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HomeMy WebLinkAbout234 DATE AVE; STRUCT SET 1 PART 3; PC070060; Structural CalculationsPC070060 STRUCTURAL PARTS 0^3 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 : gTMTMTMTM Dsgnr: 36T? Description: Scope: Job#n-|@ Date: 6:11PH/I, 17 OCT 06 Rev: 580004 User KW-0600037, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description RB14 General Timber Beam Page 1 rev bldg6.ecw:Calculations General Information Section Name Priim: Beam Width Beam Depthi Member Type Bm Wt. Added to Loads Load Our. Factor Beam End Fixity Wood Density Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA5000. Base allowables are user defined 5.25x16.0 Center Span 25.50 ft Lu 2.00 ft 5.250 in Left Cantilever ft Lu 0.00 ft 16.000 in Right Cantilever 1.50ft Lu 1.50 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 ksl I Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 36.00 m LL #/ft LL 36.00 #m LL 53.00 m #/ft 53.00 m [Trapezoidal Loads #1 DL @ Left DL @ Right 200.00 m 200.00 m LL @ Left LL @ Right 'smim 64.00 #/ft 64.00 #/ft Start Loc End Loc 0.000 ft 8.000 ft Point Loads Dead Load Live Load ...distance 84.0 lbs 75.0 lbs 15.000 ft 156.0 lbs 139.0 lbs 21.500 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 Beam Design OK Span= 25.50ft, Right Cant= 1.50ft, Beam Width = 5.250in x Depth = 16.in, Ends are Pin-Pin Max Stress Ratio 0.273 : 1 Maximum Moment 14.7 k-ft Maximum Shear* 1.5 4.2 k Allowable 53.9 k-ft Allowable 24.4 k Max. Positive Moment 14.74 k-ft at 10.759 ft Shear: @ Left 3.29 k Max. Negative Moment -0.06 k-ft at 25.500 ft @ Right 2.07 k Max @ Left Support 0.00 k-ft Camber: @Left 0.000 in Max @ Right Support -0.12 k-ft @ Center 0.437 in Max. M allow 53.94 Reactions... @ Right 0.072 in Vo 789.43 psi fv 50.05 psi LeftDL 2.12 k Max 3.29 k Fb 2,889.45 psi Fv 290.00 psi Right DL 1.24 k Max 2.24 k Center Span... Dead Load Deflection -0.291 in ...Location 12.158 ft ...Length/Defl 1,049.8 Camber (using 1.5 * D.L. Defi)... @ Center 0.437 in @ Left 0.000 in @ Right 0.072 in Total Load -0.492 in 12.373 ft 621.87 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Deaa Load Total Load 0.000 in 0.0 0.048 in 745.4 0.000 in 0.0 0.082 in 436.6 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : §TMTMTMTM Dsgnr: 36i7 Description: Scope: TMTMTMTM' Job#M@ Date: 6:11PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (c]1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 rev bldg6.ecw:Calculatlons Description RB14 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 5.357 Max Moment 14.74 k-ft 0.00 k-ft 0.12 k-ft @ Left Support 4.20 k 14.498 in2 290.00 psi 3.29 k 2.24 k Sxx 224.000 in3 Area CI 0.996 Sxx Rea'd 61.20 in3 0.00 in3 0.51 in3 @ Right Support 2.90 k 9.994 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 84.000 in2 Allowable fta 2,889.45 psi 2,900.00 psi 2,892.21 psi 0.963 in 0.656 in Query Values . . . ~i IM, V, & D @ Specified Locations @ Center Span Location = 0.00 ft @ Right Cant. Location = 0.00 ft @ Left Cant Location = 0.00 ft iMoment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 3.28 k 3.28 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton Tomasetti PROJECT BLOfa ^ SUBJECT PROJECT NO. DATE BY MSr / SHEET Of CHECKED BY DRAWING NO. te5 Thornton Tomasetti PROJECT BU06 ^ PROJECT NO. DATE • e>/0 bs BY A1 Sr SHEET of SUBJECT CHECKED BY DRAWING NO. Fir i i J., \ /Hi'-(^," L^ (3.-..:.(4'^.,.e-. ; FJ1 TJI® 110@16' o/c '^AVCfcycrhaeiiser Business ^ i| * TJ-Beam® 6.20 Serial Number 7005108334 I ^ "^ei E^gi^^S THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 15' 6" I 1" 6" 4--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 Polnt(plf) Floor(1.00) 12.0 14.0 0 SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (lbs) Detail Width Length Live/Dead/Upiift/Totai 5.50" 5.50" 473/323/0/796 Overhang 5.50" 5.50" 377/244/0/621 End, TJI Blocking Other 1 Ply 14" TJI® 110 1 Ply 14" TJI® 110 mear (lbs) Maximum Design Control Control mear (lbs) 608 -580 1860 Passed (31%) vertical Reaction (lbs) 588 588 1350 Passed (44%) Moment (Ft-Lbs) 1947 1947 3565 Passed (55%) Live Load Defl (in) 0.106 0.447 Passed (L/999+ Total Load Defl (in) 0.171 0.670 Passed (L/939) TJPro 54 30 Passed DESIGN CONTROLS: Location RL end Span 1 under Floor ALTERNATE span loading Bearing 2 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span 1 -Deflection Criteria: STANDARD(LL:U360,TL:L/240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intennediate supports, 5 1/4". -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 8" o/c unless detailed 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 pattem loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor perfomiance infonnation and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.38 PROJECT INFORMATION: Crecsent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 In/ine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-BearoE* are registered trademarks of Trus Joist. e-I Joist™, Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\Cfll\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJl.sras TJ-Beam®6.20SerialNumberTMSIM 14" TJI® 110 @ 16" O/C User 2 10/17/2006 3:27:57 PM ^.,e2 EngineVe.lon 6 2016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application. Input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Crecsent 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\FJl.sms FJ1 VC^jcrhaeuser Business TJ-BeanK!>6.20 Serial Number 7005108334 .User 2 10/17/2006 3:27:57 PM 3 Engine Version: 6.20.16 14"TJI®110@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 8.75" 13' 4.75" Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) 88 796 473 5.50(W) 88 44 621 377 5.50(W) Loading on all spans, LDF Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) 0.90 1.0 Dead -72 222 -80 243 323 323 -85 751 -227 -230 230 244 Loading on all spans, LDF = 1.00 , 1.0 Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) 796 Support Reaction (lbs) 796 Moment (Ft-Lbs) 0 -192 Live Deflection (in) -0.033 Total Deflection (in) -0.054 Dead + 1.0 Floor 168 555 -572 188 608 -580 580 613 1894 0.100 0.166 ALTERNATE span loading on odd # spans, LDF Shear at Support (lbs) Max Shear at Support (lbs) ember Reaction (lbs) 'pport Reaction (lbs) "Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.00 , 1.0 Dead -168 229 -219 -188 251 -222 439 222 439 236 0 -192 699 0.004 -0.006 -0.017 0.060 + 1.0 Floor ALTERNATE span loading on even # Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) spans 0 -0, -0, LDF =1.00 -72 547 -80 600 680 680 -85 036 057 .0 Dead -580 -588 588 621 +1.0 Floor 1947 0.106 0.171 PROJECT INFORMATION: Crecsent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHemandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business 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\FJl.sms ^^^^ TJ-Beam User 2 FJ2 14" TJI® 210, 2 plies @ 16" o/c AVCfcycrhacuser Business TJ-Beam® 6.20 Serial Number 7005108334 User 2 10/17/2006 337:32 PM ,ge 1 EngineVe,.lon 62016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: IS' 6" llJf 1' 6" i -14'- Procliict Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 