) MID Span 1 under Floor loading TJPro 66 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U360,TL:L/240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.84 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Tms Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -Live load on portion of joist area is very low. PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ7.sms FJ7 D15 1 3/4" X 11 1/4" 1.9E Microliain® LVL @ 16" o/c Wt\'erhaeu.ser Business TJ-Beam® 6.20 Serial Number: 7005108334 _ User: 2 10/17/2006 3:59:13 PM ega2 Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) 2. Max. Unbraced Length (in) 9' 7.00" 353 177 00 (W) 88 353 177 2.00(W) Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 133 -133 Max Shear at Support (lbs) 169 -169 Member Reaction (lbs) 169 169 Support Reaction (lbs) 177 177 Moment (Ft-Lbs) 406 Loading on all spans, LDF = 1.00 Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.0 Dead 266 339 339 353 1.0 Floor -266 -339 339 353 811 0.017 0.033 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone :9492713300 AHernandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Proiects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ7,sms FJ8 1 3/4" X 11 1/4" 1.9E Microllam® LVL @ 16" o/c A ^(^'erii.'ieuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/18/2006 12:05:56 PM _ _ _ gel Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 17' -15" • Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential • Vertical Loads: Type Class Point(plf) Floor(I.OO) Point(plf) Floor(I.OO) SUPPORTS: Live 96.0 0.0 Exterior Balconies (psf): 60.0 Live at 100 % duration, 26.5 Dead Application Dead 108.0 236.0 Location 6' 6' Comment Roof Load from above Input Bearing Vertical Reactions (Ibs) Detail Other Width Length LIve/Dead/Uplift/Total 1 Stud wall 5.50" 2.07" 862/678/0/1540 Overhang 1 Ply 1 3/4" X 11 1/4" 1.9E Microllam(B> LVL 2 Stud wall 5.50" 5.50" 639/382/0/1021 End, TJI Blocking 1 Ply 1 3/4" x 11 1/4" 1.9E Microllam® LVL DESIGN CONTROLS: 1 Maximum Design Control Control Location ^hear (Ibs) 1283 1149 3741 Passed (31%) Lt end Span 1 under Floor loading Vertical Reaction (Ibs) 1540 1540 4091 Passed (38%) Bearing 1 under Floor loading Moment (Ft-Lbs) 4144 4144 8391 Passed (49%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0.197 0.480 Passed (L/876) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.350 0.720 Passed (L/494) MID Span 1 under Floor ALTERNATE span loading TJPro 55 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.84 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHemandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\ProjectE\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\flnalysis\Structural\TJI\Bldg 6\FJ8.sms FJ8 ^AV^'crhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User 2 10/18/2006 12:05:57 PM flge 2 Engine Version: 6.20.16 DTI 1 3/4" X 11 1/4" 1.9E Microllam® LVL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus 'Joist, a Weyerhaeuser Business Microllam© is a registered trademaric of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJl\Bldg 6\FJ8.sras Vtfeverhaeuser 1 FJ8 1 3/4" X 11 1/4" 1.9E Microllam® LVL ® 16" o/c 'A ^rerhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/18/2006 12:05:57 PIVI |age3 Engine Version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) 2.75" 14' 4.75" 1540 862 2.07(W) 1021 639 5.50(W) Loading on all spans, LDF Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) = 0.90 , 1.0 Dead -38 558 -332 -79 599 -368 N/A 466 678 368 678 382 0 -88 1920 Loading on all spans, LDF Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.00 , 1.0 Dead + 1.0 Floor -123 1149 -846 -257 1283 -964 N/A 0 -0.084 -0.159 1540 1540 -287 848 4028 0.187 0.340 964 1007 m ALTERNATE span loading on odd # spans, LDF = 1.00 ear at Support (lbs) X Shear at Support (lbs) onear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) N/A -123 -257 572 613 0 0.009 -0.066 870 870 -287 .0 Dead -318 -355 480 + 1.0 Floor 1779 -0.010 0.143 355 368 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead Shear at Support (lbs) -38 1135 -860 Max Shear at Support (lbs) -79 1269 -978 Shear Within Span (lbs) N/A 834 Member Reaction (lbs) 1348 978 Support Reaction (lbs) 1348 1021 Moment (Ft-Lbs) 0 -88 4144 Live Deflection (in) -0.092 0.197 Total Deflection (in) -0.167 0.350 + 1.0 Floor PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone : 9492713300 AHernandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam© is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJl\Bldg 6\FJ8.sms '^A ^)Ct\'erhaeu.';er 1 FJ9 P7^ 2 Pes Of 1 3/4" X 11 1/4" 1.9E Microllam® LVL *AVCt\'erii.ieuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 4:17:24 PM _ «ge1 Engine version 6 2016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 16' 6" i -14" 6"-Prodiict Diayram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' 4" Primary Load Group - Residential - Exterior Balconies (psf): 60.0 Live at 100 % duration, 26.5 Dead Vertical Loads: Comment Type Class Live Dead Location Application Uniform(plf) Floor(1 00) 120.0 53.0 6'To 11' Adds To Point(lbs) Floor(1 00) 310 137 11' - Point(lbs) Floor(1 00) 288 1032 7' - Uniform(plf) Floor(1 00) 180.0 67.0 OTo 6' Adds To Point(lbs) Floor(1 00) 105 47 6' - SUPPORTS: 1 Stud wall Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 5.50" 2.83" 2481 /1723/0/4204 5.50" 1.50" 1268/923/0/2191 Detail Other Overhang 1 Ply 1 3/4" x 11 1/4" 1.9E Microllam® LVL LI 1 Ply 1 3/4" X 11 1/4" 1.9E MicrollamCS LVL DESIGN CONTROLS: Maximum Design Control Control Shear (Ibs) 3372 2937 7481 Passed (39%) Moment (Ft-Lbs) 11259 11259 16137 Passed (70%) Live Load Defl (in) 0.281 0.465 Passed (L/595) Total Load Defl (in) 0.512 0.697 Passed (L/327) Location Lt. end Span 1 under Floor loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading -Deflection Criteria: Specified(LL:L/360,TL:L/240). Additional checks follow. -Left Overhang:(LL:L/180, TL:L/120). -Bracing(Lu): All compression edges (top and bottom) must be braced at 9' 2" o/c unless detailed othenwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone : 9492713300 AHernandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ9.sms FJ9 2 Pes of 1 3/4" X 11 1/4" 1.9E Microllam® LVL A Vltveriiaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 4:17:25 PM ge2 Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group D60 2.75" Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Required Bearing Length in Max. Unbraced Length (in) 110 13' 11.25" 4204 2481 2.S3{W) 110 110 2191 1268 1.50(W) Loading on all spans, LDF = Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) N/A Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) 0 0.90 , 1.0 Dead -120 1338 -858 -252 1470 -907 1043 1723 907 1723 923 -281 5405 Loading on all spans, LDF Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.00 , 1.0 Dead + 1.0 Floor -397 2937 -1968 -832 3372 -2102 N/A -0.122 -0.234 4204 4204 -927 1965 10860 0.263 0. 493 2102 2144 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead ear at Support (lbs) -397 1385 -812 X Shear at Support (lbs) -832 1517 -861 ohear Within Span (lbs) N/A 1090 Member Reaction (lbs) 2349 861 Support Reaction (lbs) 2349 873 Moment (Ft-Lbs) 0 -927 4980 Live Deflection (in) 0.016 -0.019 Total Deflection (in) -0.096 0.212 +1.0 Floor ALTERNATE span loading on even # spans, LDF = Shear at Support (lbs) -120 Max Shear at Support (lbs) -252 Shear Within Span (lbs) N/A Member Reaction (lbs) 3578 Support Reaction (lbs) 3578 Moment (Ft-Lbs) 0 -281 Live Deflection (in) -0.139 Total Deflection (in) -0.251 1.00 , 1.0 Dead 2890 -2015 3326 -2149 1918 + 1.0 Floor 11259 0.281 0.512 2149 2191 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser E;usiness Microllam® is a registered trademark of Trus Joist. P; \CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysls\Structural\TJI\Bldg 6\FJ9.sms Thornton Tomasetti PROJECT PROJECT WO. DATE O 6 BY Sr" SHEET of SUBJECT CHECKED BY DRAWING NO. CO<-~> QLO^ t-- A Jl - 2i^f A [(."o-c^ \ 3/ •^A VC^'erhaeu.';er FJ10 AVt^'erhaeuser Biisiness 1 3/4" X 11 1/4" 1.9E Microllam® LVL (d) 16" o/c TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 4:19:53 PM Eage 1 Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 7" : iijn I I t-r—4- 1^0 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Exterior Balconies (psf): 60.0 Live at 100 % duration, 26.5 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(plf) Floor(I.OO) 96.0 344.0 4' SUPPORTS: 1 Stud wall 2 Stud waW Input Bearing Vertical Reactions (Ibs) Detail Width Length Live/Dead/Uplift/Total 4.00" 1.50" 469/444/0/913 Overhang 5.50" 5.50" 261 / 262 / 0 / 523 End, TJI Blocking Other 1 Ply 1 3/4" X 11 1/4" 1.9E Microllam® LVL 1 Ply 1 3/4" X 11 1/4" 1.9E Microllam® LVL JJESIGN CONTROLS: 1 Maximum Design Control Control Location jhear (lbs) 663 536 3741 Passed (14%) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 913 913 2975 Passed (31%) Bearing 1 under Floor loading Moment (Ft-Lbs) 862 862 8391 Passed (10%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0.004 0.149 Passed (L/999+) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.010 0.223 Passed (L/999+) MID Span 1 under Floor ALTERNATE span loading TJPro 73 30 Passed Span 1 -Deflection Criteria: Specified(LL:L/360,TL:L/240). Additional checks follow. -Left Overhang:(LL:L/180, TL:L/120). