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Home My WebLink About234 DATE AVE; STRUCT SET 1 PART 2; PC070060; Structural CalculationsPC070060 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 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 1 | bldg3.4,ecw:Revised - Fioor |j [Genjeral Information Steel Sectfon : Center Span 16.50 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 36.00ksi 1.00 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. | #5 #1 DL LL ST Start Location End Location 0.208 0.027 16.500 #2 0.036 0.053 16.500 #3 #4 #6 #7 k/ft k/ft m ft ft Point Loads Dead Load Live Load Short Term Location #1 9.030 9.330 1.500 #2 #3 #4 #5 Notel Short Term Loads Are WIND Loads. k k k ft 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 fb : 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 «- These columns are Dead + Live Load placed as noted - LL+ST LL LL+ST &. Center (St Cants @ Cants k-ft k-ft k-ft k-ft 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 Onlv 17.21 10.44 3.05 -0.143 0.000 0.000 0.000 10.44 3.05 LL (5). Center 29.66 19.58 4.56 -0.236 0.000 0.000 0.000 19.58 4.56 -0.236 0.000 0.000 0.000 19.58 4.56 0.000 0.000 0.000 0.000 k k 0.000 in 0.000 in 0.000 in 0.000 in k k Facalc'dperEq. 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 vvww.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 j bldg3.4.ecw:Revised - Floor [ 1 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 PROJECT PROJECT WO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. O l_ :l -^k, 6 jpfet; C^''/k"/l 3^ use: U\ \9- H If F te>_jgp ...| ; j i iPoL=4J&ii*'J LiFe.,6^J -«L >L -ir J^. J- >i 4; J- s|- \k -L 4- 4 4 4 Xi.>i-X~lJ,lJ^4-4j.Jr|- i : 1 i ] / i 1 j ! : f , I j^^ _ _ / J2..U,,ir f .^i L' laJ.,C j^..<^i o £ W ii in|^J^ X i=\'^ Jp \ | 0 5l^. X-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: 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 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 16.50 ft 0.00 ft 0.00 ft 0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Distributed Loads Note! Short Tenn Loads Are WIND Loads. #4 DL LL ST Start Location End Location #1 #2 0.036 0.054 16.500 #3 #5 #6 #7 k/ft m k/ft ft ft Point Loads Dead Load Live Load Short Term Location Note! Short Term Loads Are WIND Loads. I 16.270 7.690 1.500 #2 #3 #5 #6 : Summary J 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 fb : 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 Govems 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 Maximum 33.95 k-ft 22.74 k 3.14 k -0.213 in 0.000 in 0.000 in 0.000 ft 22.74 3.14 DL Onlv 22.86 15.30 1.99 -0.140 0.000 0.000 0.000 15.30 1.99 • 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 Facalc'dperEq. E2-1,K*Ur<Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy LL ! Center 33.95 22.74 3.14 -0.213 0.000 0.000 0.000 22.74 3.14 LL+ST (S). Center -0.213 0.000 0.000 0.000 22.74 3.14 LL ! Cants 0.000 0.000 0.000 0.000 LL+ST O. Cants 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 CM 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 2 bldg3.4.ecw:Revised - 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 wvvw.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 | General information steel Section : W12X72 Center Span Left Cant. Right Cant Lu: Unbraced Length 20.50 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 Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 DL LL ST Start Location End Location #5 #6 #7 0.060 0.090 20.500 k/ft k/ft k/ft ft ft [Trapezoidal Loads #1 DL @ Left DL @ Right Note! Short Term Loads Are WIND Loads. | 0.173 0.093 LL @ Left LL @ Right 0.260 0.140 ST( STfi iLeft ! Right k/ft k/ft Start End ft 20.500 ft Dead Load Live Load Short Term Location #1 15.300 7.440 11.500 #2 #3 #4 "Is" Note! Short Term Loads Are WIND Loads, t #6 #7 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 fb : 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 Beam OK static Load Case Governs Stress Allowable 192.852 23.760 75.852 14.400 k-ft ksi k ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.526 in 746.9 :1 467.3 :1 Force & Stress Summary 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 Maximum 143.12 k-ft 16.01 k 18.10 k -0.526 in 0.000 in 0.000 in 0.000 ft 16.01 18.10 DL Onlv 90.73 9.57 11.16 -0.329 0.000 0.000 0.000 9.57 11.16 «- These columns are Dead + Live Load placed as noted -» LL (3>. Center 143.12 16.01 18.10 -0.526 0.000 0.000 0.000 16.01 18.10 LL+ST IS). Center LL ! Cants LL+ST (3). Cants -0.526 0.000 0.000 0.000 16.01 18.10 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 Fa calc'd per Eq. E2-1, K*L/r < Co 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-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-6 Steel Beam Design Page 2 bldg3.4.ecw:Revised - l^loor Section Properties W12X72 Section Properties '••1^,-.;' 7.M.-^S^^&J^W:':''W'is:''H''J''''':y-^"-' 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 K 49.200 in3 1.270 in Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. FCb -i to Q. jt 4r 4 ,-ir 5 X S 1 1 -- UL.- li f>3'^. ^ 6} 5:',ir', >tU j ..>L 4", •i' A. -it -7->€>f L,vL -J 1 (5> f-:. <^ ( -)' ); - \ \ 1. <?U L^xou = '2^5 p^.f C l o' I: '^S b ^ A 9 yi=:_._,.t AO ^'s.Q- Cvo' ^ :2 A oo f>\f i lii- C'/d.C.\z.s-!'i i ' J Q-'6"^ <(>\'r ' s.^p^C tVtt vo.S'^)L>A,( )^b*^ 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 Ca6 Rev: 580006 User KW-0600037, Ver 5.8.0,1-Dec-2003 (c)ig83-2003 ENERCALC Engineering Software Description FB-7 Steel Beam Design Page 1 bldg3.4,ecw:Revised - Floor General I nformation Steel Section : W12X26 Center Span 11.50ft 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 36.00ksl 1.00 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads, #1 DL LL ST Start Location End Location 0.053 0.120 3.500 #2 0.232 0.525 3.500 11.500 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft 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 fb : 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 «- These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Onlv &. Center OS). Center &. Cants (di Cants Max. M + 11.22 k-ft 3.73 11.22 k-ft Max. M --0.00 -0.00 k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 2.77 k 0.95 2.77 k Shear @ Right 4.19 k 1.39 4.19 k Center Defl. -0.044 in -0.015 -0.044 -0.044 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 2.77 0.95 2.77 2.77 k Reaction @ Rt 4.19 1.39 4.19 4.19 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: 1:36PM, 14 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 bldg3.4.ecw:Revised - Floor Description FB-7 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 Rev: 580006 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-8 Steel Beam Design bidg3.4.ecw:Revised - Floor General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: W12X26 Pinned-Pinned Fy Load Duration Factor 36!d0ksl 1.00 Center Span 18.00 ft Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi Left Cant. Right Cant Lu: Unbraced Length 6.50 ft 0.00 ft 0.00 ft LL & ST Act Together Distributed Loads Note! Short Term Loads Are WIND Loads, f #1 #2 #3 #4 #5 #6 #7 DL LL ST 0.196 0.112 0.280 0.400 0.166 0.250 k/ft k/ft k/ft Start Location -6.500 -2.500 10.000 ft End Location -2.500 18.000 18.000 ft Point Loads Notel Short Term Loads Are WIND Loads. | Dead Load #1 1.110 #2 2.950 0.221 "#4"""' #6 #7 k Live Load Short Term 2.890 0.126 k k Location -2.000 -1.000 -6.500 ft Summary lla Using: W12X26 section, Span = 18.00ft, Fy = 36.0ksi, Left Cant. = 6.50ft, Right Cant. End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual : 0.00ft Beam OK static Load Case Governs Stress Moment 30.700 k-ft ft): 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 Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl (g Reaction @ Left Reaction @ Rt Maximum 30.70 k-ft 10.33 k 8.30 k -0.283 in 0.235 in 0.000 in 0.000 ft 18.52 8.30 DL Onlv 10.48 -11.56 -11.56 5.90 3.14 -0.083 0.010 0.000 0.000 9.63 3.14 «~ These columns are Dead + Live Load placed as noted • LL > Center 30.70 -11.56 -11.56 7.74 8.30 -0.283 0.235 0.000 0.000 13.67 8.30 LL+ST i Center -0.283 0.235 0.000 0.000 13.67 8.30 LL ! Cants 8.05 -18.53 -18.53 10.33 2.76 -0.046 -0.085 0.000 0.000 14.48 2.76 LL+ST ! Cants k-ft k-ft k-ft k-ft k k -0.046 in -0.085 in 0.000 in 0.000 in 14.48 k 2.76 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: 1.40PM, 14 OCT 06 Rev: 580006 User: KW-0600037. Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software —0[M^^'^3jT'l^M^.mWyS&:^ Description FB-8 Steel Beam Design Page 2 bldg3^.ecw:FievisedN 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 8.170 in3 K 0.680 in Thornton Tomasetti CiD PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BT DRAWING NO. 1 5*: sk all to 8' i i 1 7f- ,1 =. ..j _ ; A .k..®:. A \n.i .pVf.. .Q- 'h„'o.|>, \ &.1 UU '^O (>^(r L'l-L.l <1>)> ^Q-.^\0^\<^ \ i. ^ I _ i-'^OfM ^ -x;»op\v i J j _ i J 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 Description FB-9 General Timber Beam 1 bldg3.4.ecw:Revlsed - Floor General Information Section Name Priim: 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 Code Ref. 