26.5 Dead Vertical Loads: Class Live Dead Location Application Comment 0 To 15'6" Adds To 0 172.0 re" To 15'6" Adds To Type UnifonTi(psf) Floor(I.OO) 40.0 9.5 Polnt(plf) Floor(1.00) 12.0 14.0 Unifomi(plf) Floor{1.00) 0.0 Roof Load from above Wall Load SUPPORTS: 1 Stud wall 2 Stud wall Input Width 5.50" 5.50" Bearing Vertical Reactions (lbs) Detail Length Live/Dead/Uplift/Total 5.50" 929 /1623 / 0 / 2552 Overhang 4.25" 754 /1548 / 0 / 2302 End, Rim Other 1 Ply 14" TJI® 210 1 Ply 1 1/4" X 14" 0.8E TJ-Strand Rim Board® SIGN CONTROLS: IMaximum Design Control Control Shear (lbs) 2210 -2153 3890 Passed (55%) Vertical Reaction (lbs) 2180 2180 2870 Passed (76%) Moment (Ft-Lbs) 7273 7273 8560 Passed (85%) Live Load Defl (in) 0.100 0.447 Passed (L/999+) Total Load Defl (in) 0.304 0.670 Passed (L/529) TJPro 63 30 Passed Location Rt. end Span 1 under Floor ALTERNATE span loading Bearing 2 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span 1 -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intermediate supports, 5 1/4". -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 5" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance infonnnation and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.44 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hemandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHemandez@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 YEW 2005\GG5532.00 - Cresent Del Sol\Analysls\Structural\TJI\Bldg 6\FJ2.sms ,«..™.»s.«.»fete£r 14" TJI® 210,2 plies® 16" o/c User 2 10/17/2006 3 37:32 PM ege2 EnglneVersion 62016 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 AHemandez@thettgroup.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist™, Pro™ and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ2.sms vCfcvcihaeuser ] FJ2 'A \Cfcvclhaeusef Business TJ-Beam«6.20 Serial Number 7005108334 User 2 10/17/2006 3:37:32 PM le 3 Engine Version: 6.20.16 14" TJI® 210, 2 plies @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED 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) 104 " 13 2552 929 50 (W) 104 41 4.75" 2302 754 4.25(W) Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) -91 1174 -1447 Max Shear at Support (lbs) -141 1482 -1465 Member Reaction (lbs) 1623 1465 Support Reaction (lbs) 1623 1548 Moment (Ft-Lbs) 0 -109 4881 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) -267 1751 -2139 Max Shear at Support (lbs) -342 2210 -2166 Member Reaction (lbs) 2552 2166 Support Reaction (lbs) 2552 2288 Moment (Ft-Lbs) 0 -296 7180 Live Deflection (in) -0.031 0.095 Total Deflection (in) -0.099 0.299 ALTERNATE span loading on odd # spans, LDF =1.00 L-ia. Shear at Support (lbs) Max Shear at Support (lbs) imber Reaction (lbs) pport Reaction (lbs) iMoment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 0 0.003 -0.065 267 1185 342 1496 1837 1837 -296 1.0 Dead +1.0 Floor -1433 -1451 1451 1534 4788 -0.005 0.199 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead Shear at Support (lbs) -91 1739 -2153 Max Shear at Support (lbs) -141 2196 -2180 Member Reaction (lbs) 2337 2180 Support Reaction (lbs) 2337 2302 Moment (Ft-Lbs) 0 -109 7273 Live Deflection (in) -0.034 0.100 Total Deflection (in) -0.102 0.304 +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@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\Analysls\Structural\TJI\Bldg 6\FJ2.sms FJ3 ^A\(feycrhacuscr Business TJ-Beam« 6.20 Serial Number 7005108334 User 2 10/17/2006 3:40:52 PM |ge 1 Engine Veision: 6.20.16 1 3/4" X 9 1/4" 1.9E Microllam® LVL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 17' -14"- Procliict Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential • SUPPORTS: 1 Stud wall 2 Stud wall Input Width 5.50" 5.50" Exterior Balconies (psf): 60.0 Live at 100 % duration, 26.5 Dead Other DESIGN CONTROLS: Shear (lbs) Vertical Reaction (lbs) foment (Ft-Lbs) ive Load Defl (in) otal Load Defl (in) TJPro Bearing Vertical Reactions (lbs) Detail Length LIve/Dead/Upllft/Total 1.60" 825/365 / 0/1190 Overhang 4.00" 566/236/0/802 End, Rim Maximum Design Control Control 817 702 3076 Passed (23%) 1190 1190 4091 Passed (29%) 2496 2496 5826 Passed (43%) 0.225 0.447 Passed (L/715) 0.311 0.670 Passed (L/518) 49 30 Passed 1 Ply 1 3/4" X 9 1/4" 1.9E Microllam® LVL 1 Ply 1 1/2" X 9 1/4" 1.5E TimberStrand® LSL Location Lt. end Span 1 under Floor loading Bearing 1 under Floor loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading Span 1 -Deflection Criteria: STANDARD(LL:L/360,TL:Ly240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at T 4" o/c unless detailed othenwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattem loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.42 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not 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 AHemandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJl\Bldg 6\FJ3.sms FJ3 1 3/4" X 9 1/4" 1.9E Microllam® LVL @ 16" o/c TJ-Beam® 6.20 Serial Number 7005106334 User 2 10/17/2006 3:40:53 PM Kage2 EnglneVersion 6 2016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 3' 2.75" Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) 88 13" 4.75" 1190 825 1.60(W) 88 802 566 4.00(W) Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) -79 215 -193 Max Shear at Support (lbs) -114 250 -223 Member Reaction (lbs) 365 223 Support Reaction (lbs) 365 236 Moment (Ft-Lbs) 0 -184 703 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) -257 702 -629 Max Shear at Support (lbs) -372 817 -728 Member Reaction (lbs) 1190 728 Support Reaction (lbs) 1190 771 Moment (Ft-Lbs) 0 -601 2295 Live Deflection (in) -0.118 0.194 Total Deflection (in) -0.171 0.280 Kia ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead Shear at Support (lbs) -257 246 -162 Max Shear at Support (lbs) -372 282 -192 imber Reaction (lbs) 654 192 pport Reaction (lbs) 654 205 T-ioment (Ft-Lbs) 0 -601 520 Live Deflection (in) 0.045 -0.032 Total Deflection (in) -0.008 0.055 + 1.0 Floor ALTERNATE span loading on even # Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) spans LDF = 1.00 -79 671 -114 786 900 900 -184 0.163 0.215 .0 Dead -660 -759 759 802 +1.0 Floor 2496 0.225 0.311 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hemandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllain® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysls\Structural\TJI\Bldg 6\FJ3.sms Thornton Tomasetti > PROJECT et'D(? PROJECT NO. DATE 6/^6 BY M^r SHEET of suBJEcrr CHECKED BY DRAWING NO. I u> [. .. I 7*^ _EJi,j j:,,,,^ .../i (2 IC o.c. (ijC . o p%. (- C ^'-"^ FJ4 ^\(fcyerhaeuscr Business TJ-Beam® 6.20 Serial Number 7005108334 User 2 10/17/2006 3:45:56 PM ige 1 Engine Veision: 6.20.16 14"TJI®110@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -10'--4 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 Unifonn(plf) Floor(1.00) 50.0 34.0 OTolO' Adds To SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (lbs) Detail Width Length Live/DeadAJplift/Total 5.50" 5.50" 517/347/0/863 End, TJI Blocking 5.50" 4.25" 517 / 347 / 0 / 863 End, Rim Other 1 Ply 14" TJI® 110 1 Ply 1 1/4" X 14" 0.8E TJ-Strand Rim Board® DESIGN CONTROLS: 1 Maximum Design Control Control Location ".near (lbs) 799 -784 1860 Passed (42%) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 799 799 1350 Passed (59%) Bearing 2 under Floor loading Moment (Ft-Lbs) 1847 1847 3565 Passed (52%) MID Span 1 under Floor loading Live Load Defl (in) 0.055 0.308 Passed (L/999+) MID Span 1 under Floor loading Total Load Defl (in) 0.092 0.463 Passed (L/999-t-) MID Span 1 under Floor loading TJPro 64 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U360,TL:Ly240). -TJ maximum bearing length controls reaction capacity. Limits: End supports, 3 1/2". Intennediate supports, 5 1/4". -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 9" o/c unless detailed othenAflse. 