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 7' o/c unless detailed othenA/ise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.84 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone : 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllarn® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ10.sms FJ10 Vltj'erhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 4:19:53 PM ige 2 Engine Version: 6,20.16 1 3/4" X 11 1/4" 1.9E Microllam® LVL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ10.sms TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 4:19:53 PM ige 3 Engine Version: 6.20.16 FJ10 1 3/4" X 11 1/4" 1.9E Microllam® LVL &> 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 2' 2.00" 5.50" Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) 84 913 469 1.50(W) 84 84 523 261 5.50(W) Loading on all spans, LDF =• Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) N/A Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) N/A 0.90 , 1.0 Dead -38 328 -213 -77 367 -249 303 444 249 444 262 -83 531 ,0 Dead + 1.0 Floor -123 536 -320 -250 663 -438 452 Loading on all spans, LDF = 1.00 , 1 Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) N/A Member Reaction (lbs) 913 Support Reaction (lbs) 913 Moment (Ft-Lbs) 0 -271 751 Live Deflection (in) -0.001 0.003 Total Deflection (in) -0.005 0.009 438 481 LTERNATE span loading on odd # spans, LDF = 1.00 Fear at Support (lbs) -123 371 Max Shear at Support (lbs) -250 410 Shear Within Span (lbs) N/A 345 Member Reaction (lbs) 659 Support Reaction (lbs) 659 Moment (Ft-Lbs) 0 -271 421 Live Deflection (in) 0.003 -0.002 Total Deflection (in) -0.001 0.005 . 0 Dead + 1.0 FJ.oor -171 -207 207 220 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + Shear at Support (lbs) -38 494 -362 Max Shear at Support (lbs) -77 621 -480 Shear Within Span (lbs) N/A 410 Member Reaction (lbs) 698 480 Support Reaction (lbs) 698 523 Moment (Ft-Lbs) N/A -83 862 Live Deflection (in) -0.004 0.004 Total Deflection (in) -0.008 0.010 1.0 Floor PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser B\isiness Microllam^i is a registered trademark of Trus Joist. P-\CAl\ProjectE\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ10 sms FJ11 A^verhaeuser Basiness TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 4:21:30 PIVI ge 1 Engine Version: 6.20.16 1 3/4" X 11 1/4" 1.9E Microllam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 1B5 Overall Dimension: 9' Product Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' Primary Load Group - Residential - Living Areas (psf): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(plf) Floor(I.OO) 40.0 18.0 OTo 9' Adds To Uniform(plf) Floor(I.OO) 90.0 40.0 0To9' Adds To Point(lbs) Floor(I.OO) 128 459 4' - SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/Uplift/Total 5.50" 2.09" 851 /703/0/1554 5.50" 1.50" 497/327/0/824 Detail Other Overhang 1 Ply 1 3/4" x 11 1/4" 1.9E Microllam® LVL End, Rim 1 Ply 1 1/2" x 11 1/4" 1.5E TimberStrand® LSL iSIGN CONTROLS: Maximum Shear (Ibs) 1123 Moment (Ft-Lbs) 1491 Live Load Defl (in) Total Load Defl (in) Design Control Control 897 3741 Passed (24%) 1491 8069 Passed (18%) 0.020 0.215 Passed (L/999+) 0.037 0.322 Passed (L/999+) Location Lt. end Span 1 under Floor loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 4" o/c unless detailed othenwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: Crescent del Sol OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone : 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P;\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJll.sms FJ11 W^'erhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 4:21:30 PM age 2 Engine Version: 6.20.16 1 3/4" X 11 1/4" 1.9E Microllam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 2' 2.75" 5.25" Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Required Bearing Length in Max. Unbraced Length (in) 1554 851 2.09(W) 824 497 1.50(W) Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) -67 487 -239 Max Shear at Support (lbs) -141 561 -306 Shear Within Span (lbs) N/A 449 Member Reaction (lbs) 703 306 Support Reaction (lbs) 703 327 Moment (Ft-Lbs) 0 -158 737 Loading on all spans, LDF Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.00 1.0 Dead + 1.0 Floor -206 -431 N/A -0.009 -0.022 897 1123 780 -504 -709 1554 1554 -481 1301 0. 015 0.032 709 774 [.TERNATE span loading on odd # spans, LDF = 1.00 sar at Support (lbs) -206 538 Max Shear at Support (lbs) -431 612 Shear Within Span (lbs) N/A 499 Member Reaction (lbs) 1043 256 Support Reaction (lbs) 1043 275 Moment (Ft-Lbs) 0 -481 516 Live Deflection (in) 0.009 -0.005 Total Deflection (in) -0.005 0.012 .0 Dead +1.0 Floor -188 -256 ALTERNATE span loading on even # Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) spans, LDF = 1.00 , 1.0 Dead -67 847 -554 -141 1073 -760 N/A 730 1214 760 1214 824 0 -158 1491 -0.017 0.020 -0.030 0.037 +1.0 Floor PROJECT INFORMATION: Crescent del Sol OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P;\CAl\Projects\GG5 YEAR 2005\GG5532.00 ~ Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJll.sms Thornton Tomasetti PROJECT PROJECT MO. DATE 61 h 6 BY /A^ SHEET of SUBJECT CHECKED BY DRAWING NO. u> I I . IH /^fi^iKf , 7 CAiur j J^U>. ^ C:> 0^ = \Q-0"*/, v'L.-lC.*^/, ^gZ JL^ Z H[ i UJ !2-V i Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com TM TM TM TM Title: s Dsgnr: 36T? Description: Scope: Yc(Sbs TM TM TM TM Yc@ Date: Job#n-|@ 4:26PM, 17 OCT 06 General Timber Beam Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 Jc)1983-2003 ENERCALC Engineering Software Description FB1 1 rev bldg6.ecw:Calculations General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density MicroLam: 5.25x11.25 5.250 in 11.250 in Manuf/So.Pine 1.000 Pin-Pin 35.000 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined CenterSpan 14.00 ft Lu 2.00 ft Left Cantilever 2.00ft Lu 2.00 ft Right Cantilever ft Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Full Length Uniform Loads I Center DL 120.00 #/ft LL . . ^^^^ 270,00 #/ft Left Cantilever DL 120.00 #/ft LL 270.00 #/ft Right Cantilever DL #/ft LL #/ft J'oint Loads Dead Load Live Load ...distance 1,147.0 lbs 320.0 Ibs 4.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Summary Beam Design OK Span= 14.00ft, Left Cant= Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,398.29 psi Fb 2,892.72 psi 2.00ft, Beam Width = 5.25ain x Depth = 11.25in, Ends are Pin-Pin 0.483 : 1 12.90 k-ft -0.27 k-ft 12.9 k-ft 26.7 k-ft at at 6.009 ft 0.000 ft -0.81 0.00 26.70 fv Fv k-ft k-ft Maximum Shear Allowable Shear: Camber: 1.5 5.4 k 17.1 k 90.77 psi 290.00 psi Reactions... LeftDL Right DL 2.05 k 1.25 k @ Left 3.94 k @ Right 3.23 k @ Left 0.109 in @ Center 0.238 in @ Right 0.000 in Max 4.74 k Max 3.23 k Deflections Dead Load -0.158 in 6.712 ft 1,060.2 Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. Defl). @ Center 0.238 in ©Left 0.109 in @ Right 0.000 in Total Load -0.365 in 6.840 ft 460.20 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.073 in 658.8 0.000 in 0.0 Total Load 0.166 in 289.7 0.000 in 0.0 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s™™™™Yc(J Dsgnr: 36 ? Description : Scope: jTM TMTMTM Date: Job # n-| @ 4:26PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 ' rev bldg6.ecw:Calculations : Description FBI General Timber Beam Stress Calcs ' Bending Analysis Ck 21.298 Le 4.118 ft Sxx 110.742 in3 Area 59.063 in2 Cf 1.000 Rb 4.492 CI 0.997 Max Moment Sxx Rea'd Allowable fb @ Center 12.90 k-ft 53.53 in3 2,892.72 psi @ Left Support 0.81 k-ft 3.35 in3 2,892.72 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.36 k 4.30 k Area Required 18.487 in2 14.837 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 4.74 k Bearing Length Req'd 1.390 in Max. Right Reaction 3.23 k Bearing Length Req'd 0.947 in Query Values 1 M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -0.81 k-ft 3.94 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft -0.81 k-ft 3.94 k 0.0000 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s™™™™Ycg Dsgnr: 36i? Description : Scope : 3 TM TMTMTM Yc@ Job # n-| @ Date: 4:55PM, 17 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0.1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description FB2 Steel Beam Design Page 1 rev bldg6.ecw:Calculations genera! Information Steel Section : W12X45 Center Span 24.00 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00 ksi 1.00 29,000.0 ksi Distributed Loads • DL LL ST Start Location End Location #1 0.312 0.470 #2 0.399 0.429 13.500 #3 #4 #5 Note! Short Term Loads Are WIND Loads. #6 #7 k/ft km k/ft ft ft Summary Using: W12X45 section. Span = 24.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment 97.419 k-ft fb : Bending Stress 20.261 ksi fb / Fb 0.853 :1 Shear 17.956 k fv : Shear Stress 4.444 ksi fv / Fv 0.309 : 1 Beam OK static Load Case Governs Stress Allowable 114.246 k-ft 23.760 ksi 58.177 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.979 in 652.8 : 1 294.1 :1 Force & Stress Summary DL «~ These columns are; Dead + Live Load placed as noted • LL LL+ST LL LL+ST Maximum Onlv (5? Center 0) Center (St Cants ©. Cants Max. M + 97.42 k-ft 43.98 97.42 k-ft Max. M -k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 17.96 k 8.15 17.96 k Shear @ Right 13.07 k 5.80 13.07 k Center Defl. -0.979 in -0.441 -0.979 -0.979 0.000 0.000 in Left Cant Defl O.OOOin 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 17.96 8.15 17.96 17.96 k Reaction @ Rt 13.07 5.80 13.07 13.07 k Fa calc'd per Eq. E2-1, K*L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Title: s™™™™Yc(e Dsgnr: 36i? Description : Scope : 3™™TMTMYC@ Job#n-|@ Date: 4:55PM, 17 OCT 06 Description FB2 Steel Beam Design Page 2 rev bldg6.ecw:Calculations [Section Properties W12X45 Depth 12.060 in Weight 44.84 #/ft Web Thick 0.335 in Ixx 348.000 in4 Width 8.045 in lyy 50.000 in4 Flange Thick 0.575 in Sxx 57.700 in3 Area 13.20 in2 Syy 12.400 in3 Rt 2.150 in R-xx 5.150 in Values for LRFD Design.... R-yy 1.950 in J 1.310 in4 Zx 64.200 in3 Cw 1,650.00 in6 Zy 19.000 in3 K 1.080 in Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWIIMG NO. F63 JL' 'H-f-^ . . . : I j.. 3 V2. ^ 7a PS L UJ>1 I Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s Dsgnr: 30i? Description : Scope: TM TM TM TM Yc@s ™ ™ ™ ™Yc@ Job # n-| @ Date: 4:55PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam „ ^^?^. ^ rev bldg6.ecw:Calculations [ Description FB3 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined '; Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density 5.25x9.5 5.250 in 9.500 in Manuf/So.Pine 1.000 Pin-Pin 35.000 pcf Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow 1.00 ft Lu ft Lu ft Lu Parallam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2.000.0 ksi 0.00 ft 0.00 ft 0.00 ft ^ull Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 89.00 #/ft #/ft #/ft LL LL LL ««»;ai;ss?sE:i.:-.