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 8.50 ft Lu 0.00 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 Left Cantilever DL Right Cantilever DL 159.00 #m LL #/ft LL m LL 240.00 m #/ft m Trapezoidal Loads #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 Summary 5 Beam Design OK Span= 8.50ft, Beam Width = 3.500in x Depth = 16.in, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 5.54 k-ft Max. Negative Moment 0.00 k-ft Max @ Left Support 0.00 k-ft Max @ Right Support 0.00 Max. M allow 36.09 fb 445.53 psi fv Fb 2,900.00 psi Fv 0.171 : 1 5.5 k-ft 36.1 k-ft at at 4.012 ft 0.000 ft Maximum Shear' Allowable Shear: 1.5 k-ft 49.53 psi 290.00 psi Reactions... LeftDL Right DL Camber: 1.18 k 0.96 k @Left @ Right @ Left @ Center @ Right Max Max 2.8 k 16.2 k 2.88 k 2.32 k 0.000 in 0.019 in 0.000 in 2.88 k 2.32 k Dead Load Deflections 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 Total Load -0.030 in 4.182 ft 3,389.38 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 0.000 ft Sxx 149.333 in3 Area Rb 0.000 Cl 0.000 Max Moment Sxx Rea'd 5.54 k-ft 22.94 in3 0.00 k-ft 0.00 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 2.77 k 2.60 k 9.565 in2 8.951 in2 290.00 psi 290.00 psi 2.88 k Bearing Length Req'd 2.32 k Bearing Length Req'd 56.000 in2 Allowable Va 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-Deo-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Description FB-9 Page 2 l bldg3.4.eow:Revised - Floor t 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 IMoment 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 VCtyerhacuser Business TJ-Beam® 6.20 Serial Numt>er: 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 IS -8' Product Diagram is Conceptual. LOADS: Analysis is for a iHeader (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(1.00) 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 Input Width 1 Parallam PSL 5.25" Beam 2 Stud wall 5.50" Bearing Vertical Reactions Ply Depth Length (lbs) Live/Dead/Upiift/Totai Hanger 1945 / 2623 / 0 / 4568 1 2.99" 1895/2555/0/4450 N/A 14.00" N/A Nailing Depth N/A N/A Detail HI: Top Mount Hanger A1: Blocking Other None 1 Plyl 1/4"x14"1.3E TimberStrand® LSL ee TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): HI: Top Mount Hanger,A1: Blocking HANGERS: Simpson Strong-Tie® Connectors Support Model 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: IMaximum 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-t-) 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 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 -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\TJI\Bldg 3-4\FB10.smE Be2oseri.iN!^S!teiS"^ 31/2" X14" 2.0E Parallam® PSL KJy^ TJ-Beam® 6.20 Serial Number 7005'w8334"°" 3 1/2" X 14" 2.0E Parallam® PSL User 2 10/12/2006 6:14:14 PM Page2 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 ONLYI 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\Analysis\Structural\TJI\Bldg 3-4\FB10.sms Tj.Beam®6.2osene,N!^^&?Sf" 31/2" X14" 2.0E Parallam® PSL ' User 2 10/12/2006 6:14:14 PM Pages Engine Version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN I 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 Hemandez 2415 Campus Dr. Suite 110 In/ine, 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\TJI\Bldg 3-4\FB10.sms Thornton Tomasetti PROJECT PROJECT HO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. V Q ESi> V,2:J. j c (^ e. i o \ I \L J«- X 4- ^ ^ 'j- 5'^ 5- f sf X X 'L 4" X -4^ Si at Pi-<5>t>r (.ouj>0 coV, ui>c.\J J ! 1^ i!'-''/iv':i ^ l-i>.U.pi.L..± '^ 'L^Sk A IXaik VLU A: i, ^ O loo , -j , 'hk |v i j : ; 1 •'A'Vt^yerhacuser Business TJ-Beam® 6.20 Serial Number: 7005108334 FB-11 User: 2 10/12/2006 6:17:11 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 Q 10 -14'«" Product Diagram is Conceiitual. 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 Unifonn(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 irTo14'6" Adds To Unifonn(plf) Floor(1 00) 91.0 64.0 irTo14' 6" Adds To Uniform(plf) Floor(1 00) 0.0 172.0 11'To14'6" Adds To SUPPORTS: 1 Stud vi/all ? Stud wall Input Bearing Vertical Reactions (lbs) Width Length Live/Dead/Uplift/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® 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 ^DESIGN CONTROLS: IMaximum Design Control Control Shear (lbs) 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: -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 l>een provided by the software user. This output has not t>een 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 Weyerliaeuser Business Parallam® is a registered trademark of Trus Joist. P:\CAl\Projeots\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\AnalyslE\Structural\TJl\Bldg 3-a\rBll.sms TJ-Beam® 6.20 Serial NumterTOOSI 08334 3 1/2" X 14" 2.0E Parallam® PSL User: 2 10/12/2006 6:17:11 PM ",ge2 Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED FLoad Group: Primary Load Group 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 Hemandez 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 YEAR 2005\GG5532.00 - Cresent Del Sol\AnalysiE\Structural\TJI\Bldg 3-4\FBll.sms ^^ftycrhaeuscr Business TJ-Beam® 6.20 Serial Number 7005108334 User: 2 10/12/2006 6:18:35 PM "ige 1 Engine Version: 6.20.16 FB-12 3 1/2" X 14" 2.0E Parallam® PSL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED win -14'- Procitict Diagram is Concei^iiai. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: V Primary Load Group • Vertical Loads: Residential - Living Areas (psf): 0.0 Live at 100 % duration, 0.0 Dead Type Class Live Dead Location Application Comment Uniform(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 Uniform(plf) Floor(1 00) 0.0 172.0 0 To 14' Adds To Uniform(plf) Floor(1 00) 53.0 13.0 OTo 14' Adds To Uniform(plf) Floor(1 00) 80.0 90.0 0 To 14' Adds To SUPPORTS: 1 Stud wall Stud wall Input Bearing Vertical Reactions (lbs) Detail Width Length Live/Dead/Upiift/Total 5.50" 2.88" 1561 / 2725 / 0 / 4286 A3: Rim Board 5.50" 2.68" 1561 /2725/0 / 4286 A3: Rim Board Other 1 Ply 1 1/4" X 14" 0.8E TJ-Strand Rim Board® 1 Ply 11/4" X14" 0.8E TJ-Strand Rim Board® le TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board DESIGN CONTROLS: Maximum Design Control Control Shear (lbs) 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:U240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 14' o/c unless detailed othenwise. 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 ONLYI 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(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\Analysis\Structural\TJI\Bldg 3-4\FB12.sms FB-12 TJ-Beam® 6.20 Serial Number 7005108334 3 1/2" X14" 2.0E Parallam® PSL User: 2 10/12C006 6:18:35 PM ",ge2 EnglneVersion 6 2016 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 Hemandez 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 Thomton-Tomasetti Group C]3 Project. Project #:. By: Checked by: Date: Sheet of. Drawing #: (4 Thomton-Tomasetti Group Project. Project #:. By: Checked by: Date: Sheet of. Drawing #: ® (5) (_'\ ^ ( \ 0^ -V C. ^X e^' H\ t (Ps • © (5) 4.<^^ © ® (vcT^' \^'^ 4. (C c/X \^ V • Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. :P \ 4^,J,e ; ^ e2.i:\..ix^^^.....h^i \ ^ J _..^,_„><i v<L.._.„: = _„V^: 11,1:0, n. 114 top 1 ' „.u£^ „; pb>^1a]fe,.. (1 i^o^. \ yj) Thomton-Tomasetti Group Project. Project #: Bv: A^gr Checked by: C1b Date: ^ Sheet of. Drawing #: Loio pSooP ITUDAC- FPISLC^S /j^., 2£i££) . e,,V LI Me 4 (• fc.s- ^ 11,5" \ / S-S+ Be (lo. 4' 4 LI fJt 5" Cs-5 -f (^.ZS] ( '"^^i^*") (l^/=^/»Sp) = 4,&' Thomton-Tomasetti Group Project. Date: Jo k Project #: By: Sheet of. Checked by: Drawing #: LsuJ P-oofg S^I^MI^ / V Thomton-Tomasetti Group us Project. Project #: Bv: Mir Checked by: Date: S'/t G Sheet of _ Drawing #: B 44^* A/ -^V 15,5' is.s- V ^ ^. 1 ^ 17.4.7 LlNJg 5 •^6 ^.5 AILCUJ ; Thomton-Tomasetti Group Project BLOCS ^/^ LATSI^AL Project #: By: MS" Checked by:. Date: S'/oU Sheet of _ Drawing #: Ll M I •' v. - ,1 1' -1^ Type 7/ fkLLOW ~ Co(j LlM^ Ji IT 4.\ in Ml 4,4" Thomton-Tomasetti Group Project Sl-Pfe ^IH LbrTBIZ-M. Project*: Date: -^A ^ By: Sheet of_ Checked by: Drawing #: fir Thomton-Tomasetti Group Project. Project #: By: Mfe- Checked by:. Date: 6 Sheet of _ Drawing #: LlDt^ Roof ^IcBUiBO CCfJT-) Le>io6 fTuDihi(yL , 1r= IS 2U Project. Thomton-Tomasetti Group Project #:. By: h\ Checked by:. Date:. Sheet Drawing #: of Thomton-Tomasetti Group Project 8LDG ^/H /-AT£|g^A^ 063 Project #: By: Checked by:, Date: sfoc Sheet of. Drawing #: c' • " Project. Thomton-Tomasetti Group {Lew ^OQF) Project #: By: M£- Checked by: Date: Sheet of. Drawing #: IT- SoC? J2 » /4 u-v PI fchT ^ £-0 4Ci>>CSf^: y^^kS'^i a- '>J, Co A' Thomton-Tomasetti Group Project 6UPC? Project*: Date: S'/ots By: M $r Sheet of { LPUJ POOP\ Checked by: Drawing #:. \4.'^ * 44===>C£>" U<3^ 'PHOG? Thomton-Tomasetii Group Project B(,D6r B/Y LAT^/^AL Project*: Date: -^^^ By: At Sheet of_ ( Louj P-oo F^) Checked by: Drawing*: U-4 H .0 ' ij^M-'M - ^4^ D l_ '•4 Thomton-Tomasetti Group Project. Project #: By: Checked by:. Date: Sheet of. Drawing *: g/cg-ujE-Xa 2^4. Aiup e^g IP p.er£>uc^ To l^b-f--^ User- ^ lA^oRS-h CA S. ^ ' N1 g-r PLI F^T \oQ^,^ - 4^-g^ VvV^ pi4oo - '^'S. Off Thomton-Tomasetii Group Project. Project *; By: M _ Checked by: cm Date: s/o^ Sheet of. Drawing #: \ 0 m Thomton-Tomasetti Group Project Bt^Dfa LAT^P-AL Project #: Date: ^ ^ By: AlSr Sheet of Checked by: Drawing #: L.M^i.e> (jiy?^ Jii!5]^ £2.::j±^^ = i<3.4 S^60tOb FLOOP> TRANIS v'£:fe-fi,E F^ere^ LiMg A ,JtL5^(l^Y(^-'^ ^ -l-X - \o^^ LiMg A LIKE A.5 LiMe B LiM& LiMe ((9.'L^ + ^'-^("^ = "L- \^ 4^,-^^ ^/ Thornton-Tomasetti Group Project. Project *: Bv: Checked by:. Date: Sheet of. Drawing #: L\N*^ A.s; LIMP D V= ^ K ^A.S 75-. 8 ->• T^pg ' K2. ATT 3^.5 / = n,ze4+ Thomton-Tomasetii Group Project But)6 LATg|2A L Project #: Bv: Checked by:, Date:. Sheet of. Drawing *: II APZ. 4^ ••^ ^7. 4 1.8 44-} Y^, Jl - (I -a 1^4 3. GO'' • 4^' ^ S.-iS + 4.75-^ //-+(4 .S = ^l.SS-ff- or:,. Thomton-Tomasetti Group Project BLDfe Project #: By: ZHil Checked by:. Date: ^/^^ Sheet of. Drawing #: i'^ecatosi 'Si^BuoBti WALL?. Co^fT.) ^B, 4e^\ 4-u_ T " 4 '-'c?'