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 infonnation and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.38 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hemandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHemandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joisf", Pro*" and TJ-Pro™ are trademarks of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJl\Bldg 6\FJ4.sms FJ4 '^^Cfeyerhaeuscr Business TJ-BeamS 6.20 Serial Number 7005108334 User 2 10/17/2006 3:45:56 PM 14" TJ I® 11 0 @ 16" O/C c^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 wan-ants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ 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(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\FJ4.sms ~A vCtvErnaeuser Dusiness TJ-BeatnUD 6.20 Serial Number 7005108334 User 2 10/17/2006 3:45:56 PM "14" JJI® 110 @ 16" O/C »^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 9' 3.00" Max. Vertical Reaction Total (lbs) 863 863 Max. Vertical Reaction Live (lbs) 517 517 Selected Bearing Length (in) 5.50(W) 4.25(W) Max. Unbraced Length (in) 45 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 315 -315 Max Shear at Support (lbs) 321 -321 Member Reaction (lbs) 321 321 Support Reaction (lbs) 347 347 Moment (Ft-Lbs) 742 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 784 -784 Max Shear at Support (lbs) 799 -799 Member Reaction (lbs) 799 799 Support Reaction (lbs) 863 863 Moment (Ft-Lbs) 1847 Live Deflection (in) 0.055 Total Deflection (in) 0.092 PROJECT INFORMATION: OPERATOR INFORMATION: Crescent del Sol Angela 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\GG5532.00 - Cresent Del Sol\Analysls\Structural\TJI\Bldg 6\rJ4.sms FJ6 ' AVCfeycrhaeuscr Business TJ-Beam« 6.20 Serial Number 7005108334 User 2 10/17/2006 3:56:40 PM age 1 Engine Veision: 6.20.16 1 3/4" X 11 1/4" 1.9E Microllam® LVL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 14' 6" -3'- lur I IE -11'6" Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Exterior Balconies (psf): 60.0 Live at 100 % duration, 26.5 Dead Vertical Loads: Live Dead Location Application Comment 1007 983 5' - Roof Loading 0 230 5' - Wall Loading Type Class Point(lbs) Floor(1.00) Point(lbs) Floor(I.OO) SUPPORTS: 1 Stud wall Input Width 5.53" Bearing Vertical Reactions (lbs) Detail Length Live/Dead/Uplift/Total 3.92" 1576/1340/0/2915 Overiiang Other 1 Ply 1 3/4" X11 1/4" 1.9E Microllam® LVL 4. 2 Stud wall 5.50" 5.50" 629 / 386/0/1015 End, TJI Blocking 1 Ply 1 3/4" x 11 1/4" 1.9E MicrollanK© LVL DESIGN CONTROLS: 1 Maximum Design Control Control Location jhear (lbs) 2543 2408 3741 Passed (64%) Lt. end Span 1 under Floor loading Vertical Reaction (lbs) 2915 2915 4113 Passed (71%) Bearing 1 under Floor loading Moment (Ft-Lbs) 4095 4095 8391 Passed (49%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0.113 0.363 Passed (L/999+) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.198 0.545 Passed (L/661) MID Span 1 under Floor ALTERNATE span loading TJPro 64 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 4" o/c unless detailed othenwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattem loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor perfomiance infonnation and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.84 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHemandez(gthettg roup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ6.sms Tj.Beam®62oseriaiNT^So???8^'^ 1 3/4" X 11 1/4" 1.9E Mlcrollam® LVL @ 16" O/c User 2 10/17/2006 3:56:40 PM _ Kge2 EnglneVersion 6 2016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Crescent del Sol Angela Hernandez GG5532.01 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHemandezigthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ6.sms VA^xtvcrt^ Business ^ 3/4.. ^ ^ <, ,4.. <, Microllam® LVL (g 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^A^Cfeycitiaeuser Business TJ-BeanKB 6.20 Serial Number 7005108334 User 2 10/17/2006 3:56:40 PM gage 3 Engine Version: 6.20.16 DH Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) 3' 2.76" ^ 10' 10.74" 2915 1576 3.92(W) 88 88 88 1015 629 5.50(W) Loading on all spans. Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) LDF =0.90 N/A , 1 73 114 0 Dead 1184 1225 1163 1340 1340 -184 1929 -337 -373 373 386 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 -238 2408 -816 -373 2543 -934 N/A -0.087 -0.170 2915 2915 -602 2339 3779 0.100 0.185 934 977 ALTERNATE span loading on odd # spans, LDF ear at Support (lbs) X Shear at Support (lbs) •^near Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) -238 -373 N/A 1.00 , 1, 1222 1264 1201 0 0.022 -0.061 1636 1636 -602 0 Dead -298 -334 +1.0 Floor 334 348 1579 -0.013 0.072 ALTERNATE span loading on even # Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) spans. N/A LDF = -73 -114 1.00 , : 2370 2505 2300 2619 2619 -184 .0 Dead -854 -972 972 1015 +1.0 Floor -0.109 -0.192 4095 0.113 0.198 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hemandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHemandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ6.sms Thornton Tomasetti pROJEtrr PROJECT NO. DATE ^/O G BY Sr SHEET of SUBJECT CHECKED BY DRAWING NO. ! ''JL\r..^k... 'L'b^ <p\i (.0 0 _ : (P SL ^<^' ; _ I I 3/1^ vc // YH LV^ QW'O C , ^CP TO I I C TO Thornton Tomasetti PROJECT BL-06r C» PROJECT NO. DATE lo 6 BY M. ^ SHEET of SUBJECT CHECKED BY DRAWING NO. Pi ^AVftycimeuser Business TJ-Beam® 6.20 Serial Number 7005108334 User 2 10/17/2006 3:59:13 PM le 1 Engine Version: 6.20.16 FJ7 1 3/4" X 11 1/4" 1.9E Microllam® LVL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED -10"--4 Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Exterior Balconies (psf): 26.5 Live at 100 % duration, 26.5 Dead SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (lbs) Width Length Live/Dead/Uplift/Totai 3.50" 2.00" 177/177/0/353 3.50" 2.00" 177/177/0/353 Detail Other End, Rim 1 Ply 1 1/2" x 11 1/4" 1.5E TimberStrand® LSL End, Rim 1 Ply 1 1/2" x 11 1/4" 1.5E TimberStrand® LSL DESIGN CONTROLS: IMaximum Design Control Control Location Shear (lbs) 339 -266 3741 Passed (7%) Rt. end Span 1 under Floor loading Vertical Reaction (lbs) 339 339 1488 Passed (23%) Bearing 2 under Floor loading foment (Ft-Lbs) 811 811 8391 Passed (10%) MID Span 1 under Floor loading •ve Load Defl (in) 0.017 0.319 Passed (U999+) MID Span 1 under Floor loading "otal Load Defl (in) 0.033 0.479 Passed (L/999+) MID Span 1 under Floor loading TJPro 66 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Allovi/able moment was Increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 4" o/c unless detailed otherwise. Proper attachment and positioning of latereil bracing is required to achieve member stability. TJ-Pro RATING SYSTEIM -The TJ-Pro Rating System value provides additional floor perfomiance 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 dock has not been performed by the program. Comparison Value: 2.84 ADDITIONAL NOTES: -IMP(DRTANT! The analysis presented is output from software developed by Tms Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS; ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allov/able Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -Live load on portion of joist area is very low. PRO JECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hemandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\PrODects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysls\Structural\TJI\Bldg 6\FJ7.sms Tj.Beam«6 20serialN!