- 133.00 #/ft m m Summary Beam Design OK Span= 1.00ft, Beam Width = 5.250in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 4.45 psi Fb 2,900.00 psi 0.007 : 1 0.0 k-ft 19.1 k-ft 0.03 k-ft 0.00 k-ft at at 0.500 ft 0.000 ft 0.00 0.00 19.08 fv Fv k-ft k-ft Maximum Shear Allowable Shear: Camber. 1.5 0.1 k 14.5 k 2.03 psi 290.00 psi Reactions... LeftDL Right DL 0.05 k 0.05 k @ Left 0.12k @ Right 0.12k @ Left O.OOOin @ Center O.OOOin @ Right O.OOOin Max 0.12k Max 0.12 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load total Load* Deflection 0.000 in 0.000 in Deflection 0.000 in 0.000 in ...Location 0.500 ft 0.500 ft ...Length/Defl 0.0 0.0 ...Length/Defl 3956,776.2 1709015.13 Right Cantilever... Camber ( using 1.5 * D.L. Defl)... Deflection 0.000 in 0.000 in @ Center 0.000 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in [stress Calcs :-:: ,. , r:'-''!'^^'^ Bending Analysis Ck 21.298 Le 0.000 ft Sxx 78.969 in3 Area 49.875 in2 Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Rea'd Allowable fb @ Center 0.03 k-ft 0.12 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.10 k 0.10 k Area Required 0.349 in2 0.349 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 0.12 k Bearing Length Req'd 0.034 in Max. Right Reaction 0.12 k Bearing Length Req'd 0.034 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com QTM TMTMTM Title : S Dsgnr: 30i? Description : Scope: Yc(J 3™™TMTMYc@ Job#n-|@ Date: 4;55PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 Description FB3 rev bldg6.ecw:Calculations Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 0.12 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s ™ ™ ™ ™Yc@s ™ ™ ™ ™Yc@ Job # n-| @ Dsgnr: 36T? Date: 5:01PM, 17 OCT 06 Description : Scope : Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam P^P^,/" ^ rev bldg6.ecw:Calculations Description FB4 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ' Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Prllm: 5.25x9.5 5.250 in 9.500 in Manuf/So.Pine 1.000 Pin-Pin 35.000 pcf CenterSpan 9.50 ft Lu Left Cantilever ft .... .Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 2.00 ft 0.00 ft 0.00 ft IFUII Length Uniform Loads Center DL 120.00 #/ft LL 180.00 #/ft Left Cantilever DL #/ft LL #m Right Canfilever DL #/ft LL #m Trapezoidal Loads 1 #1 DL@Lefi 36.00 #/ft LL @ Left 53.00 #/ft Start Loc 4.500 ft DL @ Right 36.00 #/ft LL(@ Right 53.00 #/ft End Loc 9.500 ft #2 DL @ Left 126.00 #/ft LL@Left 190.00 #/ft Start Loc 0.000 ft DL @ Right 126.00 #/ft LL(g Right 190.00 #/ft End Loc 4.500 ft Point Loads 1 ! Dead Load 1,249.0 lbs "lbs" Live Load 1,981.0 Ibs lbs Ibs lbs Ibs Ibs Ibs ...distance 4.500 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 9.50ft, Beam Width = 5.250in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio 0.701 :1 Maximum Moment 13.3 k-ft Maximum Shear * 1.5 5.9 k Allowable 19.0 k-ft Allowable 14.5 k Max. Positive Moment 13.35 k-ft at 4.484 ft Shear: @ ] Left 4.38 k Max. Negative Moment 0.00 k-ft at 0.000 ft ! Right 3.68 k Max @ Left Support 0.00 k-ft Camber: ^ ! Left O.OOOin Max @ Right Support 0.00 k-ft @ ! Center 0.154 in Max. M allow 19.04 Reactions... @ ) Right O.OOOin ft3 2,028.24 psi fv 117.52 psi LeftDL 1.77 k Max 4.38 k Fb 2,893.89 psi Fv 290.00 psi Right DL 1.49 k Max 3.68 k Deflections Center Span... Deflection ...Locafion ..Length/Defl Dead Load -0.102 in 4.674 ft 1,113.8 Total Load -0.256 in 4.674 ft 445.61 Camber ( using 1.5 * D.L. Defl). J Center @ Left @ Right 0.154 in 0.000 in 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Title : s™™™™Yc(gs™™™™Yc(g Job #n-\@ Dsgnr: 361? Date: 5:01PM, 17 OCT 06 Description : Scope: Description FB4 General Timber Beam Page 2 rev bldg6.ecw:Calculations Stress Calcs Bending Analysis Ck 21.298 Le 4.118 ft Sxx 78.969 in3 Area 49.875 in2 Cf 1.000 Rb 4.128 CI 0.998 Max Moment Sxx Req'd Allowable fb @ Center 13.35 k-ft 55.35 in3 2,893.89 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.86 k 5.06 k Area Required 20.211 in2 17.444 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 4.38 k Bearing Length Req'd 1.285 in Max. Right Reaction 3.68 k Bearing Length Req'd 1.078 in Query Values M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 4.38 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Thornton Tomasetti PROJECT PROJECT NO. ' J DATE ^ BY SHEET of SUBJECT CHECKED BY DRAWING NO. 28S"i FB g JL^ G-^-^ _^ , . : ; 1 j i : . , ' ; , i : ^ - t •2~L,.S tHo ] ~ \ \(z,*l lO-iA^I, Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: s Dsgnr: 36i? Description : Scope: TM TM TM TM Yc(^S™ ™ ™ ™YC(^ Date: Job* n-|@ 5:03PM, 17 OCT 06 Rev: 680004 User: KW-0600037, Ver 5.8.0.1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Description FB5 Page 1 rev bldg6.ecw:Caloulations General Information Section Name Prllm: Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 5.25x9.5 5.250 in 9.500 in Manuf/So.Pine 1.000 Pin-Pin 35.000 pcf CenterSpan 6.00ft .. .. .Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 2.00 ft 0.00 ft 0.00 ft {FUII Length Uniform Loads I Center DL 126.00 #/ft LL 285.00 #/ft Left Cantilever DL #/ft LL m Right Cantilever DL #/ft LL m Trapezoidal Loads \ 1 #1 DL @ Left 175.00 #/ft LL @ Left m. Start Loc 0.000 ft DL @ Right 175.00 #/ft LL @ Right m End Loc 6.000 ft Point Loads Dead Load Live Load ...distance 603.0 Ibs 910.0 Ibs 3.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs ibs 0.000 ft Ibs Ibs 0.000 ft Summary Beam Design OK Span= 6.00ft, Beam Width = 5.250in x Max Stress Ratio Depth = 9.5in, 0.261 : 1 Ends are Pin-Pin Maximum Moment 5.0 k-ft Maximum Shear * 1.5 3.1 k Allowable 19.0 k-ft Allowable 14.5 k Max. Positive Moment 4.96 k-ft at 3.000 ft Shear: @ Left 2.55 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.55 k Max @ Left Support 0.00 k-ft Camber: @ Left O.OOOin Max @ Right Support 0.00 k-ft @ Center 0.028 in Max. M allow 19.04 Reactions... @ Right O.OOOin fb 753.88 psi fv 62.90 psi LeftDL 1.24 k Max 2.55 k Fb 2,893.89 psi Fv 290.00 psi Right DL 1.24 k Max 2.55 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5' @ Center @ Left @ Right Dead Load -0.018 in 3.000 ft 3,908.6 D.L. Defl)... 0.028 in 0.000 in 0.000 in Total Load -0.039 in 3.000 ft 1,849.46 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load Total Load 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com TM TM TM TM Title: s Dsgnr: 30i? Description; Scope: Yc<t 5 TM TMTMTM YQ(g Date: Job#n-|@ 5:03PM, 17 OCT 06 Rev: 580004 User: KW-0600037. Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 rev bldg6.ecw:Calculations Description FB5 Stress Calcs Bending Analysis Ck 21.298 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 4.118ft 4.128 Max Moment 4.96 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 3.14 k 10.818 in2 290.00 psi 2.55 k 2.55 k Sxx 78.969 in3 Area CI 0.998 Sxx Req'd 20.57 in3 0.00 in3 0.00 in3 @ Right Support 3.14 k 10.818 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 49.875 in2 Allowable fb 2,893.89 psi 2,900.00 psi 2,900.00 psi 0.748 in 0.748 in Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 2.55 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: s™™™™Yc(gs™™™™Yc(g Dsgnr: 30i? Date: Description: Scope: Job#n]@ 5:06PM, 17 OCT 06 Vloo Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB6 General Timber Beam Page 1 rev bldg6.ecw:Calculations General Information Section Name Prllm: Beam Width Beam Depth IVIember Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined 5.25x9.5 CenterSpan 9.00 ft Lu 2.00 ft 5.250 in Left Canfilever ft Lu 0.00 ft 9.500 in Right Canfilever ft Lu 0.00 ft Manuf/So.Pine Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi 1.000 Fv Allow 290.0 psi Pin-Pin Fc Allow 650.0 psi 35.000 pcf E 2,000.0 ksi LFUII Length Uniform Loads Center Left Cantilever Right Canfilever DL DL DL 146.00 m m #/ft LL LL LL 220.00 #/ft m m Point Loads Dead Load 860.0 Ibs Ibs Ibs Ibs Live Load Ibs Ibs Ibs Ibs ...distance 2.000 ft 0.000 ft 0.000 ft 0.000 ft Ibs Ibs 0.000 ft lbs Ibs 0.000 ft Ibs Ibs 0.000ft Summary Beam Design OK Span= 9.00ft, Beam Width = 5.250in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 4.74 k-ft Max. Negative Moment 0.00 k-ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 Max. M allow 19.04 fb 719.80 psi fv Fb 2,893.89 psi Fv 0.249 : 1 4.7 k-ft 19.0 k-ft at at 3.996 ft 9.000 ft Maximum Shear Allowable Shear: 1.5 3.1 k 14.5 k k-ft 62.69 psi 290.00 psi Reactions... LeftDL Right DL Camber: 1.38 k 0.90 k @ Left 2.37 k @ Right 1.89 k @ Left O.OOOin @ Center 0.075 in @ Right O.OOOin Max 2.37 k Max 1.89 k Deflections Center Span... Deflection ...Locafion ...Length/Defl Camber ( using 1.5 ' @ Center @ Left @ Right Dead Load -0.050 in 4.284 ft 2,161.1 D.L. Defl)... 0.075 in 0.000 in 0.000 in Total Load -0.093 in 4.392 ft 1,158.74 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflecfion ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s ™ ™ ™ ™Yc(gs ™ ™ ™ ™Yc@ Dsgnr: 36i? Date: Description : Scope: Job#n^@ 5:06PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 lev bldg6.ecw:Calculations | Description FB6 Stress Calcs Bending Analysis Ck 21.298 Le 4.118ft Sxx 78.969 in3 Area 49.875 in2 Cf 1.000 Rb 4.128 CI 0.998 Max Moment Sxx Req'd Allowable fb @ Center 4.74 k-ft 19.64 in3 2,893.89 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis (^ ! Left Support @ Right Support Design Shear 3.13 k 2.41 k Area Required 10.782 in2 8.311 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 2.37 k Bearing Length Req'd 0.695 in Max. Right Reacfion 1.89 k Bearing Length Req'd 0.555 in Query Values M, V, & D Specified Locations @ Center Span Location = 0.00 ft @ Right Cant Locafion = 0.00 ft @ Left Cant. Location = 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 2.37 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton Tomasetti PROJECT PROJECT HO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. ; -———^—\—•—'—> ^''^^x \ CB J^- ^o' 6 I H It- K t> ^ • ^ f- //5 UJ ^ \ AJJ . c \ ' ' ' ' 2-/«MK • ^ , ; ^'Z^..