^ 1'S V _ / TYP£ B - 4- g?" 4a I *A+, jj^ ^ TYP^ B Thomton-Tomasetti Group Project. Project #: By: Checked by: Date: Sheet Drawing #: of. Sk.ewEj> LI7AU5. S^TU^eBsj A^B A/uo -S"<s 7 A.5" - 4.^ 6v,ir- '^"^^ 4r- 4-l" —T> Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT ^,^c>\aw-. CHECKED BY DRAWING NO. Liwr^ 4 jt-——\->7-Cf> .lO - i0^uJ..-ki<U<=^... -rfZA&p: - I Lb,.4 4,.44c:? V .?;?44.'k;. > •1 y > •^4 la^ 00 U3 (0 CD O O o •D (0 0) £ g U C s c CO >. c o o ns ro (O sz > o 0) o c ro i— c: o @ Q < 111 I OL LU > O LU O z z LU I- < LI. o ro o _c cL o O CO ro E o o > N C o o I- o c E ro 0) Q o o c\i CO lO 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: 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 Merpe Tolerance (in) P-Delta Analysis Tolerance .12 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 Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Design Parameters Label Shape Lenathfftl Lbwfftl Lbzzfftl Lcomp t... Lcomp bot.. Kyy Kzz Cm-yy Cm-zz Cb y sway zsway 1 Ml col 12 2 M2 col 12 2 M2 col 12 3 M3 beam 13.5 6 Hot Rolled Steel Properties Label E fksil G fksi] Nu Therm A1E5 F) Densitytk/ffS] Yieldfksi] A992 29000 11154 .3 .65 .49 50 Hot Rolled Steel Section Sets Label Shape Desian List Type Material Desian Rules A tin21 Ivy fin41 Izz fin41 J rin4] 1 beam W12X30 Wide Flange Beam A992 TvDical 8.79 20.3 238 1 1 .46 2 col W14X30 Wide Flange Column A992 Typical 8.85 19.6 291 .38 Joint Coordinates and Temperatures Label Temp fF] Detach From Diap.. 2_ 3 N1 N2 13.5 N3 N4 13.5 12 12 0 0 •Member Primary Data Label 1 Joint J Joint K Joint Rotate(dea) Section/Shape Design List Tvpe Material Desian Rules 1 Ml N1 N3 col Wide Flange Column A992 Typical 2 M2 N2 N4 col Wide Flange Column A992 Typical 3 M3 N3 N4 beam Wide Flange Beam A992 Typical RISA-3D Version 5.0d [P:\...\...\...\...\Analysis\Structural\Risa\3d\bldg3&4\omf@entrance overhead.r3d] Page 1 Company : The Thornton-Tomasetti Group, Inc. Designer ; IT Department Job Number: GG5532.00 OMF(gentrance overhead/balcony Oct 9, 2006 12:58 PM Checked By:_ ma Joint Boundary Conditions Joint Label X fk/inl Y fk/in] Z fk/in] X Rot.fk-ft/rad] Y Rot.fk-ft/radl Z Rot.fk-ft/radl 1 N1 Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction 3 ALL Fixed Fixed Basic Load Cases BLC Description Cateaory X Gravity Y Gravitv Z Gravity Joint Point Distributed Area (Me... Surface (... 1 dl DL -1 1 1 2 II LL 1 3 eg EL 1 Load Combinations 1 dl only "1 1 2 dl+ll Yes -j 1 2 1 3 dl+eg Yes 1 1 3 1 4 .9dl+eq Yes .9 3 1 5 .9dl-ea Yes 1 .9 3 -1 6 dl+.751l+.75eq Yes 1 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 8 1 eg 1 Yes 3 1 Member Distributed Loads (BLC 1: dl) Member Label Direction Start Maanitudefk/ft.d..End Maqnitudefk/ft.d... Start Locationfft.%1 End Locationfft.%1 1 M3 Y -.106 -.106 0 0 Member Distributed Loads (BLC 2 : II) Member Label Direction Start MaQnitudefk/ft.d..End Maanitudefk/ft.d... Start Locationfft.%] I Y I -.24 I -.24 I 0 End Locationfft.%1 M3 0 Joint Loads and Enforced Displacements (BLC 3 : eg) Joint Label LD.M Direction Maanitudefk.k-ft in.rad k*s''2in] N3 1.2 Joint Reactions (By Combination) LC Joint Label Xfk] Yfkl Zfk] MX fk-ft] MY fk-ft] MZ fk-ft] 1 1 N1 .115 1.279 0 0 0 0 2 1 N2 -.115 1.279 0 0 0 0 3 1 Totals: 0 2.558 0 4 1 COG (ft): X: 6.75 Y: 10.304 Z:0 Member Section Forces LC Member Label Sec /^ialfkl v Shearfkl z Shearfkl Torauefk-ftl v-v Momentfk-.. z-z Momentfk-.. 1 1 Ml 1 1.279 -.115 0 0 0 0 2 2 1.188 -.115 0 0 0 .344 3 3 1.098 -.115 0 0 0 .688 4 4 1.008 -.115 0 0 0 1.031 5 5 .917 -.115 0 0 0 1.375 RISA-3D Version 5.0d [P:\...\...\...\...\Analysis\Structural\Risa\3d\bldg3&4\omf@entrance oyerhead.r3d] Page 2 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532.00 OI\/!F@entrance overhead/balcony Oct 9, 2006 12:58 PM Checked By: Cm Member Section Forces (Continued) LC . Member Label Sec Axialfkl v Shearfkl 7 Shearfkl Tnrnnprk-fti v-v Mnmpntrk. r-7 Mnmpntrk. 6 1 M2 1 1.279 .115 0 0 1 0 0 7 2 1.188 .115 0 0 1 0 -.344 8 3 1.098 .115 0 0 0 -.688 9 1 4 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 (Bv Combination) LC Member Shape UC Max Locfft] Shear... Locfft] Dir Fafksi] Ftfksi] Fbvfksi] Fbzfksi] Cb Cmv Cmz Ean 1 1 M1 W14X30 .018 12 .002 0 V 15.447 30 37.5 27.302 1.75 .6 .6 1——1 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 H1-2 RISA-3D Version 5.0d [P:\...\...\...\...V^nalysis\Structural\Risa\3d\bldg3&4\omf@entrance overhead.r3d] 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 o dl only 1 1 3 dl+ll dl+eq Yes Yes 1 1 1 2 3 1 1 4 .9dl+eq Yes 1 .9 3 1 5 .9dl-ea Yes 1 .9 3 -1 6 dl+.75ll+.75eq Yes 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 8 _ _ eq. . Yes 3 1 Envelope Joint Reactions Joint Xfk] Ic Yfk] Ic Zfkl Ic MX fk-ft] Ic MY fk-ft] Ic MZ fk-ftl Ic 1 N1 max .704 5 2.899 2 0 2 0 2 0 2 0 2 2 min -.601 8 -1.067 Q 0 2 0 2 0 2 0 2 2 min -.601 8 -1.067 O 0 2 0 2 0 2 0 2 3 N2 max .496 5 3.294 6 0 2 0 2 0 2 0 2 4 min -.716 6 .084 5 0 2 0 2 0 2 0 2 5 Totals: max 1.2 5 5.798 2 0 2 6 min -1.2 4 0 8 0 2 Envelope Member Section Forces Member Sec Axialfk] Ic v Shearfk] , Ic z Shearfk] Ic Torquefk-ft] Ic v-y Momen... Ic z-z Momen. Jc _2 J2 5 8_ _5_ A 5 8 5 i 2 y j_ 5_ _6_ 5 6l Ij 51 JJ 5\ 3J A 2 2_ _3_ 4_ J_ J_ 7 10 11 12 13 14 15 17 ,18,IL 19 20 21 2i 23 24 Ml 1 max I 2.899 mini -1.067 .601 .704 8 5 0 max 2,808 min -1.067 .601 3 Imaxi 2.718 I 2 -.704 mini -1.067 4 T max max! 2.628 8 -1.067 .601 -.704 0 0 7A 2 \ jCL J 0^ 0 .2. ct 0 0 0 0 _o_ 0 .601 .704 mm M2 1 Imax mm 2.537 -1.067 A294 .084 .601 v7CI4 .716 -.496 8 5 0 0 max min 3 max I Imin" i 4 Imax 3.,203 _ J)03 3.113 \ 6 .716 6 I -.496 3^ 0 0_ _b_ 0 .0 0 _0_ 0 0 2.111 -1.802 4.222 -3.603 0 0_ 0 0 0 I 2 0 n 1.489 -2.148 .716 mm max rmlnl M3 I 1 Imaxi I min I -.078 1_023 _-.J6 2.932 -.241 .716 -.4"96" I 5_ T6~ m -.496 I 5 .716 .496 _6_ 5 .716 -.496 max mm .715 -.496 _2_.537 -1.667 1.479 _0 0 2.978 .0_ 0 _2_ 2 J:4.296 4.467 -1.067 0 b 3 2 2 0 0 2 2 -6.444 5.956 -8.592 8.444 -7.206 2.754 -4.906 6.333 I -5.405_ i 8.444 I -7.206" _25_ .26 imax mm .71' .496 1.067 -1.067 0 0. .006 -4.76 27 max .716 .654 3.594 28 mm •.496 -1.866 -4.446 29 max .716 .241 8.592 30 mm .496 -2.932 -5.956 RISA-3D Version 5.0d [P:\...\...\...\...V\nalysis\Structural\Risa\3d\bldg3&4\omf@entrance oyerhead.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 Shape Code ... Locfft] Ic Shear... Locf.. Dir Ic Fa fksi] Ft fksi] Fb v-v.. Fb z-z.. Cb Cmy Cmz ASD E.. 1 Ml W14X30 .095 12 5 .009 0 Y 5 15.447 30 37.5 27.302 1,75 .6 .6 HI-2 2 M2 W14X30 .101 12 6 .010 0 V 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 H1-2 RISA-3D Version 5.0d [P:\...\...\...\...V\nalysis\Structural\Risa\3d\bldg3&4\omf@entrance overhead.r3d] Page 5 Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.00 OMF@entrance overhead/balcony Oct 9, 2006 12:59 PM Checked By: CI03 Load Combinations 1 dl only 1 1 2 3 dl+ll dl+eq Yes Yes 1 1 1 z 3 1 1 4 5 .9dl+eq .9dl-eg Yes Yes 1 .9 .9 3 3 1 -1 6 dl+.75ll+.75eq Yes •f 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 8 Yes 1 8 eg Yes 3 1 Joint Deflections (Bv Combination) LC Joint Label Xfinl Yfin] Zfinl X Rotation frad] Y Rotation frad] Z Rotation frad] 1 7 N1 0 0 0 0 0 -1.0416-3 2 7 N2 0 0 0 0 0 -1.039e-3 3 7 N3 .119 0 0 0 0 -3.531 e-4 4 7 N4 .119 0 0 0 0 -3.514e-4 RISA-3D Version 5.0d [P:\...\...\...\...V^nalysis\Structurai\Risa\3d\bldg3&4\omf@entrance oyerhead.r3d] Page 6 Project Thornton-^Tomasetti Giui BuDG> Project #: Bv: ^ ^ Date: Checked by: Sheet of. Drawing #: .A K a..-5 K- TTTT f I 1^ -fc 1^' (Vi -~\ , -U /- o . S 3 "-^ Thornton Tomasetti PROJECT SUBJECT j^^Aiurr^iMcr-s^ -7-9 PROJECT NO. DATE BY SHEET of CHECKED BY DRAWING NO. i I i I \4 l^r-X??-^ ^ 1 A TOTAL, '7 as r- ^ I Cm 00 in ro CO o o o O 8 LU o Z < \-Z UJ h-< o _c d. o 1— (3 B <D 0) ro E o o o sz I- x: I- E t: ro Q. 0 Q CM CO in in O CD Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.01 OMF@entrance Oct 9, 2006 9:53 AM Checked By: Global Display Sections for Member Calcs Max Internal Sections for Member Calcs i 97 Include Shear Deformation Include Warping Area Load Mesh (in^2) Merge Tolerance (in) P-Delta Analysis Tolerance Vertical Axis i Yes_ • Yes 144 .12 0.50% 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 Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Design Parameters Label Shape Lenathfftl Lbyylft] Lbzzfft] Lcomp t... Lcomp boL. Kvy Kzz Cm-yy Cm-zz Cb ysway zsway Ml col 12 2_ 3 A. _5 6 M2 col 12 M3 rf col 12 M5 fir beam 13.5 M6 rf beam 13.5 M4 rf col 12 Hot Rolled Steel Properties Label E fksi] G fksi] Nu Therm (\1E5 F) Densitytk/ff^S] Yieldfksi] A992 29000 11154 .3 .65 .49 50 Hot Rolled Steel Section Sets Label Shape Desian List Type Material Desian Rules A fin2] Ivy fin4] Izz fin4] J tin4] 1 fir beam W16X40 Wide Flange Beam A992 Typical 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 j A992 Typical 8.85 19.6 291 .38 rfcol W14X30 Wide Flange Column A992 Typical 8.85 19.6 291 .38 Joint Coordinates and Temperatures Label Temp fF] Detach From Diap.. 3 4 .5. 6 N1 N2 13.5 N3 0 N4 13.5 N5 N6 0_ 13.5 12 12 24 24 0 6 0 0 _0_ 0 _0_ 0 0 0 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg3&4\bldg3&4recalc\omf@entrance.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 Ml N1 N3 col Wide Flanqe Column A992 Typical J2_ .3_ J_ 6 M2 M3 M5 -N2 N3 N3 N4 col N5 rf col Wide Flanqe Column A992 Wide Flanqe Column A992 N4 fir beam Wide Flanqe Beam A992 Typical Typical Typical M6 N5 N6 rf beam Wide Flanqe Beam A992 Typical M4 N4 N6 rfcol Wide Flange Column A992 Typical Joint Boundary Conditions Joint Label X fk/inl Y fk/in] Z fk/in] X Rot.fk-ft/rad] Y Rot.fk-ft/radl Z Rot.fk-ft/rad] 1 N1 Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction 3 ALL Fixed Fixed 6as/c Load Cases BLC Descriotion Cateaorv X Gravitv Y Gravitv Z Gravitv Joint Point Distributed Area (Me... Surface (... 