^K???8^'^ 1 3/4" X 11 1/4" 1.9E Mlcrollam® LVL @ 16" o/c User 2 10/17/2006 3:59:13 PM e2 EnglneVersion 62016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 9' 7.00" Max. Vertical Reaction Total (lbs) 353 353 Max. Vertical Reaction Live (lbs) 177 177 Selected Bearing Length (in) 2.00(W) 2.00(W) Max. Unbraced Length (in) 88 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 133 -133 Max Shear at Support (lbs) 169 -169 Member Reaction (lbs) 169 169 Support Reaction (lbs) 177 177 Moment (Ft-Lbs) 406 Loading on all spans, LDF = 1.00 , 1.0 Dead +1.0 Floor Shear at Support (lbs) 266 -266 Max Shear at Support (lbs) 339 -339 Member Reaction (lbs) 339 339 Support Reaction (lbs) 353 353 Moment (Ft-Lbs) 811 Live Deflection (in) 0.017 Total Deflection (in) 0.033 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 Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 20a5\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ7.sms ^ A vteverhacuser TJ-Beam _ User 2 FJ8 1 3/4" X 11 1/4" 1.9E Mlcrollam® LVL @ 16" o/c A ^Xbvihaeuscr Business TJ-Beam® 6.20 Serial Number 7005108334 User 2 10/18/2006 12:05:56 PM e 1 EnglneVersion 620 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 17' 2" I 6. -15'• Product Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential • Vertical Loads: Type Class Point(plf) Floor(I.OO) Point(plO Floor(1.00) SUPPORTS: Live 96.0 0.0 Exterior Balconies (psf): 60.0 Live at 100 % duration, 26.5 Dead Application Dead 108.0 236.0 Location 6' 6' Comment Roof Load from above Input Bearing Vertical Reactions (lbs) Detail Other Width Length Live/Dead/Upllftn'otal 1 Stud wall 5.50" 2.07" 862 / 678 / 0/1540 Overhang 1 Ply 1 3/4" X 11 1/4" 1.9E Microllam® LVL 2 Stud wall 5.50" 5.50" 639/382/0/1021 End, TJI Blocking 1 Ply 1 3/4" x 11 1/4" 1.9E Microllanfi® LVL DESIGN CONTROLS: 1 Maximum Design Control Control Location ^hear (lbs) 1283 1149 3741 Passed (31%) Lt. end Span 1 under Floor loading Vertical Reaction (lbs) 1540 1540 4091 Passed (38%) Bearing 1 under Floor loading Moment (Ft-Lbs) 4144 4144 8391 Passed (49%) MID Span 1 under Floor /\LTERNATE span loading Live Load Defl (in) 0.197 0.480 Passed (L/876) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.350 0.720 Passed (L/494) MID Span 1 under Floor ALTERNATE span loading TJPro 55 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U360,TL:L/240). -Allowable moment was increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 4" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.84 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hemandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJB.sms Tj-Beam»6;2oserialNT^^fc^"^ 13/4" X 11 1/4" 1.9E MicrollaiTi® LVL @ 16" o/c User 2 10/18/2006 12 05-57 PM ,ge2 EnglneVersion 62016 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 Tms Joist (TJ). TJ wan-ants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Crescent del Sol Angela Hernandez GG5532.01 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez@thettgroup.com Copyright © 2O05 by Trus 'Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJl\Bldg 6\FJ8.3ms TAVCfcyerhaeuser Business TJ-Beam® 6.20 Serial Number 7005108334 FJ8 1 3/4" X 11 1/4" 1.9E Mlcrollam® LVL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group User: 2 10/18/2006 12:05:57 PM Bage 3 Engine Version: 6.20.16 2' 2.75" Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) 88 ^ 14' 4.75" 1540 862 . 07(W) 88 88 1021 639 5.50(W) Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) -38 558 -332 Max Shear at Support (lbs) -79 599 -368 Shear Within Span (lbs) N/A 466 Member Reaction (lbs) 678 368 Support Reaction (lbs) 678 382 Moment (Ft-Lbs) 0 -88 1920 Loading on all spans, LDF = 1.00 , 1.0 Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) N/A Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) 0 Live Deflection (in) -0.084 Total Deflection (in) -0.159 Dead + 1.0 Floor 123 1149 -846 257 1283 -964 848 1540 964 1540 1007 -287 4028 0.187 0.340 m ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1. ear at Support (lbs) -123 572 -318 X Shear at Support (lbs) -257 613 -355 onear Within Span (lbs) N/A 480 Member Reaction (lbs) 870 355 Support Reaction (lbs) 870 368 Moment (Ft-Lbs) 0 -287 1779 Live Deflection (in) 0.009 -0.010 Total Deflection (in) -0.066 0.143 0 Floor ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead Shear at Support (lbs) -38 1135 -860 Max Shear at Support (lbs) -79 1269 -978 Shear Within Span (lbs) N/A 834 Member Reaction (lbs) 1348 978 Support Reaction (lbs) 1348 1021 Moment (Ft-Lbs) 0 -88 4144 Live Deflection (in) -0.092 0.197 Total Deflection (in) -0.167 0.350 +1.0 Floor PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92812 Phone: 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ8.sms TJ-E Usei FJ9 A^C^yohaeuser Business TJ-Beam® 6.20 Serial Number 7005108334 User 2 10/17/2006 4:17:24 PM le 1 Engine Version: 6.20.16 2 Pes Of 1 3/4" X 11 1/4" 1.9E Mlcrollam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 16' 6" 1 r i-10 -14' 6" -4 Product Diagram is Conceptual. LOADS: Analysis Is for a Header (Flush Beam) Member. Tributary Load Width: 1' 4" Primary Load Group - Residential - Exterior Balconies (psf): 60.0 Live at 100 % duration, 26.5 Dead Vertical Loads: Comment Type Class Live Dead Location Application Uniform(plf) Floor(I.OO) 120.0 53.0 6'To 11' Adds To Point(lbs) Floor(1.00) 310 137 ir - Point(lbs) Floor(1.00) 288 1032 7" - Uniform(plf) Floor(I.OO) 180.0 67.0 0To6' Adds To Point(lbs) Floor(1.00) 105 47 6' - SUPPORTS: 1 Stud wall Stud wall Input Bearing Vertical Reactions (lbs) Width Length Live/Dead/Upllftn'otal 5.50" 2.83" 2481 117231014204 6.50" 1.50" 1268/923/0/2191 Detail Other Overhang 1 Ply 1 3/4" x 11 1/4" 1.9E Microllam® LVL L1 1 Ply 1 3/4" X11 1/4" 1.9E Microllam® LVL DESIGN CONTROLS: IMaximum Design Control Control Shear (lbs) 3372 2937 7481 Passed (39%) Moment (Ft-Lbs) 11259 11259 16137 Passed (70%) Live Load Defl (in) 0.281 0.465 Passed (L/595) Total Load Defl (in) 0.512 0.697 Passed (U327) Location Lt. end Span 1 under Floor loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading -Deflection Criteria: Specified(LL:L/360,TL:L/240). Additional checks follow. -Left Overhang:(LL:L/180, TL:U120). -Bracing(Lu): All compression edges (top and bottom) must be braced at 9' 2" 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 pattem loading. ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. -Note: See TJ SPECIFIER'S / BUILDER'S GUIDES for multiple ply connection. PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHemandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJl\Bldg 6\FJ9.sms •^A\Cfcyahacuser Business TJ-Beam® 6.20 Serial Number: 7005108334 FJ9 2 Pes Of 1 3/4" X 11 1/4" 1.9E Microllam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group D60 User: 2 10/17/2006 4:17:25 PM age 2 Engine Version: 6.20.16 Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Required Bearing Length in Max. Unbraced Length (in) 2' 2.75" 13' 11.25" 4204 2481 2.83(W) 110 110 110 2191 1268 1.50(W) Loading on all spans. Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) LDF =0.90 N/A , 1.0 Dead 120 1338 252 1470 1043 1723 1723 -281 5405 -858 -907 907 923 0 Dead + 1.0 Floor -397 2937 -1968 -832 3372 -2102 1965 Loading on all spans, LDF = 1.00 , 1 Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) N/A Member Reaction (lbs) 4204 Support Reaction (lbs) 4204 Moment (Ft-Lbs) 0 -927 10860 Live Deflection (in) -0.122 0.263 Total Deflection (in) -0.234 0.493 2102 2144 ALTERNATE span loading on odd # spans, LDF ear at Support (lbs) X Shear at Support (lbs) ohear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) -397 -832 N/A 0 0.016 -0.096 1.00 , 1385 1517 1090 2349 2349 -927 4980 -0.019 0.212 0 Dead + -812 -861 1.0 Floor 861 873 ALTERNATE span loading on even # spans, LDF = Shear at Support (lbs) -120 Max Shear at Support (lbs) -252 Shear Within Span (lbs) N/A Member Reaction (lbs) 3578 Support Reaction (lbs) 3578 Moment (Ft-Lbs) 0 -281 Live Deflection (in) -0.139 Total Deflection (in) -0.251 1.00 , 1.0 Dead 2890 -2015 3326 -2149 1918 +1.0 Floor 11259 0.281 0.512 2149 2191 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hemandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHemandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ9.sms Thornton Tomasetti D61 PROJECT PROJECT NO. DATE O 6 BY Sr" SHEET of SUBJECT CHECKED BY DRAWING NO. co<-^ (J^u4 1 L\JL(S, "AVtfeyeihaeuscr Business TJ-Beam® 6.20 Serial Number 7005108334 FJ10 User 2 10/17/2006 4:19:53 PM Eage 1 Engine Version: 6.20.16 1 3/4" X 11 1/4" 1.9E Mlcrollam® LVL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 7' I UP 1.2'—4--5"-Procluct Diagram is Conceptual. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Exterior Balconies (psf): 60.0 Live at 100 % duration, 26.5 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(plO Floor(1.00) 96.0 344.0 4" SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (lbs) Detail Width Length Live/Dead/Uplift/Total 4.00" 1.50" 469 / 444 / 0/913 Overhang 5.50" 5.50" 261/262/0/523 End, TJI Blocking Other 1 Ply 1 3/4" X 11 1/4" 1.9E Microllam® LVL 1 Ply 1 3/4" X 11 1/4" 1.9E Microllam® LVL •DESIGN CONTROLS: 1 Maximum Design Control Control Location r.hear (lbs) 663 536 3741 Passed (14%) Lt. end Span 1 under Floor loading Vertical Reaction (lbs) 913 913 2975 Passed (31%) Bearing 1 under Floor loading Moment (Ft-Lbs) 862 862 8391 Passed (10%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0.004 0.149 Passed (L/9g9+) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.010 0.223 Passed (L/999+) MID Span 1 under Floor ALTERNATE span loading TJPro 73 30 Passed Span 1 -Deflection Criteria: Specified(LL:Ly360,TL:L/240). Additional checks follow. -Left Overhang:(LL:L/180, TL:L/120). -Allowable moment was Increased for repetitive member usage. -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All compression edges (top and bottom) must be braced at 7' o/c unless detailed othenwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor performance information and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 2.84 PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ10.sms ''A \Cfeyerhacuser Business TJ-Beam® 6.20 Serial Number. 7005108334 user:2 10/17/20064 1953PM \ 3/4" x 1 \ 1/4" 1.9E Mlcrollam® LVL @ 16" o/c ^H^ige2 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 ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: 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 Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ10.sms FJ10 VCfeyerhaawer Business TJ-Beam® 6.20 Serial Number 7005108334 User 2 10/17/2006 4:19:53 PM gge 3 Engine Version: 6.20.16 1 3/4" X 11 1/4" 1.9E Microllam® LVL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 2' 2.00" 4' 5.50" Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) 84 913 469 1.50(W) 84 84 523 261 5.50(W) Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) N/A N/A -38 328 -77 367 303 444 444 -83 531 -213 -249 249 262 Loading on all spans, LDF Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.00 , 1.0 Dead +1.0 Floor -123 536 -320 -250 663 -438 N/A 452 913 438 913 481 0 -271 751 -0.001 0.003 -0.005 0.009 LTERNATE span loading on odd # spans, LDF = 1.00 Fear 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) -123 -250 371 410 ,0 Dead -171 -207 N/A 0 0.003 -0.001 659 659 -271 345 +1.0 Floor 207 220 421 -0.002 0.005 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead Shear at Support (lbs) -38 494 -362 Max Shear at Support (lbs) -77 621 -480 Shear Within Span (lbs) N/A 410 Member Reaction (lbs) 698 480 Support Reaction (lbs) 698 523 Moment (Ft-Lbs) N/A -83 862 Live Deflection (in) -0.004 0.004 Total Deflection (in) -0.008 0.010 +1.0 Floor PROJECT INFORMATION: Crescent del Sol GG5532.01 OPERATOR INFORMATION: Angela Hemandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHemandez@thettgroup.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business Microllain® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJ10.sms '^A^OCfcvcrhacuser TJ-Beam User: 2 m FJ11 A\Ct}vrhaeuscr Business TJ-BeamdD 6.20 Serial Number 7005108334 User: 2 10/17/2006 4:21:30 PM age 1 Engine Version: 6.20.16 1»5 1 3/4" X 11 1/4" 1.9E Mlcrollam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 9' ^0 i-2--7"-Prodiict Diagram is Conceptual. LOADS: Analysis is for a Header (Flush Beam) Member. Tributary Load Width: 1' 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 Unifonn(plf) Floor(I.OO) 40.0 18.0 0To9' Adds To Uniform(plf) Floor(I.OO) 90.0 40.0 0To9' Adds To Point(lbs) Floor(1.00) 128 459 4' - SUPPORTS: 1 Stud wail 2 Stud wall Input Bearing Vertical Reactions (lbs) Widtli Length Live/Dead/Upiift/Total 5.50" 2.09" 851/703/0/1554 5.50" 1.50" 497/327/0/824 Detail Other Overhang 1 Ply 1 3/4" x 11 1/4" 1.9E Microllam® LVL End, Rim 1 Ply 1 1/2" x 11 1/4" 1.5E TimberStrandC© LSL ^iSIGN CONTROLS: Maximum Shear (lbs) 1123 Moment (Ft-Lbs) 1491 Live Load Defl (in) Total Load Defl (in) Design Control Control 897 3741 Passed (24%) 1491 8069 Passed (18%) 0.020 0.215 Passed (L/999+) 0.037 0.322 Passed {U999+) Location Lt. end Span 1 under Floor loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading MID Span 1 under Floor ALTERNATE span loading -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). -Bracing(Lu): All compression edges (top and bottom) must be braced at 7' 4" o/c unless detailed othenwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Tms Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Custom product listed above. PROJECT INFORMATION: Crescent del Sol OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 In/ine, CA 92612 Phone: 9492713300 AHemandez@thettgroup.com Copyright ® 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 6\FJH.sms FJ11 'mo 'A VCb«imauer Business TJ-Beam® 6.20 Serial Number. 