- ^i^A J2. ^ r-i Thornton Tomasetti PROJECT PROJECT NO. DATE ^/c>6> BY ^ r SHEET of SUBJECT CHECKED BY DRAWING NO. 132) +- zoo + 775- ' lAHH (O '-6 " lAj 17, <^ U Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 vvww.thettgroup.com Title : S™™™™YC@S™™™™YC@ Job# n-l@ Dsgnr: 36i? Date: 5:57PM, 17 OCT 06 Description : Scope: Rev: 580004 User: KW-0600037, Ver 5.8.0. 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Description FB7 Page 1 rev btdg6.ecw:Calculations [General Information Section Name Prllm: 3.5x11.875 Beam Width 3.500 in Beam Depth 11.875 in Member Type Manuf/So.Pine Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined CenterSpan 10.50 ft Lu 2.00 ft Left Cantilever 1.50ft Lu 1.50 ft Right Canfilever ft Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Full Length Uniform Loads Center DL Left Canfilever DL Right Cantilever DL 259.00 #/ft 259.00 #/ft #/ft LL LL LL 390.00 #/ft 390.00 #/ft #/ft Summary Beam Design OK Span= 10.50ft, Left Cant= Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negafive Moment Max @ Left Support Max @ Right Support Max. M allow fb 1,303.06 psi Fb 2,881.57 psi 1.50ft, Beam Width = 3.500in x 0.452 : 1 8.9 k-ft 19.8 k-ft Depth = 11.875in, Ends are Pin-Pin 8.93 k-ft -0.30 k-ft at at 5.274 ft 0.000 ft -0.74 0.00 19.75 fv Fv k-ft k-ft Maximum Shear' Allowable Shear: Camber: 1.5 4.3 k 12.1 k 104.62 psi 290.00 psi Reacfions... LeftDL Right DL 1.85 k 1.38 k @ Left 3.53 k @ Right 3.43 k @ Left 0.045 in @ Center 0.107 in @ Right O.OOOin Max 4.52 k Max 3.43 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. @ Center @ Left @ Right Dead Load -0.072 in 5.274 ft 1,758.5 Defl)... 0.107 in 0.045 in 0.000 in Total Load -0.181 in 5.274 ft 696.76 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.030 in 1,192.5 0.000 in 0.0 [stress Calcs Total Load 0.079 in 456.7 0.000 in 0.0 Bending Analysis Ck 21.298 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reacfion Max. Right Reaction Le Rb 4.118 ft 6.923 Max Moment 8.93 k-ft 0.74 k-ft 0.00 k-ft @ Left Support 4.35 k 14.994 in2 290.00 psi 4.52 k 3.43 k Sxx CI 82.259 in3 0.994 Sxx Req'd 37.20 in3 3.08 in3 0.00 in3 @ Right Support 4.20 k 14.480 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Area 41.563 in2 Allowable fb 2,881.57 psi 2,886.56 psi 2,900.00 psi 1.987 in 1.508 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : S™™™TMYC@S™™™™YC@ Job# n^@ Dsgnr: 30i? Date: 5:57PM, 17 OCT 06 Description : Scope: Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 rev bldg6.ecw:Calculations Description FB7 Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Locafion = 0.00 ft 0.00 ft 0.00 ft Moment -0.74 k-ft 0.00 k-ft -0.74 k-ft Shear 3.53 k 0.00 k 3.53 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s™™™™Yc@s™™™™Yc@ Job # n^@ Dsgnr: 30T? Date: 5:27PM, 17 OCT 06 Description : Scope: Rev: 580007 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Multi-Span Steel Beam ^^p^,^ I rev bldg6.ecw:Calculations [. Description FB8 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 [ Fy - Yield Stress 36.00 ksi Load Duration Factor 1.00 Spans Considered Continuous Over Supports Span Information Descripfion Span Steel Section End Fixity Unbraced Length Left span 17.00 W12X26 Pin-Pin 2.00 Rlgtit Span 10.00 W12X26 Pin-Pin 2.00 Loads Live Load Used This Spar ? Yes Yes Dead Load k/ft 0.316 0.316 Live Load k/ft 0.659 0.659 Start ft 10.000 End ft 17.000 1.000 DL @ Left k/ft 0.199 0.093 DL @ Right k/ft 0.292 LL @ Left m 0.300 0.140 LL @ Right k/ft 0.440 Start ft 1.000 End ft 17.000 10.000 Point #1 DL k 1.456 1.494 LL k 2.456 3.164 JX ft 10.000 0.500 Point #2 DL k 1.199 LL k 1.365 JX ft 1.000 Point #3 DL k 0.514 LL k 0.775 (g !X ft 3.500 Results Mmax @ Cntr k-ft 31.36 0.00 @X = ft 9.97 10.00 Max @ Left End k-ft 0.00 -34.99 Max @ Right End k-ft -34.99 0.00 fb : Actual psi 12,574.8 12,574.3 Fb : Allowable psi 23,760.0 23,760.0 fv : Actual psi Bending OK Bending OK fv : Actual psi 5,458.2 4,491.7 Fv : Allowable psi 14,400.0 14,400.0 [Reactions & Deflections t Shear @ Left k 5.86 12.62 Shear @ Right k 15.34 2.09 Reacfions... DL @ Left k 2.24 10.28 LL @ Left k 3.62 17.68 Total @ Left k 5.86 27.97 DL @ Right k 10.28 -0.74 LL @ Right k 17.68 -1.35 Total @ Right k 27.97 -2.09 Max. Deflection in -0.235 0.044 @X = ft 8.27 4.07 Span/Deflection Ratio 869.3 2,722.0 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: s™™™TMYc(gs™™™™Yc(g Dsgnr: 36i? Date: Description : Scope: Job#H(g 5:27PM, 17 OCT 06 Diol Rev: 580007 User: KW-0600037. Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB8 Multi-Span Steel Beam Page 2 f rev bldg6.ecw:Calculations 1} I Query Values Locafion ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 5.86 12.62 0.00 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.00 -34.99 0.00 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: s™™™™Yc(gs Dsgnr: 36i? Description : Scope: TM TM TM TM Yc@ Job# n-lig Date: 5:29PM, 17 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software —-— ."-""'sgaw " Description FB9 Page 1 [ rev bldg6.ecw:Calculations t, Steel Beam Design [General Information Steel Section : W12X26 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Center Span Left Cant. Right Cant Lu: Unbraced Length 10.50 ft 0.00 ft 0.00 ft 2.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elasfic Modulus 50.00 ksi 1.00 29,000.0 ksi Distributed Loads #2 #3 #4 #5 0.172 0.048 0.200 Note! Short Tenn Loads Are WIND Loads. , #1 #6 #7 DL LL ST Start Location End Location 0.219 0.330 10.500 8.000 6.000 k/ft k/ft k/ft ft ft Summary Using: W12X26 section. Span = 10.50ft, Fy = 50.0ksi End Fixity = Pinned-Pinned, Lu = 2.00ft, LDF = 1.000 Actual Moment 12.230 k-ft fb : Bending Stress 4.394 ksi fb/Fb 0.133:1 Beam OK static Load Case Governs Stress Shear fv : Shear Stress fv/Fv 4.933 k 1.755 ksi 0.088 : 1 Allowable 91.850 k-ft 33.000 ksi 56.212 k 20.000 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.041 in 6,429.1 :1 3,108.8 :1 Force & Stress Summary Maximum 12.23 k-ft DL Onlv 5.91 • These columns are Dead + Live Load placed as noted - Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per Eq. E2-1, K*L/r<Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 4.93 k 3.97 k -0.041 in O.OOOin 0.000 in 0.000 ft 4.93 3.97 2.34 1.89 -0.020 0.000 0.000 0.000 2.34 1.89 LL (3) Center 12.23 4.93 3.97 -0.041 0.000 0.000 0.000 4.93 3.97 LL+ST (S) Center LL (5) Cants LL+ST (5i Cants -0.041 0.000 0.000 0.000 4.93 3.97 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Rev: 580006 User: KW-0600037, Ver 5.8.0.1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software TM TM TM TM Title : s Dsgnr: 36T? Description : Scope: Yc^ 3 TM TMTMTM Yc@ JOb#ni@ Date: 5:29PM, 17 OCT 06 Description FB9 Steel Beam Design Page 2 ; rev bldgS.ecw:Calculations ' [Section Properties W12X26 Depth 12.220 in Weight 25.98 #/fl Web Thick 0.230 in Ixx 204.000 in4 Width 6.490 in lyy 17.300 in4 Flange Thick 0.380 in Sxx 33.400 in3 Area 7.65 in2 Syy 5.340 in3 Rt 1.720 in R-xx 5.170 in Values for LRFD Design.... R-yy 1.510 in J 0.300 in4 Zx 37.200 in3 Cw 606.00 in6 Zy 8.170 in3 K 0.680 in Thornton Tomasetti PROJECT 0..e^.^^^ DF.^.. "r^L. PROJECT MO. DATE \ 1 BY SHEET Of SUBJECT fe,A,^c>iafe--^ Cs. CHECKED BY DRAWIWG wo. \ Ba5r /A"T"TIC- /l&p + I.- QA?A^ ) A ( K^/oT^ ~ (05 XC^/O^ A-.<\- 2p—] fi3\ ^ : ! I ; ; : ^ Al A \=b>t\^/'i- J Thornton Tomasetti PROJECT SUBJECT ^[X\^^,^i^ g 'oo4<::7 !. 4 0_ PROJECT WO. DATE BY SHEET of CHECKED BY DRAWING WO. ^5 9 -a— Thornton Tomasetti l_A-T 4-4- PROJECT PROJECT NO. DATE BY SHEET of SUBJECT feu H_Olkifcrx U CHECKED BY DRAWIWG WO. 1 1 i L A" Thornton Tomasetti D1I3 PROJECT PROJECT WO. DATE BY SHEET of SUBJECT '?='-:i.).\--D\^i^!s-^ a? CHECKED BY DRAWIWG WO. 1 u • ^ ^ \ • t> ^. - ' c.^"^ J. ; : 1 . / .. 1.... Ohi.. ^ • ; i ! I 12. 4 Thornton Tomasetti PROJECT PROJECT NO. DATE 6^06, BY SHEET of SUBJECT CHECKED BY DRAWIWG NO. fSoof^ • ! _J --1 1 i ' • ' ; ' Thornton Tomasetti PROJECT PROJECT WO. DATE BY AI %• SHEET of SUBJECT CHECKED BY DRAWING WO. TPMJS Vfcia:^^ i-iiot K JL'KS.'^-^Q'^ - A>i4^ 10, Bco CL \A^^. rnoo cAe* c-'.B*:^ -A^ i ^ I I i I : : , C5TM= MSD/IS.^ !/ I'^ ) = h-^A^ , : I I ^.7 Thornton Tomasetti PROJECT S^D6r 6 PROJECT NO. DATE OQ. BY /"i/lS-SHEET of SUBJECT CHECKED BY DRAWING WO. fLoto Poo f=^ TP-A-HSU£p£.e CotJT B .S. I ^ 1,076 tf/^, ^^oof^-^ 'i,.t^^AAY/^ W./ALL - ^\A>.A tier L^PUPT- A-y.'^- ^--(^ JL^ ^^.<^•f-h _ _ _ _ I ! ,4 ^ l^&.-r L) LI P T - iG''^ - I • £ Thornton Tomasetti PROJECT BLP& PROJECT WO. DATE ^ ID CS BY /VI Sr / SHEET of SUBJECT CHECKED BY DRAWIWG NO. V -If. 5 ^ 15'+ /l-S" + 7.5- > . . • • I • . ^ ^J ^J A'A - \Q, 7 : J2 = • 6. - •; /2M ^ .-I .^{j.^ts-tl^-^l &~ C"'^/:i] J 0' -]<^A - _____ Thornton Tomasetti Due PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING WO. 5> TYPi? S.S • : i JZ :/L/v&M V- M 4.\ Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWIWG NO. J^6J^/A <>'^-t^..... AT ^ I ^-^n-fe/ p. i'£.c^ "^--1 nu' ^K.-. ; ,(j> w f v L OAis-\A^\xO\AM^ (t.. ^-41 Thornton Tomasetti PROJECT PROJECT WO. DATE ^/O ^ BY SHEET of SUBJECT CHECKED BY DRAWIWG WO. Thornton Tomasetti Dm PROJECT PROJECT NO. DATE BY SHEET of SUBJECT ^^j^r^au-, ^7 CHECKED BY DRAWING WO. s ^ " ' ' " ^ i-7!4' ^'1 4^^4 A::>A ^^m/iAiy^ ' 4n4 C^l) ,cA • 4 4 'i' A. \ ..'>5,/l \ 1^ 0(fA ^^^^^ ^ 4 a^'" 4- •(.^^-J'AKAA (PO^-J (_ ^4.^*^ IA^^I ; ' ^- . .1 ...ik 'hA. A 4 4. jj 22^' A> • : 5v 4o^, '-".....^.A 4 ^c,.-^> ) ^AA'^^ Thornton Tomasetti 2.^ PROJECT LA-repiv L-PROJECT WO. DATE 6. loe BY SHEET of SUBJECT CHECKED BY DRAWIWG NO. ^ LiMf ' \ j 1^,-, ./Ln,4^ ; |. 4^7.4/ nLp^:>*'/^f A - j 7^ Y P/c ' o' [ A.A' '/3 3^ 1 ^/^v P ^ -B ^ 5/0 Thornton Tomasetti 4123 PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWIWG WO. 4- f 14 lb „(U-4« :...JL^L i^S^ ^!!ll^C'ir^ i4i. *' ln4fe L'"^'^4^4 ^ St^^^ri" C4c^C^^^/i'^ ^^44b A,"^: ; i.-.: „vi.4j,D41\ ^ c^f,-,,.lV,4:^.'