1 dl DL -1 2 2 II LL 2 3 eg EL 2 Load Combinations 1 dl onlv Yes 1 1 2 dl+ll Yes 1 1 2 1 3 dl+eo 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 1.4eq (drift) 3 .933 8 eg Yes 3 1 Member Distributed Loads (BLC 1: dl) Member Label Direction Start Maqnitudefk/ft.d.. End Maanitudefk/ft.d... Start Locationfft.%] End Locationtft.%] 1 M5 Y -.072 -.072 0 0 2 M6 Y -.075 -.14 0 0 Member Distributed Loads (BLC 2 . •II) 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 -.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/ft] 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(gentrance.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 Xfk] Yfk] Zfk] MX fk-ft] MY fk-ft] 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 Member Section Forces LC Member Label Sec Axialfk] v Shearfk] z Shearfk] Torquefk-ft] y-y Momentfk-..z-z Momentfk Ml 2.55 .039 0 0 0 0 2.406 .039 .117 _2.262_ 2.118 -.039 -.039 0. 0 1.974 -.039 .234 .351 .468 M2 2.696 .039 2.552 .039 -.117 2.408 .039 ^.23A_ -.351 2.264 .039 10 11 12 M3 2.12 .039 1,215 -.199 1.125 .199 _0 0 0 0 _0 0 -.468 -.945_ -.348 13 14 1.034 -.199 .944 -.199 .248 .844 15 16 M5 5 i .854 .199 16 .759 _0_ 0 1.441 1.412 -.511 -1.156 17 18 16 .381 16 .002 19 20 16 -.377 16 -.755 0 6 .524 1.386 21 22 M6 .199 .854 .199 .472 0 0 1.441 .811 23 24 25 26 27 28 29 30 M4 .199 .199 .199 1.365 1.275 .035 .457 -1X104 .199 1.185 1.094 1.004 .199 J_99_ .19"9 .199 0 0 0 o" -1.681 .983 1.468 .918 .321 .275 +_ -.871 T -1.468 Member ASD Steel Code Checks (By Combination) LC Member Shape UC Max Locfft] Shear... Locfft] Dir Fafksi] Ftfksi] Fbyfksi] Fbzfksi] Cb Cmy Cmz Eqn Ml W14X48 .009 0 .000 0 19.912 30 37.5 28.873 1 .6 H1-1 _2_ 3_ A. A. 6 M2 W14X48 .010 0 .000 19.912 30 37.5 28:873 .6 .6 H1-1 M3 W14X30 .017 12 .003 15.447 30 37.5 30 2J .338 HI-2 M5 W16X40 010 6.75 .008 13.882 30 37.5 20.498 1.009 .85 HI-3 M6 W14X30 .026 17.031 M4 W14X30 .018 r 12 .013 13.5 12.602 .003 15.447 .30 30 37.5 19.17 1 .85 I HI-2 37.5 30 2.3 .35 I H1-2 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg3&4\bldg3&4recalc\omf(gentrance.r3d] Page 3 Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.01 OMF@entrance Oct 9, 2006 9:54 AM Checked By: 0 Load Combinations 1 dl only Yes 1 1 2 dl+ll Yes -] 1 2 1 3 dl+eq Yes 1 1 3 1 4 .9dl+eq Yes •\ .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 eg Yes 3 1 Envelope Joint Reactions Joint Xfk] Ic Yfk] Ic Zfkl Ic MX fk-ft] Ic MY fk-ftl Ic MZ fk-ft] Ic 1 N1 max 5.133 5 18.384 5 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 6 min -10.2 8 0 8 0 1 Envelope Member Section Forces 1 Ml 1 max 18.384 5 5.098 8 0 1 0 1 0 1 0 1 2 min -16.089 8 -5.133 5 0 1 0 1 0 1 0 1 3 2 max 18.254 5 5.098 8 0 1 0 1 0 1 15.398 5 4 min 1 -16.089 8 -5.133 5 0 1 0 1 0 1 -15.293 8 5 3 max 18.125 5 5.098 8 0 1 0 1 0 1 30.797 5 6 min -16.089 8 -5.133 5 0 1 0 1 0 1 -30.587 8 7 4 max 17.995 5 5.098 8 0 1 0 1 0 1 46.195 5 8 min 1 -16.089 8 -5.133 5 0 •\ 0 1 0 1 -45.88 8 9 5 maxi 17.866 5 5.098 8 0 1 0 1 0 1 61.594 5 10 min -16.089 8 -5.133 5 0 1 0 •) 0 1 -61.173 8 11 M2 1 max 18.785 3 5.141 3 0 i 0 1 0 .j 0 1 12 min -13.662 5 -5.067 5 0 -j 0 1 0 1 0 1 13 2 max 18.641 3 5.141 3 0 1 0 1 0 1 15.202 5 14 min -13.792 5 -5.067 5 0 1 0 1 0 1 -15.424 3 15 3 max 18.497 3 5.141 3 0 1 0 1 1 0 1 30.403 5 16 min -13.921 5 -5.067 5 0 1 0 1 0 1 -30.847 3 17 4 max 18.353 3 5.141 3 0 1 0 1 0 1 45.605 5 18 min -14.051 5 -5.067 5 0 1 0 1 0 1 -46.271 3 19 5 max 18.209 3 5.141 3 i 0 1 1 0 1 0 1 60.806 5 20 min -14.181 5 -5.067 5 0 1 0 1 0 1 -61.695 3 21 M3 1 max 5.177 5 3.96 8 0 1 0 1 0 1 19.912 8 22 min -4.083 8 -4.139 5 0 i 0 1 0 1 -20.762 5 23 2 max 5.096 5 3.96 8 0 1 0 1 0 1 8.031 8 24 min -4.083 8 -4.139 5 0 1 0 1 0 1 -8.344 5 25 3 max 5.014 5 3.96 8 0 1 0 1 0 1 4.073 5 26 min -4.083 8 -4.139 5 0 1 0 1 0 1 -3.85 8 27 4 max 4.933 5 3.96 8 0 1 0 1 0 1 1 16.491 5 28 min -4.083 8 -4.139 5 0 1 0 1 0 1 -15.731 8 29 5 max 4.852 5 3.96 8 0 1 0 1 0 1 28.908 5 30 min -4.083 8 -4.139 5 0 1 0 1 0 1 -27.612 8 31 M5 1 max 1.163 8 12.689 5 0 1 0 1 0 1 82.356 5 32 min -1.306 5 -12.006 8 0 1 0 1 0 1 -81.085 8 33 2 max 1.163 8 12.348 5 0 1 0 1 0 1 40.106 5 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg3&4\bldg3&4recalc\omf(gentrance.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) 41 42 43 47 48 49 50 51 52 53 Member Sec Axialfkl 34 35 36 37 38 39 _40_.. 44 45 I 46 I 54 55 56 57 58 59 60 min I. -1.306 max mm 1.163 -1.306 Ic V Shearfkl , Ic z Shearfkl Ic -12.006 8 i 12.007 5 I -12.006 8 imaxi 1.163 I 8 1 11,667_ mini -1.306 5 I -12.382_ max! 1.163 I 8 i 11.326 J .306 M6 mm max mm JA39 -3.761 -12.761 max i min I 4.139 i3_._761 3 Imaxi 4.139 i min r^.76l 4.852 ..-4.083 5 8 4.508 -4.083 4.114 -4.083 i 8 4 Imaxi 4.139 -3.761 mm M4 max min max 4.139 3.672 -4.541 3.18 -3.761 -5.087 5.449 min i -2.855 4.139 5 i -3.761 max i min [maxi I min I 5.358 4.139 -2.936 5.268 _-3,017 i max mm max min 5.178 -3.098 -3.761 4.139 -3.76_1_ 4.139 3 _5_ 5.087 -3.18 -3.761 4.139 -3.761 0 0 0 0 0 0 0 Torquefk-ftl .0 1 Ic y-v Momen. 0 0 0 0 0 d 0 o" 0 _0_. _0 _0. _CL 0^ 6 z-z Momen... Ic [ -4T.677 I 3 8_ 2 -.047 -2.86 40.471 -40.943 _82.376 -79.743 .28.908 -27.612 13.1 -±4.342 -.049 -3.549 13.732 -14.617 28.98_1_ -26.193 20,681_ -18,937 8.265 ^..6_55 3.628 .-4.15 14.91 -16.566 26.193 -28.981 8 2 Envelope ASD Steel Code Checks Member Shape Code... Locfftl Ic Shear... Locf.. .Dir Ic Fa fksi] Ft fksi] Fb V-V.. Fb z-z.. Cb Cmy Cmz ASD E.. 1 Ml W14X48 .392 12 5 .055 0 5 19.912 301 37.5 30 1.75 .6 .6 H1-2 2 M2 W14X48 .394 12 3 .055j 0 Y 3 19.912 30 37.5 30 1.75 .6 .6 H1-2 3 M3 W14X30 ,293 12 5 .055 0 y 5 15.447 30 37.5 30 2.3 .6 .313 H1-2 4 M5 W16X40 ,505 0 8 .131 13.5 V 3 13.882 30 37.5 30 2.3 .6 .2 H1-2 5 M6 W14X30 .313 13.5 JJ .068 13.5 y 3 12.602 30 3/.5 30 1 2,3 .6 .85 H1-3 6 M4 1 W14X30 .295 12 3 .055 J 0 V 3 15.447 30 37.5 30 2.3 .6 .315 H1-2 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg3&4\bldg3&4recalc\omf(gentrance.r3d] Page 5 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.01 OMF(gentrance Oct 9, 2006 9:54 AM Checked By: 11^ Load Combinations Description dl only Solve PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor Yes 1 1 dl+ll Yes dl+eq Yes .9dl+eq Yes .9 .9dl-eq Yes -1 dl+.75ll+.75eq Yes J5 .75 1.4ea (drift) .933 _eg_ Yes Joint Deflections (By Combination) 1 7 N1 0 0 0 0 0 -5.423e-3 2 7 N2 0 0 0 0 0 -5.42e-3 3 7 N3 .627 .005 0 0 0 -1.917e-3 4 7 N4 .626 -.005 0 0 0 -1.911 e-3 5 7 N5 .972 .007 0 0 0 -1.181 e-3 6 7 N6 .97 -.007 0 0 0 -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 B(^D6> 3/H Project #: . Date: ^ By: M ^ Sheet of_ hjoLOouJUS ^ecotJt> Checked by: Drawing*: _> p/y£>^ Thornton-Tomasetti Group Project BLDGT S/^ Project #: ________ Date: ^ By: Sheet of _ fHoLfcoUJ)J& CoK/T.^ Checked by: Drav^'ing #: -I l-' -I Thornton Tomasetti Project BLD{r ^A ijlOU Project #: _____ By: Date Sheet •_sJo( of Checked by: Drawing #: BID63 J2. - fe.-^^ ^^^^, (dk^ +2) f^^.) , mj.^*" /^^ L_ - —" - ••'i - dp t f-r^-' US' ^ Thornton Tomasetti Group t\\k> Project. (HOlt>C>lu rJ i> COKIT •) Project #: Bv: A^Sr Checked by: Date: ^ [pis Sheet of _ Drawing #: BuDtr ^yif (Uvue 1 Cos)!-) 3' <^ lo' INJ 6T U PL\ Pr ^ 11 '^i) - 1' = . 4- Thornton Tomasetti Group Project. Project #: By: Date:. Sheet of Checked by: Drawing #: "7 '7 7^ 105' Thornton-Tomasetti Group Project. BLD& 3fH Project #: By: Sr- Date:. Sheet of Checked by: Drawing #: P I. f^^T" VFL\Pr =^ T S . L V M K ) (2 OT'riS ft Project. Thornton Tomasetti Group Project #: Bv: M$r Checked by: Date: Sheet of. Drawing #: orM - ^'2e> / (' i^xT) (lOUJ Boar 1 1 - 4-. V--- 4*^/A- OTM - . 4-%'^ A'^) A'^'} ' Sl '^ I?. • - -4. b" Thornton Tomasetti Group CXlo Project. 3 A/ Project #: By: Date:. ^^%- Sheet of Checked by: Drawing #:. SK^U^^D OJhlL I^.S C A./^i> sis' ABc^E * 4-4-1. ^A"^ 2.0 ^-h \/(^. Zor4-4-'^^l - 2>-&A"* 7^ 11' -7^ t (1 '-t f i I Her MOMBrJT ABcii^ A B U i,^' ) ^ \^,:0. A// 4 O-P UT Thornton-Tomasetti Grou cm Project. Project #: By: Checked by: Date: ^^ Sheet of _ Drawing #: -7^ 4-S — t '•?7 o,<=\ -1' >JL> / 7 Thornton Tomasetti Group 1 Project eLD&> ^/W Project*: Date: s/cxS, By: M 9- Sheet of _ C\^^ (SBCo>Ji> KoLpQu/N^S Coyjr ) Checked by: Drawing #: ^ ^ ^."7 5 // r/4.5: = ^Z.^iS ^/ ,^|^fe.ig('io&*^&.A^-^n4n = ~i'A" M6:T UPLlf^T- ' ^ ^- 4 - __ Thornton Tomasetti BLP& 3/v PROJECT PROJECT NO. DATE BY /H^ SHEET Of SUBJECT CHECKED BY DRAWING NO. Jr»(ri P.XM r (2,0)/H7e ^ ) ^ i^,/^,©^' SPECIAL ^^fSA^'-^ c^sec. ) I .ZD ^ 4.1 + I.C (f/-2-/7) a - IB } Rg-ANJ^LYae ^/ioAD COMB FO|S- S£fS.M(^ R-NVIVSL -> ^Yw^^ /H f5J_ ^k- (^£5 [2. SiP&tlAL j S^O PSI ^ ^ZS" PS I Rev: 5S0004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (cj^l 983-2003 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 : Description General Timber Beam FB11 Special Seismic Analysis (1.2D+0.5L+2.8E) Job# Date: 5:32PM, 30 MAY 06 C\v\ 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 Prilm: 5.25x14.0 5.250 in 14.000 in Manuf/So.Pine Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, 14.50 ft Lu ft . ft . Parallam 2.0E .Lu .Lu 2.00 fl 0.00 ft 0.00 ft Fb Base Allow 2,900,0 psi Load Dur. Factor 1.700 Fv Allow 290.