7005108334 User: 2 10/17/2006 4:21:30 PM ige 2 Engine Version: 6.20.16 1 3/4" X 11 1/4" 1.9E Mlcrollam® LVL THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 2.75" 5.25" Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Required Bearing Length in Max. Unbraced Length (in) 1554 851 .09(W) 88 88 824 497 1.50(W) Loading on all spans. Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) LDF =0.90 N/A , 1 67 141 0 Dead 487 561 449 703 703 -158 737 -239 -306 306 327 Loading on all spans, LDF Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.00 1.0 Dead + 1.0 Floor -206 -431 N/A -0.009 -0.022 897 1123 780 1554 1554 -481 1301 0.015 0.032 504 709 709 774 [.TERNATE span loading on odd # spans, LDF aar 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) -206 -431 1.00 538 612 .0 Dead -188 -256 N/A 0 0.009 -0.005 1043 1043 -481 499 +1.0 Floor 256 275 516 -0.005 0.012 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead Shear at Support (lbs) -67 847 -554 Max Shear at Support (lbs) -141 1073 -760 Shear Within Span (lbs) N/A 730 Member Reaction (lbs) 1214 760 Support Reaction (lbs) 1214 824 Moment (Ft-Lbs) 0 -158 1491 Live Deflection (in) -0.017 0.020 Total Deflection (in) -0.030 0.037 +1.0 Floor PROJECT INFORMATION: Crescent del Sol OPERATOR INFORMATION: Angela Hemandez 2415 Campus Dr. Suite 110 In/ine, CA 92612 Phone: 9492713300 AHemandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Microllam® is a registered trademark of Trus Joist. P;\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJl\Bldg 6\FJll.sms Thornton Tomasetti PROJECT PROJECT m. DATE £ ^ /p 6 BY SHEET of SUBJECT CHECKED BY DRAVnNG NO. f-^ S/MV llVc/, Lv/U /^g2 ^ ^...--LZ..,^ 2> "! -> UU t2-V 4-S> Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 vvvvw.thettgroup.com Title: s™™™ Dsgnr: 3(!)T? Description: Scope: TMTMTMTM Job#n-{@ Date: 4:26PM, 17 OCT 06 Rev: 580004 User KW.0600037, Ver 5.8.0.1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description FBI General Timber Beam Page 1 rev bldg6.ecw:Calculations ' ^?,'!f^i!!!!^!l!!!f!!5IL»^^ "^^""^ ^^^^ allowaWes are user defined | Section Name MicroLam: 5.25x11.25 Center Span 14.00ft Lu 2.00 ft Beam Width 5.250 in Left Cantilever 2.00ft Lu 2.00 ft Beam Depth 11.250 in Right Cantilever ft Lu 0.00 ft Member Type Manuf/So.Plne 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 I Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 120.00 m 120.00 m m. LL LL LL 270.00 m 270.00 #m Point Loads Dead Load '' 1,147.0 lbs' lbs lbs lbs ' fbs lbs lbs Live Load 320.0 lbs lbs lbs lbs lbs lbs lbs ...distance 4.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary Beam Design OK Span= 14.00ft, LeftCant= 2.00ft, Beam Width = 5.250in x Depth = 11.25in, Ends are Pin-Pin Max Stress Ratio 0.483 : 1 IVIaximum Moment 12.9 k-ft Maximum Shear* 1.5 5.4 k Allowable 26.7 k-ft Allowable 17.1 k Max. Positive Moment 12.90 k-ft at 6.009 ft Shear: @ Left 3.94 k Max. Negative Moment -0.27 k-ft at 0.000 ft @ Right 3.23 k Max @ Left Support -0.81 k-ft Camber: @ Left 0.109 in Max @ Right Support 0.00 k-ft @ Center 0.238 in Max. M allow 26.70 Reactions... @ Right 0.000 in fb 1,398.29 psi fv 90.77 psi LeftDL 2.05 k Max 4.74 k Fb 2,892.72 psi Fv 290.00 psi Right DL 1.25 k Max 3.23 k I Deflections Center Span... Dead Load Deflection -0.158 in ...Location 6.712 ft ...Length/Defl 1,060.2 Camber ( using 1.5 * D.L. Defl)... @ Center 0.238 in @Left 0.109 in @ Right 0.000 in Total Load -0.365 in 6.840 ft 460.20 Left Cantilever.. Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.073 in 658.8 0.000 in 0.0 Total Load 0.166 in 289.7 0.000 in 0.0 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 wvvw.thettgroup.com Title: §™TMTMTMYC.@STMTMTMTMYC@ Dsgnr: 3Ci? Date: Description: Scope: Job # n-|@ 4:26PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 1 Description FB1 rev bldg6.ecw:Calculatjons stress Calcs Bending Analysis Ck 21.298 Le 4.118 ft Sxx 110.742 in3 A rea 59.063 In. Cf 1.000 Rb 4.492 CI 0.997 Max Moment Sxx Rea'd Allowable fb @ Center 12.90 k-ft 53.53 in3 2,892.72 psi @ Left Support 0.81 k-ft 3.35 in3 2,892.72 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.36 k 4.30 k Area Required 18.487 in2 14.837 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 4.74 k Bearing Length Req'd 1.390 in Max. Right Reaction 3.23 k Bearing Length Req'd 0.947 in Query Values iU, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft IMoment -0.81 k-ft 0.00 k-ft -0.81 k-ft smmmwismsts Shear 3.94 k 0.00 k 3.94 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™™™TMYC@ST Dsgnr: 36f? Description: Scope: Job#n-|@ Date: 4:55PM, 17 OCT 06 Rev: 580006 User: KW-0e00O37, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 Description FB2 rev bidgB.ecw: Calculations General Information hmmmtUMMEimiMmliMtmiamm Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Steel Section: W12X45 Center Span Left Cant. Right Cant Lu: Unbraced Length 24.00 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 DL LL ST Start Location End Location #1 #2 #3 #4 #5 0.312 0.399 0.470 0.429 13.500 k/ft km k/ft ft ft Summary Using: W12X45 section. Span = 24.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment 97.419 k-ft fb : Bending Stress 20.261 ksi fb / Fb 0.853 :1 Shear 17.956 k fv: Shear Stress 4.444 ksi fv / Fv 0.309 :1 Beam OK static Load Case Governs Stress Allowable 114.246 k-ft 23.760 ksi 58.177 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.979 in 652.8 :1 294.1 :1 Maximum 97.42 k-ft DL Only 43.98 • 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*L/r< Co I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 17.96 k 13.07 k -0.979 in 0.000 in 0.000 in 0.000 ft 17.96 13.07 8.15 5.80 -0.441 0.000 0.000 0.000 8.15 5.80 LL ! Center 97.42 17.96 13.07 -0.979 0.000 0.000 0.000 17.96 13.07 LL+ST ! Center LL ! Cants LL+ST (8i Cants -0.979 0.000 0.000 0.000 17.96 13.07 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: 3Ci? Description: Scope: TMTMTMTM Job#H@ Date: 4:55PM, 17 OCT 06 ^1 Rev: 580006 User KW-0600037, Ver 5.8.0,1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Steel Beam Design Description FB2 Page 2 I rev bldg6.ecw:Calculations | Section Properties W12X45 Depth 12.060 in Weight Web Thick 0.335 in Ixx Width 8.045 in lyy Flange Thick 0.575 in Sxx Area 13.20 in2 Syy Rt 2.150 in R-xx Values for LRFD Design.... ''"W J 1.310 in4 Zx Cw 1,650.00 in6 Zy K 44.84 m 348.000 in4 50.000 in4 57.700 in3 12.400 in3 5.150 in 1.950 in 64.200 in3 19.000 in3 1.080 in Thornton Tomasetti PROJECT PROJECT NO. DATE BV SHEET of SUBJECT CHECKED BT DRAWING NO. F6 3i iH-f-^ LU, 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: 3C'i? Date: Description: Scope: Job#n-|@ 4:55PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0.1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB3 General Timber Beam Page 1 rev bIdge.ecvcCalculations General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Prilm: 5.25x9.5 5.250 in 9.500 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 1.00 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 69.00 m LL 133.00 #/ft #/ft LL m m LL #/ft If x: .f ••!