^ ,.: : : ; 1 1 i \ : ; Thornton Tomasetti L\^e h.a^-n 12-,. •A. >7 D12-4 PROJECT PROJECT WO. DATE BY SHEET of SUBJECT CHECKED BY DRAWIWG NO. JL ^ <& ' '"'Alt TYP& ® Thornton Tomasetti PROJECT 6 UDfa ^ PROJECT WO. DATE ^/0-& BY SHEET of SUBJECT CHECKED BY DRAWING NO. I L; D / la "in 29 -S" 1^ -n , ^ _^ TY -B JL^ -H- u- : ; . i . ; I 1 I : Iw i • • ; / I - Sir '^4/ Thornton Tomasetti PROJECT B LP Gr PROJECT NO. DATE ID & BY M 'gr / SHEET of SUBJECT CHECKED BY DRAWIWG WO. A '7 B A- 7^ JZ ^ (^,11 -f-i- .4-4- 14 A? / W\A\ I w'i , _ i i . . i.. • Hi4^ ^'/^^ -YP& P> \ B -S • . ^"^ Thornton Tomasetti 4i'2l PROJECT PROJECT NO. DATE fc/Og, BY M V SHEET of SUBJECT SeCOUD ko Lt>0 UJ fj£> CHECKED BY DRAWING WO. Lw^ '?).04 j . I _ : . i,, i ' ! ....L- -'. = ^•^) (%^) = - 4^ _ , 'a 4^) ' ^ =^ *4'" ! ^ PM * D A ^zi (y\\A^^2>o )'^y^ = i c^l-4 ale 6 Y / S p (:)TM ^ T-'f [I-AJ] [ i »i 74.' t>t. 1=1/ '4^^) =^1*^4^ L \ I/) Thornton Tomasetti PROJECT PROJECT WO. DATE 6» y A 65 BY M Sr SHEET of SUBJECT SBCOtJ.^ |-toL£>OU^*jS CHECKED BY DRAWING WO. -ir^ \^-hV^f^-h^ _ _ , , I (541^.^) / ®' =p* I I j ;, 4- flt^^ t:? LA^uu-iB^Lt- ^ \ho>* [-f-f L. ..i L I 4'^P^A= 0 A^(>-'5 b-^'b.e^ ^\e^ = &4 . sier upun^r- i.^--— ' 14-4 K^^ O'^" ^ (^>.«1I^^A - ^ j^ft 4£'?'7)( ^2)^ - QP.'~\ 7'^ Thornton Tomasetti PROJECT Bt-bCy PROJECT WO. DATE ^J '0 BY M9r 1 SHEET of SUBJECT CHECKED BY DRAWING NO. JZ * iD-S-f-h —p •—f--' PLoof^ = Hod ROOF - - ^^^/^'^ O.^ O.'^l 4c.9 (^g.<5>3)/'°"^ / ^3 -7^ eve \4^rx~ts)^'.4- Thornton Tomasetti 4130 PROJECT BtDtr i=> PROJECT WO. DATE ,&/o& BY /H ^ SHEET of SUBJECT S^Cor-^D CHECKED BY DRAWING NO. y-- ^-S4^ : ' i - 1 1 ^ 1 ; 1 1 ; Ir- \ • JIX^A' OT ' <^'Si^\\i 11 .) - G?'^.4 Y^,-^o^r- , C¥*-2-^-l(4fo.5) * ^1.4^ ^4-' 6c 4PCI^;; = &'4"-v 44o^i\ M g-T UPL/ FT - .^'h^l - 1(^-4 1 .^.^ Thornton Tomasetti PROJECT PROJECT NO. DATE 6/0 & BY A< SHEET of SUBJECT CHECKED BY DRAWIWG NO. J2,= lot & .S - /e.s-f-f U2. = S - 14. (I ^ _ Mer UPLiPT- <) - \4-^, Ji^ \\o L._..ort^- ) j i ' '^•'^ E'^^4-%&)4"/4l ^= x-^n vFL\Ar » i\f?\-4 ' : \ 1 1 1, \ \A<^ ' 440 (5 Thornton Tomasetti 440- PROJECT PROJECT NO. DATE ID 6y BY ,M ^ SHEET of SUBJECT CHECKED BY DRAWING WO. V- ^ on"- .:. i .! LJ i \...\ OTM= t'i4lifH ] 4O.CJJ , i 1 . J. ..J : . 1. . ... ; • • 1 | | i ! : . .: [4 1 1 L^t^A U !U;^i^ ^ = '^2. /2fc.4 .i J. - * / At i ! j I • , ^ L I ^ I I Mer ^LipLif=T= .'4o,>cp, - 1 G> '4 t*_. 4->)'' L_ ,4j , i ...J h\CT OPUPT-^ - '^\ -Co - vo-4 CP Thornton Tomasetti 413^ PROJECT 6 LOG- C= PROJECT NO. DATE ^ BY / SHEET of SUBJECT 5 ^CD ^J f> CHECKED BY DRAWING NO. L(4^ Thornton Tomasetti 1 -PROJECT WO. DATE BY SHEET of SUBJECT 4;^.^_^pm^ ^ CHECKED BY DRAWING NO. -4i —i_ j4i_ 44 A4 ^44£^^ •^ :4= = 4r/j -^ ifcr? 4 TR^I^, J. ft/ .3^ 44, > 4 •y 4- V \ (/) 4 G?.<t'~4 O ~ I", - 4 44, \ 4^ -(^ • Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWIWG NO. 4.= S4 > t 5 4. -4—V G y r X ^1 ,-\>7.^ \i^4 ^^^^ 5 r 4 1 4% o o CN ro CD o o CM o o Csj 0 c @ LL o o LU o 2: < LU h-< o QL o 1— o (D CD E o >-n] c o o \- (D h- c 0} E •c ro Q. CD Q H- o o c^j CO 10 in (3 (3 Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.00 OMF@Line1.2 Oct 16, 2006 9:39 AM Checked By: Dlb1 Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh (in'^2) Mprnp Tnlprpnpp (\n\ 144 Ivl^l i-Jw 1 Ul^l Cll twC \\\ 1 / P-Delta Analysis Tolerance . t ^ 0.50% Vertical Axis Y Hot Roiled Steei Code AiSC: ASD 9th Coid Formed Steei Code AlSi99:ASD NDS Wood Code NDS 91: ASD NDS Temperature < 100F Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing increment (in) 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Design Parameters Label Shape Lenathfftl Lbwfftl Lbzz[ft] Lcomp l... Lcomp bot.. Kyv Kzz Cm-w Cm-zz Cb V sway z sway 1 Ml col 12 2 M3 rf col 12 3 M4 rf coi 12 4 M5 fir beam 25.5 6 5 M7 rf beam 25.5 6 6 M9 rf coi 12 6 6 M9 rf coi 12 6 7 Q M10 fir beam 24 6 O 9 ivn ii m2 rf beam col 24 12 6 6 10 m6 col 12 6 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Thenn (\1E5 F) Density[k/ft^3] Yieldfksi] A992 29000 11154 .3 .65 .49 50 Hot Rolled Steel Section Sets Label Shape Desian List Tvpe Material Desian Rules A rin21 lyy [in4] Izz [in4] J [in4] 1 fir beam W21X68 Wide Flange Beam A992 Typical 20 64.7 1480 2.45 2 col W14X74 Wide Flange Column A992 Tvpical 21.8 134 796 3.88 3 rf beam W18X50 Wide Flange Beam A992 Typical 14.7 40.1 800 i 1.24 4 rf coi W14X53 Wide Flange Column A992 Typical 15.6 57.7 , . 541 1 1.94 i Joint Coordinates and Temperatures Label X fft] Yfft] Zfft] Temp [F] Detach From Diap... 1 N1 1 24 0 0 0 2 N2 i 49.5 0 0 0 RiSA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bidg6\bidg6recaic\omf@entrance 1col.new.r3d] Page 1 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF(gLine 1.2 Oct 16, 2006 9:39 AM Checked By: Joint Coordinates and Temperatures (Continued) 3 N3 24 12 0 0 4 N4 49.5 12 0 0 5 N6 24 24 0 0 6 N7 49.5 24 0 0 7 N8 0 0 0 0 8 N9 0 12 0 0 9 N11 0 24 0 0 Member Primary Data 1 M1 N1 N3 coi Wide Flange Column A992 Typicai 2 M3 N3 N6 rf coi Wide Flange Column A992 Typical 3 M4 N4 N7 rf coi Wide Flange Column A992 Typicai 4 M5 N3 N4 fir beam Wide Flange Beam A992 Typical 5 M7 N6 N7 rf beam Wide Flange Beam A992 Typical 6 M9 N9 N11 rf col Wide Flange Column A992 Typical 7 M10 N3 N9 fir beam Wide Flange Beam A992 Typicai 8 M12 N6 N11 rf beam Wide Flange Beam A992 Typical 9 m2 N2 N4 coi Wide Flange Column A992 Typical 10 m6 N8 N9 coi Wide Flange Column i A992 Typical Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X RoL[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] N1 Reaction Reaction Reaction _2_ _3_ 4 N2 Reaction Reaction Reaction ALL Fixed Fixed N8 Reaction Reaction Reaction Basic Load Cases 1 dl DL -1 8 2 ii LL 8 3 eg EL 4 Load Combinations 1 dl only 1 1 2 di+il Yes 1 2 1 2 di+il Yes 1 1 2 1 3 dl+eo Yes 1 1 3 1 4 .9dl+eg Yes 1 .9 3 1 5 .9di-eg Yes 1 .9 3 -1 6 dl+.75ll+.75eq Yes -| 1 2 .75 3 .75 7 1.4eg (drift) 3 .933 8 eq Yes 3 1 .Member Distributed Loads (BLC 1: dl) Member Label Direction Start Maanitudelk/ft.d.. End Maanitudefk/ft.d... Start Locationfft.%1 End Location[ft.%] 1 M5 Y -.162 -.162 0 15.5 2 M10 Y -.19 -.19 14 24 3 M7 Y -.168 -.168 0 18.5 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bidg6\bidg6recaic\omf(gentrance 1coi.new.r3d] Page 2 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Oct 16, 2006 9:39 AM Checked By: 1)141 Member Distributed Loads (BLC 1: dl) (Continued) 8 i Member Label M12 Direiction Start Maanitudeik/ft.d..End Magnitudefk/ft.d... Start Locationrft.%1 M5 M10 Y M7 M12 Y_ Y Y ^56 -.19 -.056 .162 .056_ .168 .IE -.162 .056 -.168 17 15.5 18.5 End Locationrft.%1 _24 25.5 14 25.5_ 17 Member Distributed Loads (BLC 2 : II) Member Label Direction Start Maanitudefk/ft.d..End Maanitudefk/ft.d... Start Locationfft.%] End Location[ft,%] 3 4 M5 M10 M7 M12 M5 M10 M7 M12 Y_ Y_ Y Y Y -.36 _--42_ -.24 -.08 .42 -.36 .08 .24 .36 •.42 -.24 -.08 -.42 -.36 -.08 -.24 0 14 0_ 17 15.5 _0 18.5 0 15.5 24 18.5 24 25.5 14 25.5 17 Joint Loads and Enforced Displacements (BLC 3 : eg) TT Joint Label LD.M Direction Maanitudefk.k-ft in.rad k*s'^2/ft] N7 Nil N4 N9 X X X X 12.05 12.05 1.85 1.85 Joint Reactions (By Combination) LC Joint Label Xlkl Ylkl Zlk] MX fk-ft] MY fk-ft] MZ fk-ft] 1 1 N1 .036 13.435 0 0 0 0 2 1 N2 -.324 6.339 0 0 0 0 3 1 N8 .288 5.979 0 0 0 0 4 1 Totals: 0 25.753 0 5 1 COG fft): X: 24.706 Y: 16.121 Z: 0 Member Section Forces LC Member Label Sec Axialfk] V Shearfk] z Shearfk] Torquefk-ft] y-y Momentfk-...z-z Momentfk 2 3 4 5_ 6 7 10 11 12 Ml 13.435 -.036 .13.213 -.036 0 0 12.99_ 12468 -.036 -.036 _0 0 0 0_ 0 12.545 1 I M3 6.321 .036 .133 M4 6.161 6.002 5.843 5.684 2.495 .133 .133 .133 .133 _0 0 0 0 0_ 0 0 o' 2.335 .965 .965 13 _14 JL5 16 M5 17 18 2.176 2.017 1.858 -.641 _.9_6_5 .965 0 0 ^965_ 3.192 0 0 .0_ 0 .641 .641 1.725 1 .259 0 0 0 0_ _0_ 0 0 ol 0 0 _0_ 0 0 0 0 _0_ 0 0 .108 .216 .323 .431 .701 .303 .095 .493 _J9J_ 5.199 2.304 -.591 -3.486 -6.381 14.282 -1.391 -7.714 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bidg6\bldg6recalc\omf@entrance 1coi.new.r3d] Page 3 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMFigLine 1.2 Oct 16, 2006 9:39 AM Checked By: 4^0 Member Section Forces (Continued) LC Member Label Sec /bciallkl v Shearfkl z Shearlkl Torauefk-ftl v-v Momentfk-.. z-z Momentfk-.. 19 4 -.641 -1.309 0 0 0 -4.505 20 5 -.641 -2.955 0 0 0 9.087 21 1 M7 1 .965 2.918 0 0 0 12.647 22 2 .965 1.528 0 0 0 -1.524 23 3 .965 .138 0 0 0 -6.835 24 4 .965 -1.182 0 0 0 -3.307 25 5 .965 -1.858 0 0 0 6.381 26 1 M9 1 2.32 -.832 0 0 0 -4.563 27 2 2.161 -.832 0 0 0 -2.066 28 3 2.001 -.832 0 0 0 .431 29 4 1.842 -.832 0 0 0 2.928 30 5 1.683 -.832 0 0 0 5.425 31 1 M10 1 -.544 3.033 0 0 0 13.15 32 2 -.544 1.652 0 0 0 -.906 33 3 -.544 .272 0 0 0 -6.679 34 4 -.544 -1.22 0 0 0 -3.947 35 5 -.544 -2.769 0 0 0 8.02 36 1 M12 1 .832 2.766 0 0 0 11.757 37 2 .832 1.458 0 0 0 -.914 38 3 .832 .149 0 0 0 -5.735 39 4 .832 -1.047 0 0 0 -2.764 40 5 .832 -1.683 0 0 0 5.425 41 1 m2 1 6.339 .324 0 0 0 0 42 2 6.117 .324 0 0 0 -.972 43 3 5.894 .324 0 0 0 -1.944 44 4 5.672 .324 0 0 0 -2.916 45 5 5.449 .324 0 0 0 -3.888 46 1 m6 1 5.979 -.288 0 0 0 0 47 2 5.756 -.288 0 0 0 .864 48 3 5.533 -.288 0 0 0 1.728 49 4 5.311 -.288 0 0 0 2.592 50 5 5.088 -.288 0 0 0 3.457 Member ASD Steel Code Checks (By Combination) LC Member Shape UC Max Locfft] Shear Locfft] Dir Fafksi] Ftfksi] Fbyfksi] Fbzfksi] Cb Cmy Cmz Eqn 1 M1 W14X74 .027 0 .000 0 23.042 30 37.5 30 1 H1-1 M3 W14X53 .021 .001 20.017 30 37.5 30 .285 H1-1 M4 W14X53 .037 12 .009 20.017 M5 W21X68 .053 13.812 .018 5.159 30 30 37.5 37.5 30 2.3 .6 .274 HI-2 12.652 1.203 .6 .85 H1-3 M7 W18X50 .092 13.281 .023 4.35 30 37.5 12.075 1.297 .6 I .85 HI-3 M9 W14X53 •029 12 .008 20.017 30 37.5 33 2.3 .264 HI-2 10 M10 W21X68 .043 13.25 .017 5.824 30 M12 W18X50 •071 12.75 •022 4^911 30 m2 W14X74 .022 12 .003 23.042 30 m6 W14X74 .019 12 •002 23^042 30 37.5 13.642 1.221 37.5 13.154 1.329 .85 .85 37.5 37.5 30_ 33 1.75 1.75 .6 .6 H1-3 H1-3 H1-2 H1-2 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bidg6\bldg6recaic\omf@entrance 1coi.new.r3d] Page 4 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532.00 OMF@Line 1.2 Oct 16, 2006 9:39 AM Checked By: Load Combinations 1 di oniv 1 1 2 di+ii Yes 1 1 2 1 3 di+eo Yes 1 1 3 1 4 .9di+eq Yes 1 .9 3 1 5 .9dl-eo Yes 1 1 .9 3 -1 6 dl+.75ll+,75eq Yes 1 1 2 .75 3 .75 7 1.4eg (drift) 3 .933 8 eq Yes 3 1 .;'4i44- Jo/nf Reactions (By Combination) LC Joint Label Xfkl Yfk] Zfk] MX fk-ft] MY fk-ft] MZ fk-ft] 1 2 N1 .097 29.451 0 0 0 0 2 2 N2 -.873 12.904 0 0 0 0 3 2 N8 .776 12.058 0 0 0 0 4 2 Totals: 0 54.413 0 5 2 COG (ft): X: 24.729 Y: 16.076 Z: 0 Member Section Forces LC Member Label Sec Axialfkl v Shearfkl z Shearfkl Torauefk-ftl v-v Momentfk-.. z-z Momentfk-.. 