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi E 2,000,0 ksi 1 Full Length Uniform Loads Center DL 80.40 m LL 26.50 #/ft Left Cantilever DL #/ft LL #m Right Cantilever DL #/ft LL #/ft [T Trapezoidal Loads #1 DL@Left DL @ Right #2 DL @ Left DL @ Right 127.20 #/ft 127.20 #/ft 206.40 #/ft 206.40 #/ft LL @ Left LL @ Right LL @ Left LL @ Right 45.50 m 45.50 #/ft #/ft #/ft Start Loc End Loc Start Loc End Loc 11.000 fl 14.500 ft 11.000 ft 14.500 ft Point Loads Dead Load Live Load ...distance 3,725.0 lbs 972.5 lbs 2.000 ft lbs 13,168.0 lbs 2,000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft Summary Beam Design OK Span= 14.50ft, Beam Width • Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max, Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 2,267.53 psi Fb 4,902,44 psi 5.250in x Depth = 0.671 14,in, Ends are Pin-Pin : 1 32.41 k-ft -0.00 k-ft 32.4 k-ft 70,1 k-ft at at 2,030 ft 14.500 ft Maximum Shear Allowable Shear: 1.5 24.3 k 36.2 k 0.00 0.00 70,06 fv Fv k-ft k-ft Camber: 330.87 psi 493.00 psi Reactions... LeftDL Right DL 3,94 k 2,12 k @ Left 16.34 k @ Right 4.41 k @ Left 0.000 in @ Center 0.182 in @ Right 0.000 in Max 16.34 k Max 4,41 k [Deflections :..'^''mm^.T^m'"<'^"..-T- Dead Load Center Span... Deflection -0.121 in ...Location 6,786 ft ..Length/Defl 1,437.6 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 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 Title: Dsgnr: Description : Scope: Date: Job# 5:32PM, 30 MAY 06 • 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 (1.2D+0.5L+2.8E) Page 2 bidg3.4.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 171.500 in3 Area Cl 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 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 CanL 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 17?,7«S(ft , , 172 7«/ft 206.4«tl WW = 32.4k-ft Dmax = -0.400in Rmax = 16.3k Vmax @ left = 16.3k Rmax = 4.4k Vmax @ rt = 4.4 5.77 7.22 Location fffi Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Deo-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 vmw.thettgroup.com Title : Dsgnr: Description ; Scope : Date: Job# 5:35PM, 30 MAY 06 Cm Description General Timber Beam FB11 Special Seismic Analysis (0.9D+2.8E) Page 1 bldg3,4.eow:Floor Framing General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Prilm: 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 userdeflned Center Span 14.50fl Lu 2.00 ft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Tmss 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 60.30 #/ft Left Cantilever DL #/ft Right Cantilever DL #/ft LL LL LL m m m Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 95.40 #/ft LL@Left Start Loc 95.40 #/ft LL@ Right #/ft End Loc 154.80 #/ft LL@Left #/ft Start Loc 154.80 #/ft LL@ Right #/ft End Loc 11.000 n 14.500 ft 11.000 14,500 Point Loads Dead Load Live Load ...distance ' Summary 2,793.0 lbs lbs 2.000 ft 13,168.0 2.000 lbs lbs ft lbs lbs 0,000 ft lbs lbs 0.000 ft lbs lbs 0,000 ft lbs lbs 0.000 ft Beam Design OK Span= 14.50ft, Beam Width •• Max Stress Ratio 5,250in X Depth = 14.in. Ends are Pin-Pin 0.589 : 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: @ Left 14.30 k Max. Negative Moment -0.00 k-ft at 14.500 ft @ Right 3.41 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 fb 1,989.32 psi fv 290.46 psi LeftDL 2.95 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... 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 -0.339 in 6.380 ft 513.84 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 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 2 bldg3,4.ecw: Floor Framing 5' 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 4.118ft 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 Cl 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 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 14,30 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Sketch & Diagram 154 W . > I 28.43 60.3#/ft 22.74 19 .M) 17,00 95,4#/fl 14.22 154.8#m w 11.37 11.37 8.53 J 5.09 2.84 = 28.4k-ft •max = -0.339in Rmax = 14.3k Vmax @ left = 14.3k Rmax = 3.4k Vmax @ rt = 3 4k r, 1.40 2.85 4.31 Be •nil blie<ii 10,13 11.58 13 04 10.13 11.59 13.0X 14.5 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Dsgnr: Description : Scope: Job# Date: 5;35PM, 30 MAY 06 cm 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 bidg3.4.ecw:Floor Framing General Information Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Prilm: 5.25x14.0 5.250 in 14.000 in Manuf/SoPine 1,700 Pin-Pin Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are userdeflned 2.00 ft 0.00 ft 0.00 ft Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 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 [Full 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 DL @ Right #2 DL @ Left DL @ Right 95.40 #/ft 95,40 #/ft 154.80 #/ft 154.80 #/ft LL @ Left LL @ Right LL @ Left LL @ Right m m m #/ft Start Loc End Loc Start Loc End Loc 11.000 ft 14.500 ft 11.000 ft 14.500 ft Point Loads Dead Load Live Load ...distance 2,793.0 lbs lbs 2.000 ft lbs -13,168.0 lbs 2.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft Summary Beam Design OK Span= 14.50ft, Beam Width • Max Stress Ratio 5.250in x Depth = 0.351 14.in, Ends are Pin-Pin : 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 ft) 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... Dead Load Total Load Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 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 Title: Dsgnr: Description : Scope: Job# Date: 5:35PM, 30 MAY 06 19\ 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 2 bldg3,4,ecw:Floor Framing Stress Calcs Bending Analysis Ck 16.335 Cf 1.000 (g Center (g Left Support (g 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 (g Left Support 12.71 k 25,774 in2 493.00 psi -8.40 k -0.22 k Sxx 171.500 in3 Area Cl 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 (g Center Span Location = 0.00 ft 0.00 k-ft (g Right CanL 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 95.|4f/<l, , 154,8«ft , Dmax - 0.159in Rmax = .8.4k Vmax @ left = 8.4k -t.«7 , 60.3#m •3.75 •5,62 , 95.4#/ft ^ 7-50 , 154.8#m ^ -0.37 ^ -11.24 ^ -13.12 -14.00 -tt.e? 1 1 1.S5 0.93 -1.D7 Rmax = -0.2k 2.13 Vmax @rt= 1.6k S -3.20 4 26 ^ =33 -0 36 1 7 46 -8.52 Be'liii %lieo 0.18 O.M O.B j O.ll. ^ 0.» w 0.08 g ti.oe J- % 0,05 / S / D.D2 ^ \iSfi£. Deflection ^ 5.77 7.22 Locsrtion fftt 5.77 7.22 Lccalion Cft"i Thornton Tomasetti PI PROJECT BUDfc 4. PROJECT NO. DATE .6 /P 6 BY MS-SHEET of SUBJECT CHECKED BY DRAWING NO. L-DU-^ (2-00 P f^P-fcMtu6 Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET Of SUBJECT CHECKED BY DRAWING NO. - ^ (^ \ [ CO ou. - '^.5 pfe-f ,^ Lu - : Q 4^ 4" -3- -£ i ^ S~ ii: :! 3: JZ3 •^A VC^rhaeuser Business TJ-Beam(E) 6.20 Serial Number: 7005108334 RJ1 User: 2 C=>ge 1 10/18/2006 7:49:16 AM Engine Version: 6.20.16 16" TJI® 210 @ 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 Vertical Loads: Type Class Live Dead Point(lbs) Floor(1,00) 341 384 Living Areas (psf): 40.0 Live at 100 % duration, 9.5 Dead Location Application Comment 7' SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (lbs) Detail Width Length LIve/Dead/Uplift/Total 5.50" 5.50" 544 / 281 / 0 / 825 End, TJI Blocking 5.50" 5.50" 544 / 281 / 0 / 825 End, TJI Blocking Other 1 Ply 16" TJI® 210 1 Ply 16" TJI® 210 DESIGN CONTROLS: Maximum Design Control Control Location ('hear (lbs) -800 -794 2190 Passed (36%) Rt. end Span 1 under Floor loading /ertical Reaction (lbs) 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 (U999+) 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:L/240). -TJ maximum bearing lengtti 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' 7" 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: 1.54 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(S are registered trademarks of Trus Joist, e-T Joist"", Pro" and TJ-Pro" are trademarks of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5B32.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\RJl.sms RJ1 ^^'erhaeuser Easiness TJ-Beam® 6.20 Serial Number: 7005108334 .User: 2 10/18/2006 7:49:16 AlUI tige2 Engine Version: 6.20.16 16" TJI® 210 @ 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 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\Analysis\Structural\TJI\Bldg 6\RJl.sms RJ1 TJ-Beam® 6.20 Seriai Number: 7005108334 16" TJI® 210 (g 16" o/c JJser:2 10/18/2006 7:49:16 AM fcge3 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 Max. Vertical Reaction Live Selected Bearing Length (in) Max. Unbraced Length (in) (lbs) 825 lbs) 544 5.50(W) 825 544 5.50(W) 43 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 -t- 794 800 363 800 825 1.0 Floor -794 -800 800 825 3850 0.125 0.205 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 In/ine, 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\Pro]ects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Snalysis\Structural\TJI\Bldg 6\RJ],!!ms RJ2 16" TJI® 560. 2 plies @ 16" o/c Vlfe\'erhaeu.ser Business TJ-Beam® 6.20 Serial Number: 7005108334 ,.User:2 10/17/200610:55:31 AM tgel Engine version 6 2016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 0^ 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 (lbs) Width Length Live/Dead/Upllft/Total 5.50" 5.50" 3061 / 247 / 0 / 3309 5.50" 5.50" 3061 12471013309 Detail End, TJI Blocking End, TJI Blocking Other 1 Ply 16" TJI® 560 1 Ply 16" TJI® 560 DESIGN CONTROLS: Maximum Design Control Control Location ^hear (lbs) 3131 -3092 5420 Passed (57%) Rt. end Span 1 under Floor loading ./ertical Reaction (lbs) 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: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 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: Ceiling - 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© 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 TJ-Beam® 6.20 Serial Number: 7005108334 16" TJI® 560, 2 plies @ 16" o/c ser:2 10/17/200610:55:32 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\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\RJ2,sms RJ2 16" TJI® 560, 2 plies @ 16" o/c A\(^'erhaeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/17/2006 10:55:32 AM THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 16 3 Engine Version: 6.20.16 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 Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) 0.90 , 1.0 Dead 231 -231 234 -234 234 234 247 247 775 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:\CAI\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\StructuralXTJI\Bldg 6\RJ2,sms Thornton Tomasetti 1)9 PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. •Q-t 3-; I t^^~ I v> I I— j 4^ J'- 4- 4> yj' \ 14- f 1-..-.. . i-- ^K VCW'erhaeiJser RJ3 Dl(9 ^A^OC^'erhaeuser Bu.smes.s TJ-Beam® 6,20 Serial Number: 7005108334 Iser: 2 10/17/2006 11:02:20 AM 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: Type Class Live Dead Location Application Comment Uniform(plf) Floor(I.OO) 0.0 64.0 OTo 14' Adds To Uniform(plf) Floor(I.OO) 72.0 81.0 OTo 14' Adds To SUPPORTS: Input Bearing Vertical Reactions (lbs) 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® 210 2 Stud wall 5.50" 5.50" 877/1262/0/2140 End, TJI Blocking 1 Ply 16" TJI® 210 DESIGN CONTROLS: f Maximum Design Control Control Location Jhear (lbs) 2025 -2000 4380 Passed (46%) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 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 (U757) 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 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: 2.58 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\Proiects\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 User: 2 10/17/2006 11:02:20 AM •'|ge2 EnglneVersion 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 Hemandez 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\Projects\GG5 YEAR 2005\GG55.32.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\RJ3.sms RJ3 16" TJI® 210, 2 plies @ 16" o/c # A ^X^rhaeu-ser Busines.*; TJ-Beam® 6.20 Seriai Number: 7005108334 Iser: 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 Load 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) 1180 Max Shear at Support (lbs) 1195 Member Reaction (lbs) 1195 Support Reaction (lbs) 1262 Moment (Ft-Lbs) 1.0 Dead -1180 -1195 1195 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 +1.0 Floor 2000 -2000 2025 -2025 2025 2140 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(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\RJ3.sms ^h V(t\'erhaeuser 1 RJ4 A ^t\'erhaeuser Easiness TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/18/2006 8:22:00 AM gel Engine Version: 6.20.16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 16" TJI® 210 @ 16" o/c CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 15' 6" 11 1" 6" ^ -14' Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential Vertical Loads: Type Class Live Point(plf) Floor(I.OO) 120.0 Point(plf) Floor(I.OO) 88.0 Point(plf) Floor(I.OO) 88.0 SUPPORTS: Living Areas (psf): 40.0 Live at 100 % duration, 9.5 Dead Application Comment Dead 135.0 99.0 99.0 Location 6' 6" 4' 9' Input Bearing Vertical Reactions (lbs) 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 ^iSIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 989 936 2190 Passed (43%) Lt. end Span 1 under Floor loading Vertical Reaction (lbs) 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 (L/815) 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.sms RJ4 A ^^v'erhacu.ser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/18/2006 8:22:00 AM ige 2 Engine Version: 6.20 16 16" TJI® 210 @ 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 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: 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 Tius 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\Structura1\TJI\Bldg 6\RJ4a.sms 16" TJI® 210 @ 16" o/c RJ4 'K \X'e\'erhaeuscr Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/18/2006 8:22:00 AM 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 8.75" Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) 13' 4.75" 104 1104 710 5.50(W) 104 47 764 518 5.50(W) 0. 90 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 -19 -22 0 Dead 355 372 343 394 394 -19 1282 -240 -242 242 246 Loading on all spans, LDF = 1.00 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) 1.0 Dead + 1.0 Floor -99 -114 936 989 -728 -733 N/A 0 -0.039 -0.063 1104 1104 -99 840 3302 0.120 0.194 733 758 [fjTERNATE 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 = 1.00 , 1.0 Dead Shear at Support (lbs) -19 930 -734 Max Shear at Support (lbs) -22 983 -739 Shear Within Span (lbs) N/A 834 Member Reaction (lbs) 1005 739 Support Reaction (lbs) 1005 764 Moment (Ft-Lbs) 0 -19 3346 Live Deflection (in) -0.040 0.123 Total Deflection (in) -0.065 0.197 +1.0 Floor PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hemandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone :9492713300 AHernandez(gthettgroup.com Copyright <Q 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.sms Thornton Tomasetti PROJECT PROJECT wo. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. e ^ t> o: 3: iE. ;>t :>E. ^ ---^ -J? v~-J- ~\ X 5' .1 i J : : i _ ; i j 1 ^ i ik^,. i -f- 4 . uj<tM- I- ; -j - ,__....] _ 1 4- -"-.^l&.pXf D ju_^^ \'fe> p^c- L')-L,(-^v^ ^ iUpdt^Cs"\ ^:\o~ipA-f RJ5 'AV(fe)'erhaeuser BusincH TJ-Beam® 6.20 Seriai Number: 7005108334 User: 2 10/17/2006 1:05:06 PM te 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' -23' Product Diagram 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: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/Uplift/Total 1 Stud waW 5.50" 5.50" 983/1007/0/1990 Overhang 1 Ply 16" TJI® 360 2 Stud wall 5.50" 4.25" 651 /661 / 0/1312 End, Rim 1 Ply 1 1/4" X 16" 0.8E TJ-Strand Rim Board® ^SIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 1425 1320 2190 Passed (60%) Lt. end Span 1 under Floor loading Vertical Reaction (lbs) 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:L/240). Additional checks follow. -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\Ana1ysis\Structural\TJI\BIdg 6\RJ5.sms RJ5 AVC^x-erhaeuser Business # TJ-Beam® 6.20 Seriai Number: 7005108334 16" TJI® 360 @ 16" o/c User: 2 10/17/20061:05.07 PM _ _ _ e2 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. -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 Trus Joist. P-, \CAl\Projects\GG5 YEAR 2005\GG5532. 00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\RJ5.3ms RJ5 16" TJI® 360 (g 16" o/c # AVl^T^haeuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User 2 10/17/2006 1:05:07 PM _ _ ge3 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 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 -264 679 -639 -275 732 -643 N/A 647 1007 643 1007 661 N/A -734 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 N/A -0.148 -0.294 1990 1990 -1481 1246 6061 0.322 0. 638 1240 1278 AL m ALTERNATE span loading on odd # spans, LDF = ear at Support (lbs) -541 IX Shear at Support (lbs) -565 ohear Within Span (lbs) N/A Member Reaction (lbs) 1330 Support Reaction (lbs) 1330 Moment (Ft-Lbs) N/A -1481 Live Deflection (in) 0.049 Total Deflection (in) -0.097 1.00 , 1.0 Dead 710 -606 765 -610 680 610 628 2647 -0.049 0.270 +1.0 Floor ALTERNATE span loading on even # spans, LDF = Shear at Support (lbs) -264 Max Shear at Support (lbs) -275 Shear Within Span (lbs) N/A Member Reaction (lbs) 1667 Support Reaction (lbs) 1667 Moment (Ft-Lbs) 0 -734 Live Deflection (in) -0.197 Total Deflection (in) -0.343 1.00 , 1.0 Dead 1288 -1265 1392 -1274 1212 +1.0 Floor 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(@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 Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. ..(^ N N ^ s o . o & F ^ ; _i_ i _ O L - \ -- \ I '1 V V'^' 5 ) = \' '\€> Co L~ . .- - -. 1 . . . 1 V - - ; u - q 4 I s o. < _ -- - ^-7—: " ; _ I -\ U> p •£= 5^ \ 3 i _ -1 ; _ ; L \^ X ; _ ; L \^ X -^ ^ n ?2 _ L _ _. •„_ 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: 36i? Date; Description : Scope: Job# n^@ 2:55PM, 17 OCT 06 Rev: 5B0004 User: KW-0600037, Ver 6.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB2 General Timber Beam Page 1 rev bldg6.ecw:Calcutations [General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are userdeflned 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 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 [FUII Length Uniform Loads i Center DL 89.00 #/ft LL 370.00 #/ft Left Cantilever DL #/ft LL #/ft Right Cantilever DL #/ft LL #/ft [Trapezoidal Loads ' #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 126.00 #/ft 126.00 #/ft 78.00 #/ft 78.00 #/ft LL @ Left LL @ Right LL @ Left LL @ Right #/ft #/ft 78.00 78.00 69.00 #/ft 69.00 #/ft Start Loc End Loc Start Loc End Loc Summary Span= 9.50ft, Beam Width = 3.500in x Depth = IS.in, 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 Fb 0.260 : 1 9.3 k-ft 35.8 k-ft 9.29 k-ft 0.00 k-ft at at 4.750 ft 9.500 ft 746.63 psi 2,874.17 psi 0.00 0.00 35.77 fv Fv k-ft k-ft Maximum Shear Allowable Shear: Camber: 1.5 0.000 ft 9.500 ft 0.000 ft 9.500 ft Beam Design OK 4.2 k 16.2 k 75.45 psi 290.00 psi Reactions... LeftDL Right DL 1.46 k 1.46 k @ Left 3.91 k @ Right 3.91 k @ Left 0.000 in @ Center 0.035 in @ Right 0.000 in Max 3.91 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™™™ Dsgnr: 36T? Description : Scope : TM TM TM TM Yc(? Date: Job* H@ 2:55PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 6.