1 2 Ml 1 29.451 -.097 0 0 0 0 2 2 29.228 -.097 0 0 0 .292 3 3 29.006 -.097 0 0 0 .583 4 4 28.783 -.097 0 0 0 .875 5 5 28.56 -.097 0 0 0 1.167 6 2 M3 1 12.463 -.298 0 0 0 -1.641 7 2 12.304 -.298 0 0 0 -.748 8 3 12.145 -.298 0 i 0 0 .145 9 4 11.985 -.298 0 i 0 0 1.039 10 5 11.826 -.298 0 0 0 1.932 11 2 M4 1 4.336 2.166 0 0 0 12.552 12 2 4.177 2.166 0 0 0 6.054 13 3 4.018 2.166 i 0 0 0 -.443 14 4 3.859 2.166 0 0 0 -6.941 15 5 3.699 2.166 0 0 0 -13.438 16 2 M5 1 -1.293 8.249 0 0 0 37.127 17 2 -1.293 4.487 0 0 0 -3.468 18 O -1.293 A .725 0 0 0 -20.082 19 4 -1.293 -3.355 0 0 0 I -12.137 20 5 -1.293 -7.678 0 0 0 i 23.031 21 2 M7 1 2.166 6.076 0 0 0 1 26.131 22 2 2.166 3.156 0 0 0 -3.297 23 3 2.166 .236 0 0 0 -14.112 24 4 2.166 -2.513 0 0 0 -6.365 25 5 2.166 -3.699 0 0 0 13.438 26 2 M9 1 3.975 -1.868 0 0 0 -10.972 27 2 3.816 -1.868 0 1 0 0 1 -5.368 28 3 3.657 -1.868 0 1 0 0 1 .237 29 4 3.498 -1.868 0 0 0 5.841 30 5 3.338 -1.868 0 0 0 11.445 31 2 M10 1 -1.092 7.849 0 0 i 0 34.319 32 2 -1.092 4.308 0 0 0 -2.153 33 3 -1.092 .768 0 0 0 -17.383 34 4 -1.092 -3.124 0 0 0 -10.666 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bidg6\bidg6recalc\omf@entrance 1coi.new.r3d] Page 5 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Oct 16, 2006 9:39 AM Checked By: Member Section Forces (Continued) LC Member Label Sec Axialfk] V Shearfk] z Shearfk] Torquefk-ft] v-y Momentfk-.. z-z Momentfk-.. 35 5 -1.092 -7.193 0 0 0 20.284 36 2 M12 1 1.868 5.75 0 0 0 24.199 37 2 1.868 3.002 0 0 0 -2.056 38 3 1.868 .254 0 0 0 -11.823 39 4 1.868 -2.222 0 0 0 -5.237 40 5 1.868 -3.338 0 0 0 11.445 41 2 m2 1 12.904 .873 0 0 0 0 42 2 12.682 .873 0 0 0 -2.62 43 3 12.459 .873 0 0 0 -5.24 44 4 12.237 .873 0 0 0 -7.859 45 5 12.014 .873 0 0 0 -10.479 46 2 m6 1 12.058 -.776 0 0 0 0 47 2 11.836 -.776 0 0 0 2.328 48 3 11.613 -.776 0 0 0 4.656 49 4 11.391 -.776 0 0 0 6.984 50 5 11.168 -.776 0 0 0 9.312 f^. Member ASD Steel Code Checks (By Combination) LC Member Shape DC Max Locfftl Shear... Locfft] Dir Fafksi] Ftfksi] Fbvfksi] Fbzfksi] Cb Cmv Cmz Eqn 2 Ml W14X74 .059 12 .001 0 23.042 30 37.5 30 1 .6 IH1-1 M3 W14X53 .042 0 .003 20.017 30 37.5 30 .26 H1-1 M4 W14X53 .077 12 .021 20.017 30 M5 W21X68 • 138 14^078 .045 5.159 30 37.5 37.5 __30_ 12.765 2.3 .226 H1-2 1.214 .85 H1-3 M7 W18X50 .193 13.281 .048 4.35 M9 W14X53 .065 0 .018 M10 W21X68 .111 13.251 .043 20.017 5.824 3^ 30 30 37.5_ 37.5 12.007 1.289 .85 H1-3 30 2.3 .6 .217 HI-2 37.5 13.787 1.234 M12 W18X50 .149 12.5 I .045 4.911 30 37.5 13.066 1.321 .85 H1-3 .6 I .85 H1-3 m2 1W14X74 .056 12 I .007 23.042 30 37.5 30 1.75 .6 HI-2 10 m6 I W14X74 047 12 .006 23.042 30 37.5 33 1.75 HI-2 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bldg6\bldg6recalc\oinf(gentrance 1col.new.r3d] Page 6 Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.00 OMF(gLine 1. Oct 16, 2006 9:39 AM Checked By: Load Combinations 1 dl only 1 1 2 di+ii Yes 1 1 2 1 3 dl+eo Yes 1 1 3 1 4 .9di+eq Yes .9 3 1 5 .9dl-eg Yes 1 .9 3 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 1.4eo (drift) 3 .933 8 eq Yes 3 1 Envelope Joint Reactions Joint Xfk] Ic Yfkl Ic Zfk] Ic MX fk-ft] Ic MY fk-ft] Ic MZ fk-ft] Ic 1 N1 max 11.46 5 29.451 2 0 2 0 2 0 2 0 2 2 min -11.428 8 1.215 8 0 2 0 2 0 2 0 2 3 N2 max 7.806 5 20.258 6 0 2 0 2 0 2 0 2 4 min -8.422 3 -6.287 5 0 2 0 2 0 2 0 2 5 N8 max 8.533 5 18.588 5 0 2 0 2 0 2 0 2 6 min -8.274 8 -13.208 8 0 2 0 2 0 2 0 2 7 Totals: max 27.8 5 54.413 2 0 2 8 min -27.8 8 0 8 0 2 Envelope Member Section Forces Member Sec Axialfk] Ic y Shearfk] Ic z Shearfk] Ic Torquefk-ft] Ic v-y Momen. Ic z-z Momen. Ml max 29.451 11.428 8 0 0 0 0 mm 1.215 -11.46 0 max 29.228 11.428 34.381 mm 1.215 -11.46 -34.284 max 29.006 11.428 mm 1.215 -11.46 68.761 -68.567 max 28.783 11.428 103.142 mm 1.215 -11.46 -102.851 10 max 28.56 11.428 mm 1.215 -11.46 137.523 -137.135 11 12 13 14 M3 max 12.463 11.894 mm .324 -12.014 max 12.304 11.894 mm .324 -12.014 _0_ 0 0 -68.828 32.514 -32.787 15 max 12.145 11.894 3.254 16 mm .324 8 -12.014 -3.169 17 18 max mm _11.985_ .324 I 2, 8 11.894 39.295 -12.014 2 -38.851 19 max 11.826 11.894 75.335 20 mm •324 8 -12^014 -74.534 21 M4 max 6.227 6.919 33.211 22 mm .89 -5.085 -23.333 23 24 max 6.068 6.919 mm -1.033 -5.085 12.729 -8.076 25 max 5.909 6.919 7.18 26 mm -1.177 -5.085 -8.303 27 max 5.75 6.919 22.437 28 mm -1.32 -5.085 -29.06 29 max 5.59 6.919 37.693 30 mm -1.463 -5.085 -49.817 31 M5 max .294 11.73 113.532 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bidg6\bidg6recalc\omf@entrance 1col.new.r3d] Page 7 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Oct 16, 2006 9:39 AM Checked By: Member Sec Axialfkl Ic v Shearfkl Ic z Shearfkl Ic Torniiefk-ftl Ic v-v Mnmen In 7-7 Mnmen Ir. 32 1 1 min -1.293 2 1 -8.857 8 1 0 2 i 0 2 0 2 -100.678 1 8 33 2 max .294 8 10.41 5 0 2 i 0 2 0 2 42.96 5 34 min -1.293 2 -8.857 8 0 2 0 2 1 0 2 -45.603 1 3 35 1 3 Imax .294 8 9.09 5 0 2 0 2 1 0 2 1 12.254 8 36 1 Imin -1.293 2 -8.857 8 0 2 ! 0 2 0 2 -20.082 2 1 37 4 Imax .294 8 1 7.679 L5 1 0 i 2 0 2 0 2 68.72 8 38 1 min -1.293 2 -10.167 3 0 2 0 2 0 2 -72.775 5 39 t 5 max .294 8 6.198 1 5 0 2 0 2 1 0 2 134.274 3 40 min -1.293 i 2 -13.14 6 0 2 0 2 0 2 -117.008 5 41 M7 1 max 6.965 5 6.076 2 0 2 0 2 1 0 2 47.895 5 42 1 min -6.096 8 -3.135 8 0 2 0 2 0 2 -36.512 8 43 44 2 Imax 6.965 5 4.51 5 0 2 0 2 0 2 15.153 5 43 44 1 min -6.096 8 -3.135 8 0 2 0 2 0 2 -18.049 3 145 3 max 6.965 5 3.26 5 0 2 0 2 1 0 2 3.462 8 i 46 min -6.096 8 -3.135 8 0 2 0 2 0 2 -14.112 2 47 4 max 6.965 5 2.072 5 0 2 0 2 1 0 2 23.449 8 \48 1 min -6.096 8 -4.532 6 0 2 0 2 0 2 -26.426 5 49 5 max 6.965 5 1.463 5 0 2 0 2 0 2 49.817 3 50 I min -6.096 8 -5.59 6 0 2 0 2 0 2 -37.693 5 51 M9 1 max 5.546 5 6.252 8 0 2 0 2 1 0 2 30.034 8 52 mm -3.459 8 -7.001 5 0 2 0 2 1 0 2 -34.141 53 2 max 5.403 5 6.252 8 0 2 0 2 ! 0 2 11.279 si 54 1 min -3.459 8 -7.001 5 0 2 0 ' 2 0 2 -13.138 55 3 [max 5.26 5 6.252 8 0 2 0 2 0 2 7.864 5 56 min -3.459 8 -7.001 5 0 2 0 2 0 2 -7.477 8 57 4 max 5.117 5 6.252 8 0 2 0 2 0 1 2 28.867 5 58 min -3.459 8 -7.001 5 0 2 1 0^' 2 0 2 -26.232 8 59 5 Imax 4.973 5 6.252 8 0 2 0 2 0 2 49.87 5 1 6(3 1 min -3.459 8 -7.001 5 0 2 0 2 0 2 -44.988 8 61 M10 1 max -.172 8 13.957 6 0 2 0 2 0 2 117.803 3 62 1 min -1.092 2 -7.02 5 0 2 0 2 0 2 -92.818 5 63 2 max -.172 8 11.401 3 0 2 0 2 0 2 46.158 8j [64 min -1.092 2 -8.262 5 0 2 0 2 0 2 -46.974 5 1 165 3 max -.172 8 10.021 3 0 2 0 2 0 2 6.325 1 5 66 min -1.092 2 -9.504 5 0 2 0 2 0 2 -23.959 66 min -1.092 2 -9.504 5 0 2 0 2 0 2 -23.959 6 67 4 max -.172 8 9.749 8 0 2 0 2 0 2 67.278 5 68 1 min -1.092 2 -10.847 5 0 2 0 2 0 2 -74.777 3 69 5 max -.172 8 9.749 8 0 2 0 2 0 2 136.543 5 L 70 min -1.092 2 -12.241 5 0 2 _., _^ __ 2 0 2 -129.325 8 71 M12 1 max 6.63 3 7.598 6 0 2 0 2 0 2 49.778 3 72 min -5.049 5 -.97 5 0 2 0 2 0 2 -27.441 5 73 2 max 6.63 3 5.21 6 0 2 0 2 0 2 17.269 8 1 74 1 min -5.049 5 -2.147 5 0 2 0 2 0 2 -18.092 5I 75 3 max 6.63 3 3.608 1 3 0 2 0 2 0 2 -1.679 5 76 min -5.049 5 -3.324 1 5 0 0 2 0 2 -12.913 1 6 77 4 max 6.63 3 3.459 1 8 0 2 0 2 0 2 21.748 5 78 j min -5.049 5 -4.401 1 5 0 1 2 0 2 0 1 2 -26.999 i 3 79 5 max 6.63 3 3.459 8 0 2 0 2 0 2 49.87 1 5 80 min 1 -5.049 1 5 -4.973 5 0 2 0 2 0 • . 2 -44.988 8 81 m2 1 max 20.258 1 6 8.422 3 1 0 2 0 2 0 1 2 0 2 82 1 min -6.287 1 5 I -7.806 5 1 0 2 0 2 0 1 2 1 0 2 83 I 2 ImaxI 20.035 i 6 I 8.422 84_ 85 min I -6.488 86 87 88 max min I 19.813 -6.688 max _i min 19.59 -6.888 -7.806 8.422 -7.806 8.422 -7.806 _0_ 0 0 0 2 2 E 0 _0 _0 0 0 23.419 -25.266 1 3 46.838 i -50.531 70.252 -75.797 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bidg6\bldg6recaic\omf@entrance 1coi.new.r3d] Page 8 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF(gLine 1.2 Oct 16, 2006 9:39 AM Checked By:_ Envelope Member Section Forces (Continued) Member Sec Axialfkl Ic v Shearfkl Ic z Shearfkl Ic Torauefk-ftl Ic v-v Momen.. Ic z-z Momen.. Ic 89 5 max 19.367 6 8.422 3 0 2 0 2 0 2 93.676 5 90 min -7.088 5 -7.806 5 0 2 0 2 0 2 -101.063 3 91 m6 1 max 18.588 5 8.274 8 0 2 0 2 0 2 0 2 92 min -13.208 8 -8.533 5 0 2 0 2 0 2 0 2 93 2 max 18.388 5 8.274 8 0 2 0 2 0 2 25.6 5 94 min -13.208 8 -8.533 5 0 2 0 2 0 2 -24.823 8 95 3 max 18.188 5 8.274 8 0 2 0 2 2 0 2 51.201 5 96 min -13.208 8 -8.533 5 0 2 0 2 2 0 2 -49.645 8 97 4 max 17.988 5 8.274 8 0 2 0 2 0 2 76.801 5 98 min -13.208 8 -8.533 5 0 2 0 2 0 2 -74.468 8 99 5 max 17.787 5 8.274 8 0 2 0 2 0 2 102.401 1 5 100 min -13.208 8 -8.533 5 0 2 0 2 0 2 -99.291 1 8 Envelope ASD Steel Code Checks 1 Ml W14X74 .508 12 3 .090 0 y 5 23.042 30 37.5 30 1.75 .6 .6 H1-2 2 M3 W14X53 .398 12 5 .117 0 y 5 20.017 30 37.5 30 2.3 .6 .235 HI-2 3 M4 W14X53 .267 12 3 .067 0 V 3 20.017 30 37.5 30 2.3 .6 .333 H1-2 4 M5 W21X68 .414 25.5 5 .072 25.5 Y 6 5.159 30 37.5 24.182 2.3 .6 .85 H1-3 5 M7 W18X50 .346 25.5 5 .048 0 y 2 4.35 30 37.5 21.419 2.3 .6 .85 H1-3 6 M9 W14X53 .244 12 5 .068 0 y 5 20.017 30 37.5 33 2.3 .6 r .326 HI-2 7 M10 W21X68 .431 24 8 .077 0 y 6 5.824 30 37.5 25.693 2.3 .6 .276 H1-3 8 M12 W18X50 .328 24 4 .059 0 y 6 4.911 30 37.5 22.758 2.3 .6 •85 H1-3 9 m2 W14X74 .386 12 3 .066 0 y 3 23.042 30 37.5 30 1.75 .6 .6 H1-2 10 m6 W14X74 .374 12 8 .067 0 Y 5 23.042 30 37.5 30 1.75 .6 .6 H2-1 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bldg6\bidg6recalc\oiTif@entrance 1coi.new.r3d] Page 9 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF(gLine 1.2 Oct 16, 2006 9:40 AM Checked By: Load Combinations 1 di only 1 1 2 dl+ll Yes 1 2 1 2 dl+ll Yes 1 1 2 1 3 A dl+ea Yes 1 n 3 1 •f 4 5 .yoi+eq .9di-ea T es Yes ] .y .9 o 3 1 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 8 eg Yes 3 1 Joint Deflections (By Combination) LC Joint Label Xfinl Yfinl Zfin] X Rotation frad] Y Rotation frad] Z Rotation fradl 1 7 N1 0 0 0 0 0 -5.896e-3 2 7 N2 0 0 0 0 0 -5.479e-3 3 7 N3 .643 0 0 0 0 -1.108e-3 4 7 N4 .643 -.003 0 0 0 -2.086e-3 5 7 N6 .986 0 L 0 0 0 -7.82e-4 6 7 N7 .99 -.003 0 0 0 -1.293e-3 7 7 N8 0 0 0 0 0 -5.502e-3 8 7 1 N9 .643 .003 0 0 0 -2.034e-3 9 7 1 N11 .989 .004 0 0 0 -1.266e-3 RiSA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bldg6\bldg6recaic\omf(gentrance 1col.new.r3d] Page 10 Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT LP CHECKED BY DRAWIWG NO. A- J-TD Q.A I il Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT fe\AtL C=>ia.<E-V i£> CHECKED BY DRAWING NO. > v-4 5 X A y DJ-^ njr\ C33 U5 CO CD O O CM o O >. c o n J3 CM 0 >-2 O O _j < CO I-< o O r. t ©——^ 0 CO CO E o h- c o I- 0 c 0 E •e CO Q. 0 Q o o Cvj 00 in in O O Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line1.2 Oct 16, 2006 11:18AM Checked By: Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh (in'^2) 144 Merge Tolerance (in) .12 P-Deita Analysis Tolerance 0.50% Vertical Axis Y Hot Roiled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature <100F Concrete Code ACi 1999 Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Yes Unused Force Warnings No Yes Hot Rolled Steel Design Parameters Label Shape Lenathfft] Lbwfft] Lbzzfft] Lcomp t.. Lcomp bot.. Kw Kzz Cm-yy Cm-zz Cb y swav zsway 1 Ml col 12 2 M2 col 12 3 M3 rf col 12 4 M4 rfcol 12 5 M5 fir beam 10.5 6 M6 rf beam 10.5 Hot Rolled Steel Properties Label E fksi] G fksi] Nu Therm (\1E5 F) Densityfk/ft^31 Yieldfksil I 50 A992 29000 11154 .3 .65 .49 Hot Rolled Steel Section Sets Label Shape Design List Type Material Design Rules A fin2] lyy [in4] Izz fin4] J fin4] fir beam W12X40 Wide Flange Beam A992 Typicai 11.8 44.1 310 .95 col W14X26 Wide Flange Column A992 rf beam rfcol W12X30 W14X26 Wide Flange Typical 7.69 8.91 Beam A992 Typical 8.79 20.3 Wide Flange Column A992 Tyfjical I 7.69 8.91 245 238 245 .36 .46 .36 Joint Coordinates and Temperatures 1 N1 0 0 0 0 2 N2 10.5 0 0 0 3 N3 0 12 0 0 4 N4 10.5 12 0 0 5 N5 0 24 0 0 6 N6 10.5 24 0 0 RISA-3D Version 5.0d [P:\..^\^-\..^\^..V\naiysis\Structural\Risa\3d\bldg6\bldg6recalc\omf@baicony^r3d] Page 1 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line1.2 Oct 16,2006 11:18 AM Checked By: Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Design List Type Material Design Rules 1 Ml N1 N3 col Wide Flange Column A992 Typical 2_ 3_ A. 3^ 6 M2 N2 N4 col Wide Flange Column A992 Typical M3 N3 N5 rf coi Wide Flange Column A992 Typical M4 N4 N6_ rf col Wide Flange Column A992 Typical M5 N3 N4 fir beam Wide Flange Beam A992 Typical M6 N5 N6 rf beam Wide Flange Beam A992 Typical Joint Boundary Conditions Joint Label X fk/in] Y fk/in] Z fk/in] X Rot.fk-ft/rad] Y RoLfk-ft/rad] Z Rot.fk-ft/rad] 1 ALL Fixed Fixed 2 N1 Reaction Reaction Reaction 3 N2 Reaction Reaction Reaction Basf'c Load Cases BLC DescriDtion Cateaorv X Gravitv Y Gravitv Z Gravitv Joint Point Distributed Area fMe... Surface (... 1 dl DL -1 2 2 r 11 LL 2 3 eg EL 2 Load Combinations 1 dl only 1 1 2 di+li Yes 1 1 2 1 3 di+eo Yes 1 1 3 1 4 .9di+eg Yes 1 .9 3 1 5 .9di-eo Yes 1 .9 3 -1 6 dl+J5ll+.75eq Yes 1 1 2 .75 3 •75 7 1.4eo (drift) 3 .933 8 eg Yes 3 1 Member Distributed Loads (BLC 1 : dl) Member Label Direction Start Maanitudefk/ft.d.. End Maanitudefk/ft.d... Start Locationfft.%] End Locationfft.%] 1 M5 Y -.16 -.16 0 0 , 2 M6 Y -.16 -.16 0 0 Member Distributed Loads (BLC 2 . •//) Member Label Direction Start Maanitudefk/ft.d.. End Maanitudefk/ft.d... Start Locationfft.%] End Locationfft,%l 1 M5 Y -.24 -.24 0 0 2 M6 Y -.24 -.24 0 0 Joint Loads and Enforced Displacements (BLC 3 : eg) Joint Label LD.M Direction Maanitudefk.k-ft in.rad k*s'^2/ft] 1 N4 L X 2.75 2 N6 L X 2.1 RISA-3D Version 5.0d [P:\^..\...\...\...V\nalysis\Structural\Risa\3d\bidg6\bldg6recaic\omf(gbalcony.r3d] Page 2 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Oct 16, 2006 11:18 AM Checked By:_ LC Joint Label Xfkl Yfkl Zfkl MX fk-ft] MY fk-ft] MZ fk-ft] 1 1 N1 .036 2.676 0 0 0 0 2 1 N2 -.036 2.676 0 0 0 0 3 4 1 1 Totals: COG (ft): 0 X: 5.25 5.352 Y: 16.471 0 Z:0 —. Member Section Forces 1 14 13 14 15 16 17 18 19 20_ 21 22 J3 24 LC Member Label 10 25 27 28 29 30 M1 Sec Axialfk] 2.676 2.597 V Shearfk] 2.519 2.44 M2 11 1 M3 M4 1 M5 26 I 1 M6 2.362 2.676" 2.597_ 2.519 2.44 2.362 1.311 JL 1 _1.233 1.154 1.076 .99_L_ 1.311 1.233_ 1.154 1.076 1 ..99.7 _ -.143 I 3 -.143 .143 .036 ^.036_ ^36 .036 z Shearfk] -.036_ .036 .036 .036 .036 .036 -•18_ -.18 J8 -.18 -.18 .18 J8 .18 .18 .18 1.051 .525 .143 .525 !5 I • 1 .143 .18 .997 .18 I 3 I 4 .18 • 18_ .18 .499 0 -.499 -.997 -1.051 0 0 0 0 0 0 b _o 0 _o_ 0 _o 6 0 0 0 Torquefk-ft] y-y Momentfk-...z-z Momentfk-.. 0 _0_ 0 0 0_ b 0 o_ 0 b .o_ 0 0 b _o_ p_ _o_ 0 0 b 0 b 0 _o_ 0 0_ 0 b 0 .109 .218 .327 .436 0 .109 -.218 _^32L -.4i6_ -.972 -.434 .105 .643 1.182 .972 .434 -.105 .643 i___-1.182 I 1.409 I -.66 -1.35 -.66 1.409 1.182 -.781 -1.435 -.781 1.182 Member ASD Steel Code Checks (By Combination) LC Member Shape UC Max Locfft] Shear... Locfft] Dir Fafksi] Ftfksi] Fbyfksi] Fbzfksi] Cb Cmv Cmz Eqn 1 1 M1 W14X26 .043 12 .001 0 y 8.344 30 37.5 13.432 1 .6 .6 H1-1 2 1 M2 W14X26 .043 12 .001 0 y 8.344 30 37.5 13.432 1 .6 .6 H1-1 3 1 M3 W14X26 .027 0 .003 0 V 8.344 30 37.5 13.432 1 .6 .271 H1-1 4 1 M4 W14X26 .027 0 .003 0 y 8.344 30 37.5 13.432 1 .6 .271 H1-1 5 1 M5 W12X40 .011 10.5 .015 0 y 21.814 30 37.5 30 1 .6 .85 H2-1 6 1 IVI6 W12X30 .019 5.25 .016 0 _y_ 18.424 30 37.5 24.666 1 .6 •85 HI-2 RISA-3D Version 5^0d [P:\-\^^^\...\...\Analysis\Structurai\Risa\3d\bidg6\bldg6recaic\omf@baicony.r3d] Page 3 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Oct 16,2006 P "Oy 11:18 AM Checked By: Load Combinations 1 di only 1 1 2 di+il Yes 1 2 1 2 di+il Yes \ 1 2 1 3 4 di+eg Yes 1 1 3 1 3 4 .9d[+eq Yes 1 .9 3 1 5 .9dl-ea Yes .9 3 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 1.4eg (drift) 3 .933 8 eg Yes 3 1 Envelope Joint Reactions Joint Xfk] Ic Yfk] Ic Zfkl Ic MX fk-ft] Ic MY fk-ft] Ic MZ fk-ft] Ic 1 N1 max 2.457 5 10.351 5 0 2 0 2 0 2 0 2 2 min -2.424 8 -7.943 8 0 2 0 2 0 2 0 2 3 N2 max 2.393 5 10.619 3 0 2 0 2 0 2 0 2 4 min -2.463 3 -5.535 5 0 2 0 2 0 2 0 5 Totals: max 4.85 5 10.392 2 0 2 6 min -4.85 8 0 8 0 2 Envelope Member Section Forces Member Sec Axialfkl Ic v Shearlkl Ic z Shearlkl Ic Torauefk-ftl Ic v-v Momen.. Ic z-z Momen... Ic 1 M1 1 max 10.351 5 2.424 8 0 2 0 2 0 2 0 2 2 min -7.943 8 -2.457 5 0 2 0 2 0 2 0 2 3 2 max 10.28 5 2.424 8 0 2 0 2 0 1 2 7.37 5 4 min -7.943 8 -2.457 5 0 2 0 2 0 2 -7.271 8 5 3 max 10.21 5 2.424 8 0 2 0 2 0 2 14.739 5 6 min -7.943 8 -2.457 5 0 2 0 2 0 2 -14.543 8 7 4 max 10.139 5 2.424 8 0 2 0 2 0 2 22.109 5 8 min -7.943 8 -2.457 5 0 2 0 2 0 2 -21.814 8 9 5 max 10.069 5 2.424 8 0 2 0 2 0 2 29.479 5 10 min -7.943 8 -2.457 5 0 2 0 2 0 2 -29.086 8 11 M2 1 max 10.619 3 2.463 3 0 2 0 2 0 2 0 2 12 min -5.535 5 -2.393 5 0 2 0 2 0 2 0 2 13 2 max 10.54 3 2.463 3 0 2 0 2 0 2 7.18 5 14 min -5.605 5 -2.393 5 0 2 0 2 . 2 2" -7.388 3 15 3 max 10.462 3 2.463 3 1 0 2 0 2 0 2 2" 14.361 5 3 16 min -5.676 5 -2.393 5 0 2 0 2 0 2 2 -14.775 5 3 16 min -5.676 5 -2.393 5 0 2 0 2 0 2 2 -14.775 5 3 17 4 max 10.383 3 2.463 3 0 2 0 2 0 2 2 21.541 5 18 -5.747 5 -2.393 5 0 2 0 2 0 2 -22.163 3 18 min -5.747 5 -2.393 5 0 2 0 2 0 2 -22.163 3 19 5 max 10.305 3 2.463 3 0 2 1 0 2 0 2 28.721 5 20 min -5.817 5 -2.393 5 0 2 0 2 0 2 -29.55 3 21 M3 1 max 2.914 5 1.051 8 0 2 0 2 0 2 3.503 8 22 min -1.734 8 -1.212 5 0 2 0 2 0 2 -4.378 5 23 2 max 2.843 5 1.051 8 0 2 0 2 0 2 .351 8 24 min -1.734 8 -1.212 5 0 2 0 2 0 2 -.952 2 25 3 max 2.773 5 1.051 8 0 2 0 1 2 0 2 1 2.895 5 26 min -1.734 8 -1.212 5 0 2 0 1 2 0 2 i -2.801 8 27 4 max 2.702 5 1.051 8 0 2 0 1 2 0 2 6.532 5 28 min -1.734 8 -1.212 5 0 2 0 1 2 0 2 -5.953 8 29 5 max 2.631 5 1.051 8 0 2 0 2 0 2 10.169 5 30 min -1.734 8 -1.212 5 0 2 0 2 0 2 -9.105 8 31 M4 1 max 3.557 6 1.229 3 0 2 0 2 0 2 2 4.479 6 32 min -.554 5 -.888 5 0 2 0 2 0 2 2 -2.614 5 33 2 max 3.478 6 1.229 3 0 2 0 2 0 2 1.079 6 RISA-3D Version 5.0d [P:\...\...\...\...\Analysis\Structural\Risa\3d\bldg6\bidg6recaic\omf(gbalcony.r3d] Page 4 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Oct 16, 2006 11:18 AM Checked By: ~])m Envelope Member Section Forces (Continued) Member Sec Axialfkl Ic V Shearfkl Ic z Shearfkl Ic Torauefk-ftl Ic y-v Momen... Ic z-z Momen.. Ic min -.625 5 -.888 5 0 2 0 2 0 2 .049 5 35 3 max 3.4 6 1.229 3 0 2 0 2 0 2 2.713 5 36 min -.695 5 -.888 5 0 2 0 2 0 2 -2.912 3 37 1 4 max 3.321 6 1.229 3 0 2 0 2 0 2 5.376 5 38 min -.766 5 -.888 5 0 2 0 2 0 2 -6.598 3 39 5 max 3.243 6 1.229 3 0 2 0 2 0 2 8.039 5 40 min -.837 5 -.888 5 0 2 0 2 0 2 -10.285 3 41 M5 1 max 1.244 5 7.154 5 0 2 0 2 0 2 33.857 5 42 min -1.516 3 -6.209 8 0 2 0 2 0 2 -32.589 8 43 2 max 1.244 5 6.682 5 0 2 0 2 0 2 15.697 5 44 min -1.516 3 -6.209 8 0 2 0 2 0 2 -16.951 3 45 1 3 max 1.244 5 6.209 5 0 2 0 2 0 2 .007 8 46 min -1.516 3 -6.209 3 0 2 0 2 0 2 -2.957 2 47 4 max 1.244 5 5.736 5 0 2 0 2 0 2 16.305 8 48 min -1.516 3 -6.734 3 0 2 0 2 0 2 -16.899 5 49 5 max 1.244 5 5.263 5 0 2 0 2 0 2 34.012 3 50 min -1.516 3 -7.26 3 0 2 0 2 0 2 -31.335 5 51 M6 1 max 1.212 5 2.631 5 0 2 0 2 0 2 10.169 5 52 min -1.051 8 -1.734 8 0 2 0 2 0 2 -9.105 8 53 2 max 1.212 5 2.183 5 0 2 0 2 0 2 3.85 5 54 min -1.051 8 -1.734 8 0 2 0 2 0 2 -5.334 3 55 3 max 1.212 5 1.734 5 0 2 0 2 0 2 -.001 8 56 min -1.051 8 -1.734 3 0 2 0 2 0 2 -3.257 2 57 1 4 max 1.212 5 1.285 5 0 2 0 2 0 2 4.551 8 58 min -1.051 8 -2.272 6 0 2 0 2 0 2 -5.254 5 59 5 max 1.212 5 .837 5 0 2 0 2 0 2 10.285 3 60 min -1.051 8 -3.243 6 0 2 0 2 0 2 -8.039 5 Envelope ASD Steel Code Checks Member Shape Code ... Locfft] Ic Shear... Locf.. Dir Ic Fa fksi] Ft fksi] Fb v-y.. Fb z-z.. Cb Cmv Cmz ASD E.. 1 M1 W14X26 .608 12 5 .035 0 y 5 8.344 30 37.5 13.432 1 .6 .6 H1-1 2 M2 W14X26 .613 12 3 .035 0 y 3 8.344 30 37.5 13.432 1 .6 .6 H1-1 3 M3 W14X26 .151 12 5 .017 0 y 5 8.344 30 37.5 13.432 1 .6 .428 H1-1 4 M4 W14X26 .154 12 3 .017 0 y 3 8.344 30 37.5 13.432 1 .6 .426 H1-1 5 M5 W12X40 .266 10.5 3 .103 10.5 y 3 21.814 30 37.5 30 2.3 .6 .85 H2-1 6 M6 W12X30 .113 0 5 .051 10.5 LX-6 18.424 30 37.5 30 2.3 .6 .85 HI-3 RISA-3D Version 5.0d [P:\...\...\...\...