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Softwrare Description RB2 General Timber Beam Page 2 rev bldg6.ecw:Calculations 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 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 Cl 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 fb 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 wo. to •4^:. 4;. .'^ -^if. al- • .aL Jk ak .j^...-.Jr.„_.4- t.A_.-> u d ^C> ;f>-.> U^l^ f ''^"ii^n. ) ^ . ^'i'> p C- (i, 4- _ ; * psi: C 'v' 4- '^•/,^.7^ ^| ^ e> \ J j \ \KD,^G, 3'i2 ^.JMC F^^ sL 4^ .4^ -4^" -T" 4^ I- 1 -X 4* -J- I ~l 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#H@ 2:55PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8,0, 1-Dec-2003 (c)1983-20C3 ENERCALC Engineering Software Description RB3 General Timber Beam Page 1 rev b!dg6.ecw:Calculations [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 E 14.00 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 [FUII Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 32.00 #/ft #/ft #/ft LL LL LL 133.00 #/ft m m Point Loads Dead Load Live Load ...distance 432.0 lbs 384.0 lbs 6.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 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 1^ 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@s™™™™Yc@ Dsgnr: SOT? Date: Description : Scope: 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 2 rev bldg6.ecw:Calculation5 [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 7.08 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 2.23 k 7.689 in2 290.00 psi 1.72 k 1.60 k Sxx 149.333 inS Area Cl 0.991 Sxx Req'd 29.56 in3 0.00 in3 0.00 in3 @ Right Support 2.05 k 7.086 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 56.000 in2 Allowable fb 2,874.17 psi 2,900.00 psi 2,900.00 psi 0.755 in 0.703 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 1.72 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@ Dsgnr: 36r? Date: Description : Scope: 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 Page 1 rev bIdg6.ecw:Calculations General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are userdeflned 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 [Point Loads Dead Load Live Load ...distance 50.0 lbs 44.0 lbs 13.500 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft Summary Beam Design OK Span= 12.00ft, Right Cant= 1.50ft, Beam Width = 3.500in x Depth = 16.in, Ends are Pin-Pin Max Stress Ratio 0.363 : 1 Maximum Moment 13.0 k-ft Maximum Shear * 1.5 5.3 k Allowable 35.8 k-ft Allowable 16.2 k Max. Positive Moment 13.00 k-ft at 5.973 ft Shear: @ Left 4.36 k Max. Negative Moment -0.31 k-ft at 12.000 ft @ Right 4.46 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support -0.97 k-ft @ Center 0.056 in Max. M allow 35.77 Reactions... @ Right 0.021 in fb 1,044.46 psi fv 94.31 psi LeftDL 1.18 k Max 4.36 k Fb 2,874.17 psi Fv 290.00 psi Right DL 1.60 k Max 5.66 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.037 in -0.141 in Deflection 0.000 in 0.000 in ...Location 5.973 ft 5.973 ft ...Length/Defl 0.0 0.0 ...Length/Defl 3,853.6 1,023.75 Right Cantilever... Camber ( using 1.5 * D.L. Defl)... Deflection 0.014 in 0.054 in @ Center 0.056 in ...Length/Defl 2,629,9 669.8 @ Left 0.000 in @ Right 0.021 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 vmw.thettgroup.com Title : S™™TMTMYC@S™™TMTMYC@ Job# n-|@ Dsgnr: 36i? 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 RB4 General Timber Beam Page 2 rev bldg6.ecw:Calculations [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 Cl 0.991 Max Moment Sxx Req'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 1 M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 4.30 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 4.30 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. DATE BY SHEET of SUBJECT CHECKED BY DRAWIMG NO. p-.^ Clx L\A' n^'^O oX^r :f o^ ^[}^( ''^U^'Uifep6.c^ l>VxL'/vDd,s'^L\|8pU L....J_.^._+ u^.^^i^S ^ L__ L._ j j__ L.^ _..:.(^..,\,U.'^. _L 1^ -1- J- J.. -J- vj- ^J< "3~" -i-—H -7^ I i ? C"""/ix"/, 1 ^/^\+ i&e-:>'^ ^ =^ qu^Vf 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: 36i? Description: Scope: Ycg jTM TM TM TM YQ(g 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 General Timber Beam „ "^^P®, ^ rev bldg6.eow:Calculations Description RB5 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are userdeflned 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 5 Full Length Uniform Loads Center DL 67.00 #/ft Left Cantilever DL #/ft Right Cantilever DL #/ft LL LL LL 280.00 #/ft m Trapezoidal Loads #1 DL @ Left 57.00 #/ft LL @ Left 240.00 #/ft DL@ Right #/ft LL @ Right #/ft Start Loc End Loc 0.000 ft 15.500 ft 698.0lbs 1,494.6lbs lbs lbs lbs * lbs * ' lbs 616.0 lbs 3,164.0 lbs lbs lbs lbs lbs lbs 7.000 ft 15.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Point Loads Dead Load Live Load ...distance Summary Beam Design OK Span= 15.50ft, Beam Width = Max Stress Ratio 3.500in X Depth = 16.in. Ends are Pin-Pin 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 Dead Load -0.106 in 7.688 ft 1,754.0 Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. Defl)... ©Center 0.159 in @ Left 0.000 in @ Right 0.000 in Total Load -0.375 in 7.688 ft 496.39 Left Cantilever... Dead Load Total Load Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl 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 Title : § ™ ™ ™ ™Yc@s ™ ™ ™ ™Yc@ Dsgnr: 36i? Date: Description : Scope: 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 RB5 General Timber Beam Page 2 rev bldg6.ecw:Calcuiations stress Calcs Bending Analysis Ck 21.298 Cf 1.000 Le Rb 0.000 ft 0.000 Max Moment Sxx Cl 149.333 in3 0.000 Sxx Req'd Area 56.000 in2 Allowable fb (@ Center 21.38 k-ft 88.48 in3 2,900.00 psi (g 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 ( g 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 (g 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 (g Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 5.20 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™™™TMYc(gs Dsgnr: 36i? Description : Scope: TMTMTMTMYc(g Job # Date: 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 1 rev bldg6.ecw:Calculations [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 3.5x16.0 CenterSpan 13.00ft .. .. .Lu 2.00 ft 3.500 in Left Cantilever ft . Lu 0.00 ft 16.000in Right Cantilever 1.50ft 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 [FUII Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 96.00 #/ft #/ft 96.00 #/ft LL LL LL 221.00 #/ft #/ft 221.00 #/ft Point Loads Dead Load Live Load ...distance 361.0 lbs 304.0 lbs 14.500 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 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: (g 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 (g 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... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.024 in -0.084 in Deflection 0.000 in 0.000 in ...Location 6.298 ft 6.471 ft ...Length/Defl 0.0 0.0 ...Length/Defl 6,387.1 1,860.61 Right Cantilever... Camber ( using 1.5 * D.L. Defl)... Deflection 0.007 in 0.028 in @ Center 0.037 in ...Length/Defl 5,021.0 1,284.8 (g Left 0.000 in @ Right 0.011 in 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-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Title : s™™™™Yc(gs™™™™Yc@ Job# n^(g Dsgnr: 36i? Date: 2:56PM, 17 OCT 06 Description : Scope: Description RB6 General Timber Beam Page 2 ^ rev btdg6.ecw:CaIculations 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 6.66 k-ft 0.00 k-ft 1.37 k-ft @ Left Support 2.52 k 8.677 in2 290.00 psi 2.10 k 3.42 k Sxx 149.333 in3 Area Cl 0.991 Sxx Req'd 27.79 in3 0.00 in3 5.67 in3 @ Right Support 2.75 k 9.487 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 56.000 in2 Allowable fb 2,874.17 psi 2,900.00 psi 2,900.00 psi 0.922 in 1.501 in Query Values M, V, & D @ Specified Locations (g 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 2.04 k 2.04 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton Tomasetti PROJECT PROJECT wo. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. ? „j JUK. O ; p-fe ( '/a C S"') - 1 ^2 O p^l-f Pa: 4e si-4r>l. 4- .;r-4f -ird Vt- 7^ 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@ Date: Job# n-|@ 2:57PM, 17 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8,0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB7 Steel Beam Design Page 1 rev bldg6.ecw:Calculations [General Information 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 #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 Note! Short Term Loads Are WIND Loads. #7 k/ft k/ft m 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 Reacflon (g Rt Fa calc'd perEq. 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 (5) Center 61.78 16.89 18.04 -0.278 0.000 0.000 0.000 LL•^ST (5) Center LL (Si Cants LL-fST (5) Cants 16.89 18.04 -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 Dsgnr: 30T? Description : Scope : TMTMTMTMYc(gs™™™™Yc(g Job # n-| Date: 2:57PM, 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 i Description RB7 [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 NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. 9 D < \ : : ; • U >_ -• C - .e>eo^ - .e>eo^ 9 ' "^^'^ U t ^ L Op -I- I ( Pp. / 2 « -i • —-—I I r I -Lr vL- -sir -1- JL >i- -> / / - .i /x L-T ) =^ \ A-o r -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(gs™ ™ ™ ™ YC(§ Date: Job# n-|(g 2:57PM, 17 OCT 06 P31 Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Softvirare Description RB8 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 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 Notel 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 Note! 