\Analysis\Structural\Risa\3d\bidg6\bldg6recaic\omf@balcony.r3d] Page 5 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Oct 16, 2006 11:19 AM Checked By:_ Load Combinations 1 dl only i 1 2 dl+ll Yes -j 1 2 1 3 dl+eq Yes 1 1 3 1 4 .9dl+eq Yes 1 .9 3 1 5 .9dl-eo Yes 1 .9 3 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 8 1.4eo (drift) eg Yes 3 3 .933 1 Jo/nf Deflections (By Combination) LC Joint Label Xfinl Yfin] Zfin] X Rotation fradl Y Rotation frad] Z Rotation frad] 1 7 N1 0 0 0 0 0 -4.387e-3 2 7 N2 0 0 0 0 0 -4.391 e-3 3 7 N3 .482 .005 0 0 0 -1.0876-3 4 7 N4 .482 -.005 0 ^ 0 b -1.088e-3 _._5__ 7 N5 .631 .006 0 0 0 -4.516e-4 6 1 7 N6 .631 -.006 0 b b -4.513e-4 RISA-3D Version 5.0d [P:\...\...\...\...\Anaiysis\Structural\Risa\3d\bldg6\bldg6recaic\omf@balcony.r3d] Page 6 Thornton Tomasetti r -J X g r-J- -6> PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. in CC CO o o o o o o (D eg CD C eg UJ z _J LL o o o 1— 0 Cfl CD E o o c o x: h- 0 c 0 E •e cc Q. 0 Q o o c\i CO LO m O CD Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.00 OMF@Line1.2 Oct 16, 2006 11:26 AM Checked By: Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh (in''2) 144 Merge Tolerance (in) .12 P-Deita Analysis Tolerance 0.50% Vertical Axis Y Hot Roiled Steei Code AISC: ASD 9th Cold Formed Steel Code AiSi99:ASD NDS Wood Code NDS 91: ASD NDS Temperature < 100F Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing Increment (in) Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Design Parameters Label Shaoe Lenathlftl Lbwlftl Lbzzfftl Lcomo L.. Lcomo bot.. Kw Kzz Cm-w Cm-zz Cb vswavzsv\/av 1 Ml coi 12 2 M2 rfcol 12 3 m4 fir beam 11.5 4 M6 rf beam 11.5 5 m3 rf coi 12 Hot Rolled Steel Properties Label E fksi] G fksi] Nu Therm (\1E5 Fl Densityfk/ft^3] Yieldfksi] A992 29000 11154 .65 .49 50 Hot Rolled Steel Section Sets Label Shape Desian List Type Material Desian Rules A fin2] lyy fin4] Izz (in4] J tin4] 1 fir beam W12X40 Wide Flange Beam A992 Typical 11.8 44.1 310 .95 2 coi W14X68 Wide Flange Column A992 Typical 20 121 723 3.02 3 rf beam W12X30 Wide Flange Beam A992 Typical 8.79 20.3 238 .46 4 rfcol W14X34 Wide Flange Column A992 Typical 10 23.3 340 .57 Joint Coordinates and Temperatures Label Xfft] Yfft] Zfft] Temp fF] Detach From Diap... 1 N1 0 0 0 0 2 N2 11.5 12 0 0 2 N2 11.5 12 0 0 3 N3 0 12 0 0 4 N5 0 24 0 0 5 N6 11.5 24 0 0 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bidg6\bldg6recalc\omf@balcony 1col.r3d] Page 1 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OIV!F@Une 1.2 Oct 16, 2006 11:26 AM Checked By: \A=\ Member Primary Data Label I Joint J Joint K Joint Rotate(deg) Section/Shape Desian List Type Material Design Rules 2 [ Ml M2 m4 M6 m3 NJ N3' N2 N5 N2 N3 N5 N3 N6 N6 col Wide Flange Column rf col Wide Flange fir beam rf beam Column A992 A992 Wide Flange I Wide Flange I Beam rfcol iWide FlangeiCoiumn A992 Typical Typicai Beam I A992 I Typical Typicai A992 I Typicai Joint Boundary Conditions Joint Label X fk/inl Y fk/inl Z Ik/in] X Rot.fk-ft/radl Y Rot.fk-ft/rad] Z Rot.(k-ft/rad] 1 ALL 1 Fixed Fixed 2 N1 Reaction L Reaction Reaction |. 3 N2 Reaction 1 Basic Load Cases 1 o dl 11 DL 1 I -1 2 /I. 3 M eq LL EL 2 2. Load Combina tions 1 di onlv 1 1 2 dl+ll Yes 1 1 2 1 3 dl+eg Yes 1 1 3 1 4 .9dl+eg Yes 1 .9 3 1 5 .9dl-eg Yes 1 .9 3 -1 ! 6 dl+.751l+.75eq Yes 1 1 2 .75 3 .75 7 1.4eo (drift) 3 .933 8 . eg 1 Yes 3 1 Member Distributed Loads (BLC 1: dl) Member Label Direction Start Maqnituderk/fLd..End Maqnitudefk/ft.d... Start Locationfft.%] End Locationfft.%] 1 m4 Y -.16 -.16 0 0 2 M6 Y -.16 -.16 0 0 Member Distributed Loads (BLC 2 •II) Member Label Direc;tion Start Maonitudefk/ftd.. End Maanitudefk/ft.d... Start Locationfft,%] End Locationfft,%] 1 m4 y -.24 -.24 0 0 2 M6 Y -.24 -.24 0 0 Joint Loads and Enforced Displacements (BLC 3 : ea) Joint Label L.D.M [Jirection Maanitudefk.k-ft in.rad k*s'^2/ft] 1 2 N6 N2 _j _j 1 X X 2.75 2.1 RISA-3D Version 5^0d [P:\^^^\^.^\...\...\...\Structural\Risa\3d\bldg6\bidg6recalc\omf(gbaicony 1col.r3d] Page 2 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF(gLine 1.2 Oct 16, 2006 11:26 AM Checked By:_ Joint Reactions (By Combination) LC Joint Label Xfk] Yfk] Zfk] MX fk-ft] MY fk-ft] MZ fk-ft] 1 1 N1 0 3.468 0 0 0 0 2 1 N2 0 2^651 0 0 0 0 3 1 Totals: 0 6.119 0 4 1 COG (ft): X: 4.983 Y: 16.283 Z: 0 Member Section Forces LC Member Label Sec Axialfk] V Shearfk] z Shearfk] Torquefk-ft] v-v Momentfk-.. z-z Momentfk-.. 1 1 Ml 1 3.468 0 0 0 0 0 2 2 3.264 0 0 0 0 0 3 3 3.06 0 0 0 0 0 4 4 2.855 0 0 0 0 0 5 5 2.651 0 0 0 0 0 6 1 M2 1 1.5 -.271 0 0 0 -1.617 7 2 1.398 -.271 0 0 0 -.805 8 3 1.296 -.271 0 0 0 .007 9 4 1.194 -.271 0 0 0 .819 10 5 1.092 -.271 0 0 0 1.631 11 1 m4 1 -.271 1.151 0 0 0 1.617 12 2 -.271 .575 0 0 0 -.864 13 3 -.271 0 0 0 0 -1.692 14 4 -.271 -.575 0 0 0 -.864 15 5 -.271 -1.151 0 0 0 1.617 16 1 M6 1 .271 1.092 0 0 0 1.631 17 2 .271 .546 0 0 0 -.724 18 3 .271 0 0 0 0 -1.508 19 4 .271 -.546 0 0 0 -.724 20 5 .271 -1.092 0 0 0 1.631 21 1 m3 1 1.5 .271 0 0 0 1.617 22 2 1.398 .271 0 0 0 .805 23 3 1.296 .271 0 0 0 -.007 24 4 . 1.194 .271 0 0 0 -.819 25 5 1.092 .271 0 0 0 -1.631 Member ASD Steel Code Checks (By Combination) LC Member Shape UC Max Locfft] Shear Locfft] Dir Fafksi] Ftfksi] Fbyfksi! Fbzfksi] ^ Cb Cmy Cmz Eqn 1 1 Ml W14X68 .008 0 .000 0 22.964 30. 37.5 30 1 H1-1 M2 W14X34 .018 .003 15.99 30 37.5 30 2.3 .6 .203 HI-2 m4 W12X40 M6 W12X30 J014_ .023 5.75 .016 20.68 30 37.5 30 .6 11.5 .017 11.5 16.763 30 37.5 22.936 .6 .85 .85 H2-1 HI-2 m3 W14X34 .018 .003 15.99 30 37.5 30 2.3 .203 HI-2 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bidg6\bldg6recaic\omf(gbalcony Icol.rSd] Page 3 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line1.2 Oct 16, 2006 11:26 AM Checked By: Load Combinations 1 dl only 1 1 di+ll Yes 1 1 2 1 3 dl+eo Yes 1 1 3 1 4 .9di+eq Yes 1 .9 3 1 5 .9di-eo Yes 1 .9 3 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 1.4eo (drift) 3 .933 eq Yes 3 Envelope Joint Reactions Joint Xfkl Ic Yfk] Ic Zfk] Ic MX fk-ftl Ic MY fk-ft] Ic MZ fk-ftl Ic 1 N1 max 4.85 5 11.052 5 0 2 0 2 0 2 0 2 2 min -4.85 3 -7.93 8 0 2 0 2 0 2 0 2 3 N2 max 0 2 10.669 6 0 2 0 2 0 2 0 2 4 min 0 2 -5.544 5 0 2 0 2 0 2 0 2 5 Totals: max 4.85 5 11.639 2 0 2 6 min -4.85 3 0 8 0 2 6 min -4.85 3 0 8 0 2 Envelope Member Section Forces Member Sec Axialfk] Ic y Shearfk] Ic z Shearfk] Ic Torquefk-ft] Ic y-v Momen.. Ic z-z Momen.. Ic 1 Ml 1 max 11.052 5 4.85 8 0 2 0 2 0 2 0 2 2 min -7.93 8 -4.85 5 0 2 0 2 0 2 0 2 3 2 max 10.868 5 4.85 8 0 2 0 2 0 2 14.55 5 4 min -7.93 8 -4.85 5 0 2 0 2 0 2 -14.55 4 5 3 max 10.684 5 4.85 8 0 2 0 2 0 2 29.1 5 6 min -7.93 8 -4.85 5 0 2 0 2 0 2 -29.1 4 7 4 max 10.5 5 4.85 8 0 2 0 2 0 2 43.65 5 8 min -7.93 8 -4.85 5 0 2 0 2 0 2 -43.65 4 9 5 max 10.317 5 4.85 8 0 2 0 2 0 2 58.2 5 10 min -7.93 8 -4.85 5 0 2 0 2 0 2 -58.2 4 11 M2 1 max 3.422 5 .104 5 0 2 0 2 0 2 11.953 5 12 min -2.072 8 -.781 6 0 2 0 2 0 2 -15.026 3 13 2 max 3.33 5 .104 5 0 2 0 2 0 2 11.642 5 14 min -2.072 8 -.781 6 0 2 0 2 0 2 -13.172 3 15 3 max 3.238 5 .104 5 0 2 0 2 0 2 11.331 5 16 min -2.072 8 -.781 6 0 2 0 2 0 2 -11.325 8 17 4 max 3.146 5 .104 5 0 2 0 2 0 2 11.02 5 18 min -2.072 8 -.781 6 0 2 0 2 0 2 -10.283 8 19 5 max 3.054 5 .104 5 0 2 0 2 0 2 10.708 5 20 min -2.072 8 -.781 6 0 2 0 2 0 2 -9.241 8 21 m4 1 max 4.954 5 7.01 3 0 2 0 2 0 2 24.203 3 22 min -5.468 3 -4.823 5 0 2 0 2 0 2 -21.13 5 23 2 max 4.954 5 6.434 3 0 2 0 2 0 2 5.741 8 24 min -5.468 3 -5.341 5 0 2 0 2 0 2 -6.519 5 25 3 max 4.954 5 5.859 3 0 2 0 2 0 2 9.58 5 26 min -5.468 3 -5.859 5 0 2 0 2 0 2 -12.794 3 27 4 max 4.954 5 5.859 8 0 2 0 2 0 2 27.169 5 28 min -5.468 3 -6.377 5 0 2 0 2 0 2 -28.812 3 29 5 max 4.954 5 5.859 8 0 J 2 0 2 0 2 46.247 5 30 min -5.468 3 -6.895 5 0 2 0 2 0 2 -44.791 8 31 M6 1 max .781 6 3.054 5 0 2 0 2 0 2 10.708 5 32 min -.104 5 -2.072 8 0 2 0 2 0 2 -9.241 8 33 2 max .781 6 2.563 5 0 2 0 2 0 2 2.634 5 RISA-3D Version 5.0d [P:\...\..^\-\^^^\.^.\Structural\Risa\3d\bidg6\bldg6recaic\omf(gbalcony Icol.rSd] Page 4 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Oct 16, 2006 11:26 AM Checked By: n Envelope Member Section Forces (Continued) 34 Member _Sec mm /\xialfkl .104 Ic V Shearfkl Ic -2.072 1 8 z Shearfkl Ic Torauefk-ftl Ic v-v Momen... Ic z-z Momen... Ic _0 L^ .L 0 12 _ 0 _ I 2 i -4.008 13 35 36 37 38 39 40 41 42 43 44 45 46 47 48 49 50 m3 max .781 2.072 mm .104 -2.072 max min I .781 1.58 -.104 -2.618 max min max .781 mm -.104 4.089 -.721 6j 1.089 -3".681 3.368 -2.854 max I 3.987 mm max min .813 3.885 .905 3.368 -2.854 max min max! min I .3783 -.997 3.368_ Ji54 3.368 3.681 -1.089 -2.854 3.368_ -2.854 0 b_ 0_ _0_ b 0 _0_ 0 jO_ b ; 2 0^ 0 2 I 2 0 0_ 0 b _o b 2.671 _j4.028_ 0_ _0 b 0 0 _0_ b b L2 J_8.627 \2 -9.278. I 2 16.213 8 2 I 2 L 2 I 0 b _o_ 0 2 it I 2 I -13.114 _5 _2 l_24.2b3J_3 2 I -21.13 i 5 JL4.099_ -12.569 4.002 -4.008 4A5_3_ -6.109 13.114 -16.213 I 3 Envelope ASD Steel Code Checks Member Shape Code... Locfft] Ic Shear... Locf.. Dir Ic Fa fksi] Ft fksi] Fb v-v.. Fb z-z.. Cb Cmy Cmz ASD E.. 1 M1 W14X68 .243 12 5 .042 0 V 8 22.964 1 4^ J— 30 37.5 30 1.75 .6 .6 H1-2 2 M2 W14X34 .149 0 3 .010 0 Y 6 15.99 30 37.5 24.888 1.295 .6 .803 H1-3 3 m4 W12X40 .370 11.5 5 .100 0 Y 3 20.68 30 37.5 30 2.292 .6 .85 H1-2 4 M6 W12X30 .172 11.5 3 .057 11.5 y 6 16.763 30 37.5 30 2.3 .6 .85 H1-3 5 m3 W14X34 .211 0 3 .042 0 V 3 15.99 30 37.5 30 2.3 .6 .332 H1-2 RISA-3D Version S.Od [P:\...\...\...\...\...\Structural\Risa\3d\bldg6\bldg6recalc\omf@baicony Icol.rSd] Page 5 Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.00 0MF@Line1.2 Oct 16, 2006 11:26 AM Checked By:_ (^3 Load Combinations 1 di onlv 1 1 2 dl+il Yes 1 1 2 1 3 A dl+eg Yes 1 3 1 ^ 4 5 .afll+eq .9dl-eg Yes Yes { .9 .9 3 3 1 -1 6 dl+.751l+.75eq Yes 1 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 8 eg , Yes 3 1 Joint Deflections (By Combination) 1 7 N1 0 0 0 0 0 -4.32e-3 _2_. 3 . 7 N2 .528 0 0 0 0 -1.745e-4 _2_. 3 7 N3 1 .526 .002 0 0 0 -2.083e-3 4 7 N5 .683 .003 0 0 0 -2.S09e-4 5 7 N6 .683 0 0 0 0 -8.288e-4 RISA-SD Version 5.0d [P:\...\...\...\...\...\Structural\Risa\Sd\bidg6\bldg6recaic\omf(gbalcony Icol.rSd] Page 6