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. End Fixity = Pinned-Pinned, Lu = 4.00ft, LDF = 1.000 Actual : 0.00ft Beam OK Static Load Case Governs Stress Moment 7.772 k-ft ftD: Bending Stress 2.792 ksi fb/Fb 0.118:1 Shear 2.315 k fv ; Shear Stress 0.824 ksi fv / Fv 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-i-ST Maximum Onlv (53 Center (3) Center (3) Cants (5! 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 per Eq. E2-1 ,K*L'r<Cc 1 Beam Passes Table B5.1,Fb per Eq. Fl -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 TM TM TM Title : s Dsgnr: 36T? Description : Scope: Yc@s TMTMTMTMYc(g JOb # n^ @ Date: 2:57PM, 17 OCT 06 V: Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB8 Steel Beam Design Page 2 rev bldg6.ecw:Calculation5 [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 TM TM TM TM' Title: s Dsgnr: 36i? Description : Scope: Yc(i TM TM TM TM Yc(g Job # n^ @ Date: 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.ecw:Calculations J3eneral 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 #2 #3 #4 #5 #6 #7 DL LL ST Start Location End Location 0.093 0.140 14.500 k/ft k/ft k/ft ft ft Point Loads Dead Load Live Load Short Term Location #1 2.000 3.000 10.000 #2 0.243 0.270 13.000 #3 #4 #5 Notel Short Term Loads Are WIND Loads. #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 LL+ST (5) Center LL (5) Cants LL+ST (5) Cants 3.48 5.79 -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 Title: s™™™™Yc(J Dsgnr: 3<D(? Description : Scope : 5 TM TM TM TM Date: Job# n^@ 2:58PM, 17 OCT 06 D40 Rev: 580006 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB9 Steel Beam Design Page 2 rev bidg6.ecw:Caicuiation5 [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 Gw 606.00 in6 Zy 8.170 in3 K 0.680 in Thornton Tomasetti PROJECT PROJECT MO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING MO. LA. . -If \ .?k e> : A\... ,.; CCV.fo'^'i _ o_ = V. <=\ "i 4 ; La,e.~!\j sir sU -J- 4 ->!- 4"~ir~ i ' :X -X ^ 4 7^ 'h oe?' 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: 36i? 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 Sofhware " "S«!«B«S&"" ^ Description RB10 Steel Beam Design , "^^P^, ^ f rev bldg6.ecw:Calculations Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Sofhware " "S«!«B«S&"" ^ Description RB10 General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 ' steel Section : W14X61 CenterSpan 21.00 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 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 0.057 0.240 21.000 #2 0.008 0.030 2.500 7.000 #3 #4 #5 #6 #7 k/ft k/ft km 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 Notel 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 Beam OK static Load Case Governs Stress Allowable 182.358 k-ft 23.760 ksi 75.006 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.535 in 2,012.6 : 1 470.7 :1 Force & Stress Summary ' " ismic^ -.41. Maximum 151.87 k-ft DL Only 34.50 «- These columns are Dead + Live Load placed as noted Max. M + Max. M - Max. M @ Left Max. M (g Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl (@ Reaction (@ Left Reaction (g 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 26.79 k 13.39 k -0.535 in 0.000 in 0.000 in 0.000 ft 26.79 13.39 6.95 3.30 -0.125 0.000 0.000 0.000 6.95 3.30 LL (Si Center 151.87 26.79 13.39 -0.535 0.000 0.000 0.000 26.79 13.39 LL+ST (S) Center LL (5) Cants LL+ST (5) Cants -0.535 0.000 0.000 0.000 26.79 13.39 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 Dsgnr: 36i? Description: Scope: TMTMTMTMYc(gs™™™™Yc@ Job # n^@ Date: 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 2 rev bldg6.ecw:Caloulatlons [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@ Job # n-| @ Dsgnr: 30i? Date: 2:59PM, 17 OCT 06 Description: Scope : 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.ecw:Caloulations [General Information Steel Section : W14X82 Center Span Left Cant. Right Cant Lu : Unbraced Length Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 23.00 ft 3.50 ft 0.00 ft 3.50 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 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. #7 #6 k/ft k/ft k/ft ft ft ^oint 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. End Fixity = Pinned-Pinned, Lu = 3.50ft, LDF = 1.000 Actual •• 0.00ft Beam OK Static Load Case Governs Stress Moment fb : Bending Stress fb/Fb Shear fv: Shear Stress fv/Fv 116.973 k-ft 11.412 ksi 0.480 : 1 15.814 k 2.167 ksi 0.150 :1 Allowable 243.540 k-ft 23.760 ksi 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 (g Center (g Center (g Cants (g 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 (g Right k-ft Shear (g Left 15.81 k 4.30 15.81 4.34 k Shear (g 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 (g Left 17.20 5.01 16.52 16.52 5.69 5.69 k Reaction (g Rt 9.52 2.62 9.52 9.52 2.57 2.57 k Fa calc'd per Eq. E2-1 , K*Lyr < Co 1 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™™TMTMYc@s™TMrMTMYc(g job # n^(g Dsgnr: 36i? Date: 2:59PM, 17 OCT 06 Description: Scope: Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Description RB11 Steel Beam Design Page 2 rev bldg6.ecw:CaIoulations [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 1)% PROJECT PROJECT wo. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. 9-^ \a. - V a x X i i ^ j> ! ! / o L-v 1 : — - -:—i- J — ^ • • • ' - • • ;—— — - -:—i- J — : ! : j 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 TM TM TM TM Title : s Dsgnr: 36i? Description : Scope : Yc(e 5TlVITMTMTMYc(g Date: Job # n^ (g 2:59PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB12 General Timber Beam Page 1 rev bldg6.eow:Calcutations General Information Section Name Beam Width Beam Depth Member Type Prllm: 3.5x9.5 3.500 in 9.500 in 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 userdeflned • • • • --- • - ••.-•^smmssf' "- ' " '-'.•r.-. CenterSpan 10.00ft 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 Left Cantilever Right Cantilever DL DL DL 73.00 #/ft #/ft #/ft LL LL LL 110.00 #/ft #/ft m Summary Beam Design OK Span= 10.00ft, Beam Width : Max Stress Ratio 3.500in X Depth = 9.5in, Ends are Pin-Pin 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: (g Left 0.96 k Max. Negative Moment 0.00 k-ft at 10.000 ft @ Right 0.96 k Max (g Left Support 0.00 k-ft Camber: ©Left 0.000 In Max @ Right Support 0.00 k-ft (g 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... Deflection ...Location ...Length/Defl Camber ( using 1.5 ' (g Center @ Left (g Right Dead Load -0.036 in 5.000 ft 3,289.8 D.L. Defl ) ... 0.055 in 0.000 in 0.000 in Total Load -0.086 in 5.000 ft 1,395.98 Lett 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 stress Calcs Bending Analysis Ck 21.298 Cf 1.000 @ Center (g Left Support (g 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 Cl 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 Title : s™™™™Yc(gs Dsgnr: 36i? Description : Scope : ™™™™Yc(g Job#n-|(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 General Timber Beam Page 2 rev bldg6.ecw:Caloulations Description RB12 [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 BY M 'zr SHEET Of SUBJECT CHECKED BY DRAWING NO. i - 1 - (n.T-^ Hv) (^] [^^/TO] ^ i-)(^-f- ZS-(=> C^//^ 6L6 7.HF-VLf 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-Deo-2003 (0)1983-2003 ENERCALC Engineering Softvrare Title : s ™ ™ ™ ™Yc(gs ™ ™ ™ ™Yc@ Job # n^ (g Dsgnr: 36i? Date: 11:31AM, 18 OCT 06 Description : Scope: X>'oo Description RB13 General Timber Beam Page 1 rev bldg6.ecw:Caloulations [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 userdeflned CenterSpan 14.00ft . ... .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 1,800.0 ksi [FUII LengthJUniform Loads Center DL 541.00#/ft LL 524.00 #/ft Left Cantilever DL #/ft LL m Right Cantilever DL #/ft LL m Summary Beam Design OK Span= 14.00ft, Beam Width = 6.750in x Depth = 15.in, Ends are Pin-Pin Max stress Ratio 0.533 ; -j Maximum Moment 26.7 k-ft Maximum Shear * 1.5 9.4 k Allowable 50.1 k-ft Allowable 19.2 k Max. Positive Moment 26.70 k-ft at 7.000 ft Shear: @ Left 7.63 k Max. Negative Moment 0.00 k-ft at 14.000 ft @ Right 7.63 k Max (g Left Support 0.00 k-ft Camber: ©Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.215 in Max. M allow 50.06 Reactions... @ Right 0.000 in fb 1,265.56 psi fv 93.11 psi LeftDL 3.96 k Max 7.63 k Fb 2,373.43 psi Fv 190.00 psi Right DL 3.96 k Max 7.63 k Deflections 1 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 Right Cantilever... Camber ( using 1.5 * D.L. Defl)... Deflection 0.000 in 0.000 in (g Center 0.215 in ...Length/Defl 0.0 0.0 (g Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 22.210 Cv 0.991 Le Rb 4.118 ft 4.034 Max Moment @ Center 26.70 k-ft (g Left Support 0.00 k-ft @ Right Support 0.00 k-ft Shear Analysis @ Left Support Design Shear 9.43 k Area Required 49.617 in2 Fv: Allowable 190.00 psi Bearing (g Supports Max. Left Reaction 7.63 k Max. Right Reaction 7.63 k Sxx 253.125 in3 Area Cl 0.998 Sxx Req'd 134.97 in3 0.00 in3 0.00 in3 (g Right Support 9.43 k 49.617 in2 190.00 psi Bearing Length Req'd Bearing Length Req'd 101.250 in2 Allowable fb 2,373.43 psi 2,377.76 psi 2,377.76 psi 1.738 in 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@s™TMTMTMYc(g job # n-|(g Dsgnr: 36i? Date: 11:31AM, 18 OCT 06 Description : Scope: Rev: 580004 User: KW-0600037. Ver 5.8.0, 1-Deo-2003 (0)1983-2003 ENERCALC Engineering Softwrare General Timber Beam Description Page 2 rev bldg6.eow:Calculations RB13 [Query Values M, V, & D (g 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 7.63 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton Tomasetti r- PROJECT Bl^DG 0 PROJECT NO. DATE G/OC^ BY /VI Sr SHEET of SUBJECT CHECKED BY DRAWING NO. D62 II;,," ( PC070060 STRUCTURAL END PART 2 OF 3 OF SET 1