•• . f Summary Beam Design OK Span= 1.00ft, Beam Width = 5.250in x Depth = 9.5in, Ends are Pin-Pin l\4ax Stress Ratio Maximum l\i1oment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 4.45 psi Fb 2,900.00 psi 0.007 : 1 0.0 k-ft 19.1 k-ft 0.03 k-ft 0.00 k-ft at at 0.500 ft 0.000 ft Maximum Shear' Allowable Shear: 1.5 0.1 k 14.5 k 0.00 0.00 19.08 fv Fv k-ft k-ft 2.03 psi 290.00 psi Reactions... LeftDL Right DL Camber: 0.05 k 0.05 k @ Left 0.12k @ Right 0.12 k @ Left 0.000 in @ Center 0.000 in @ Right 0.000 in Max 0.12k Max 0.12 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber (using 1.5' @ Center ©Left @ Right Dead Load 0.000 in 0.500 ft 3956,776.2 D.L. Defl)... 0.000 in 0.000 in 0.000 in Total Load 0.000 in 0.500 ft 1709015.13 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 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 0.000 ft 0.000 Max Moment 0.03 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 0.10 k 0.349 in2 290.00 psi 0.12 k 0.12 k Sxx 78.969 in3 Area Cl 0.000 Sxx Req'd 0.12 in3 0.00 in3 0.00 in3 @ Right Support 0.10 k 0.349 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 49.875 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.034 in 0.034 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : s™™™™Yc@s™™™™Yc@ Job # n-|@ Dsgnr: 36T? Date: 4:55PM, 17 OCT 06 Description: Scope: Rev: 580004 User: KW-0600037, Ver 5.8 0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 I rev bldg6.ecw:Calcuiations | Description FBS Query Values n/l, 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 0.12 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: §TMTMTMTMYC@S™™™TMYC@ Dsgnr: 3dr? Date: Description: Scope: Job#n-{@ 5:01PM, 17 OCT 06 Rev: 580004 User KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Softvrare Description FB4 General Timber Beam revt,«g6eowS^l«oIs t General Information Section Name Prilm: 5.25x9.5 Beam Width 5.250 in Beam Depth 9.500 in Member Type Manuf/So.Pine Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Code Ref: 1997/2001 NDS. 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user t^^^dj Center Span 9.50 ft 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 Left Cantilever Right Cantilever DL DL DL 120.00 #ft LL LL LL 180.00 m m m Trapezoidal Loads #1 DL@Left DL @ Right #2 DL @ Left DL @ Right 36.00 m LL@Left 53.00 #/ft Start Loc 4.500 ft 36.00 #/ft LL@ Right 53.00 #/ft End Loc 9.500 ft 126.00 m LL(gLeft 190.00 #/ft Start Loc 0.000 ft 126.00 m LL(g Right 190.00 #/ft End Loc 4.500 ft [Poir Point Loads Dead Load Live Load ...distance 1,249.0 lbs 1,981.0 lbs 4.500 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 Beam Design OK Span= 9.50ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ftj 2,028.24 psi Fb 2,893.89 psi 5.250in X Depth = 9.5in, Ends are Pin-Pin 0.701 : 1 13.3 k-ft 19.0 k-ft 13.35 k-ft at 4.484 ft 0.00 k-ft at 0.000 ft 0.00 k-ft Maximum Shear * 1.5 Allowable Shear: 5.9 k 14.5 k 0.00 19.04 fv Fv k-ft 117.52 psi 290.00 psi Reactions... LeftDL Right DL Camber: 1.77 k 1.49 k @ Left 4.38 k @ Right 3.68 k @ Left 0.000 in @ Center 0.154 in @ Right 0.000 in Max 4.38 k Max 3.68 k 1 Deflections Center Span... Deflection ...Location ...Length/Defl Dead Load -0.102 in 4.674 ft 1,113.8 Total Load -0.256 in 4.674 ft 445.61 Camber ( using 1.5 * D.L. Defl)... (g Center 0.154 in @ Left 0.000 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 in 0.0 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : §TMTMTMTM Dsgnr: 36T? Description: Scope: Date: Job#n-|@ 5:01PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (c)l983-2003 ENERCALC Engineering Software Description FB4 General Timber Beam Page 2 rev bldg6.ecw: Calculations stress Calcs Bending Analysis Ck 21.298 Le 4.118 ft Sxx 78.969 in3 Area 49.875 in2 Cf 1.000 Rb 4.128 Cl 0.998 Max Moment Sxx Rea'd Allowable fb @ Center 13.35 k-ft 55.35 in3 2,893.89 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 5.86 k 5.06 k Area Required 20.211 in2 17.444 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 4.38 k Bearing Length Req'd 1.285 in Max. Right Reaction 3.68 k Bearing Length Req'd 1.078 in Query Values M, V, & D @ Specified Locations @ Center Span Location = 0.00 ft @ Right Cant. Location = 0.00 ft @ Left Cant. Location = 0.00 ft IMoment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 4.38 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 B7 ORAWniG NO. F6 is- i . jjt'r \^^-^\ (n>} ' i 2 2-V6' t2_(^,,s- fHoj ^ \ •^c^*/.-» Thomton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : §TMTHTMTMYc@S™™™™YC@ Dsgnr: 36i? Date: Description: Scope: Job#n-{@ 5:03PM, 17 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0.1-Dec-2003 (0)1963-2003 ENERCALC Engineering Softvore -TamBmsmmmmmsmmmmmimBB- Description FBS General Timber Beam Page 1 rev blcl96.ecw:Calculations General Information Section Name Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Prilm: 5.25x9.5 5.250 in 9.500 in Manuf/So.Pine 1.000 Pin-Pin 35.000 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Center Span 6.00 ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Base allowables are userdeflned 2.00 ft 0.00 ft 0.00 ft i Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 126.00 #/ft m m LL 285.00 #/ft LL m. LL #/ft [Trapezoidal Loads #1 DL @ Left DL @ Right 175.00 m 175.00 m LL @ Left LL @ Right m m start Loc End Loc 0.000 ft 6.000 ft ^—m Point Loads Dead Load Live Load ...distance 603.0 lbs lbs lbs lbs lbs lbs lbs 910.0 lbs lbs lbs lbs lbs lbs lbs 3.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft Summary » Beam Design OK Span= 6.00ft, Beam Width = 5.250in x Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio 0.261 : 1 Maximum Moment 5.0 k-ft Maximum Shear* 1.5 3.1 k Allowable 19.0 k-ft Allowable 14.5 k Max. Positive Moment 4.96 k-ft at 3.000 ft Shear: @ Left 2.55 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.55 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.028 in Max. M allow 19.04 Reactions... @ Right 0.000 in fb 753.88 psi fv 62.90 psi LeftDL 1.24 k Max 2.55 k Fb 2,893.89 psi Fv 290.00 psi Right DL 1.24 k Max 2.55 k Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.018 in -0.039 in Deflection 0.000 in 0.000 in ...Location 3.000 ft 3.000 ft ...Length/Defl 0.0 0.0 ...Length/Defl 3,908.6 1,849.46 Right Cantilever... Camber ( using 1.5 * D.L. Defl)... Deflection 0.000 in 0.000 in @ Center 0.028 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™™™™ Dsgnr: 36i? Description: Scope: Date: Job#n-|@ 5:03PM, 17 OCT 06 Rev: 580004 User. KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FBS General Timber Beam Page 2 rev bldg6.ecw:Caiouiations Stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 4.118 ft 4.128 Max Moment 4.96 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 3.14 k 10.818 in2 290.00 psi 2.55 k 2.55 k Sxx 78.969 in3 Area Cl 0.998 Sxx Rea'd 20.57 in3 0.00 in3 0.00 in3 @ Right Support 3.14 k 10.818 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 49.875 in2 Allowable fb 2,893.89 psi 2,900.00 psi 2,900.00 psi 0.748 in 0.748 in Query Values IM, V, & D @ Specified Locations @ Center Span Location = 0.00 ft @ Right Cant Location = 0.00 ft @ Left Cant. Location = 0.00 ft Shear D/loment 0.00 k-ft 2.55 k 0.00 k-ft 0.00 k 0.00 k-ft 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 Dsgnr: 36i? Description: Scope: TM TM TM TMY(;@§™ ™ ™ ™YC@ Date: Job#n-|@ 5:06PM, 17 OCT 06 Vioo Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Deo-2003 (o) 1983-2003 ENERCALC Engineering Software Description FB6 General Timber Beam Page 1 rev bldg6.ecw:Calculations I Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are userdeflned k p' Center Span 9.00 ft Lu 2.00 ft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Truss Joist - MacMillan, Parallam 2.0E Fb Base /VIlow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi General Information Section Name Prilm: 5.25x9.5 Beam Width 5.250 in Beam Depth 9.500 in Member Type Manuf/So.Pine Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf I Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 146.00 #/ft #/ft #/ft LL LL LL 220.00 #m #/ft #m Dead Load Live Load ...distance 860.0 lbs 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 lbs lbs 0.000 ft Beam Design OK Span= 9.00ft, Beam Width = Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 719.80 psi Fb 2,893.89 psi 5.250in x Depth = 9.5in, Ends are Pin-Pin 0.249 : 1 4.7 k-ft 19.0 k-ft 4.74 k-ft 0.00 k-ft at at 3.996 ft 9.000 ft Maximum Shear' Allowable Shear: 1.S 3.1 k 14.5 k 0.00 0.00 19.04 fv Fv k-ft k-ft 62.69 psi 290.00 psi Reactions... LeftDL Right DL Camber: 1.38 k 0.90 k @ Left 2.37 k @ Right 1.89 k @ Left 0.000 in @ Center 0.075 in @ Right 0.000 in Max 2.37 k Max 1.89 k [ Deflections Center Span... Dead Load Deflection -0.050 in ...Location 4.284 ft ...Length/Defl 2,161.1 Camber ( using 1.5 * D.L. Defl)... @ Center 0.075 in @ Left 0.000 in @ Right 0.000 in Total Load -0.093 in 4.392 ft 1,158.74 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: § ™ ™ TM TM Dsgnr: 36i? Description: Scope: TMTMTMTMYc® JOb # n^ @ Date: 5:06PM, 17 OCT 06 "PIO( Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Softvrare General Timber Beam Description FB6 2 I rev bldg6.ecw:Calculations | [st —mi stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 4.118 ft 4.128 Max Moment 4.74 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 3.13 k 10.782 in2 290.00 psi 2.37 k 1.89 k Sxx 78.969 in3 Cl 0.998 Sxx Req'd 19.64 in3 0.00 in3 0.00 in3 @ Right Support 2.41 k 8.311 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Area 49.875 in2 Allowable fb 2,893.89 psi 2,900.00 psi 2,900.00 psi 0.695 in 0.555 in Query Values iW, V, & D @ Specified Locations IMoment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 2.37 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 BT DRAWING NO. F g 7 ^^....J ^, ^.a(tf...6. 4-'=?,) ^ = , .T'^^'**/*.; , * -Il„<£>,*// f^62. 3=^ I ^&^ :^ 1-,.'^.^„<<^ ; : (Jl ^1): / •! e-f jfe' 'h\l [=" i' ^. .s;v'"^'^'" I j JJZ^ ^ (0 ' TO Jl ^ \ ^' J^ - to ' 6; I H It- tt Ct7 '3/ 2-M"' Thornton Tomasetti PROJECT PROJECT NO. DATE i,/o^ i SHEET of SUBJECT CHECKED BY DRAWING NO. CO M7- ) 5,4 + 775- ^ f,-7H4 ...^^.,uj...^ L.(.Pri.M>l.=: h,^...'^..^ 1-^.1^ €• fc*..;- ^ Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 vvww.thettgroup.com Title: s™™™™ Dsgnr: 3(!)i7 Description : Scope: Job#n^@ Date: 5:57PM, 17 OCT 06 Rev: 580004 User KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB7 General Timber Beam Page 1 rev bldg6.ecw:Calculations General Information Section Name Prilm: 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 | 3.5x11.875 Center Span 10.50ft Lu 2.00 ft 3.500 in Left Cantilever 1.50ft Lu 1.50 ft 11.875 in Right Cantilever ft Lu 0.00 ft Manuf/So.Pine Truss Joist - MacMillan, Parallam 2.0E Fb Base Allow 2,900.0 psi 1.000 Fv Allow 290.0 psi Pin-Pin Fc Allow 650.0 psi 35.000 pcf E 2,000.0 ksi Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 259.00 #/ft LL 390.00 #/ft 259.00 m LL 390.00 #/ft m LL #/ft Summary Beam Design OK Span= 10.50ft, Left Cant= Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ft) 1,303.06 psi Fb 2,881.57 psi 1.50ft, Beam Width = 3.500in x Depth = 11.875in, Ends are Pin-Pin 0.452 : 1 8.9 k-ft 19.8 k-ft 8.93 k-ft -0.30 k-ft at at 5.274 ft 0.000 ft Maximum Shear* 1. Allowable Shear 4.3 k 12.1 k -0.74 0.00 19.75 fv Fv k-ft k-ft 104.62 psi 290.00 psi Reactions... LeftDL Right DL Camber: 1.85 k 1.38 k @ Left 3.53 k @ Right 3.43 k @ Left 0.045 in @ Center 0.107 in @ Right 0.000 in Max 4.52 k Max 3.43 k Deflections Center Span- Deflection ...Location ...Length/Defl Camtier ( using 1.5 * D.L. @ Center @ Left @ Right Dead Load -0.072 in 5.274 ft 1,758.5 Defl)... 0.107 in 0.045 in 0.000 in Total Load -0.181 in 5.274 ft 696.76 Left Cantilever.. Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl bead Load 0.030 in 1,192.5 0.000 in 0.0 Total Load 0.079 in 456.7 0.000 in 0.0 [stress Calcs Bending Analysis Ck 21.298 Le Cf 1.000 Rb @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 4.118 ft 6.923 Max Moment 8.93 k-ft 0.74 k-ft 0.00 k-ft @ Left Support 4.35 k 14.994 in2 290.00 psi 4.52 k 3.43 k Sxx 82.259 in3 Area Cl 0.994 Sxx Req'd 37.20 in3 3.08 in3 0.00 in3 @ Right Support 4.20 k 14.480 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 41.563 in2 Allowable fb 2,881.57 psi 2,886.56 psi 2,900.00 psi 1.987 in 1.508 in Thornton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: §™'rMTMTM Dsgnr: 3(!)T? Description: Scope: TMTMTMTM Job#H@ Date: 5:57PM, 17 OCT 06 VP9 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Description FB7 rev b(dg6.ecw:Calculations Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = Moment 0.00 ft -0.74 k-ft 0.00 ft 0.00 k-ft 0.00 ft -0.74 k-ft Shear 3.53 k 0.00 k 3.53 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: s™™™™ Dsgnr 36T? Description: Scope: TMTMTMTM Job#n-|@ Date: 5:27PM, 17 OCT 06 Rev: 580007 User KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCAIC Engineering Software Multi-Span Steel Beam Description FBS Page 1 rev bldg6.ecw: Calculations I General Information Fy - Yield Stress 36.00 ksi Spans Considered Continuous Over Supports Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 | Load Duration Factor 1.00 [span Information Description Left span Right Span Span ft 17.00 10.00 Steel Section W12X26 W12X26 End Fixity Pin-Pin Pin-Pin Unbraced Length ft 2.00 2.00 1 Loads \ Live Load Used This Span ? Yes Yes Dead Load k/ft 0.316 0.316 Live Load m 0.659 0.659 Start ft 10.000 End ft 17.000 1.000 DL @ Left k/ft 0.199 0.093 DL @ Right k/ft 0.292 LL @ Left k/ft 0.300 0.140 LL @ Right k/ft 0.440 Start ft 1.000 End ft 17.000 10.000 Point #1 DL k 1.456 1.494 LL k 2.456 3.164 @X ft 10.000 0.500 Point #2 DL k 1.199 LL k 1.365 @x ft 1.000 Point #3 DL k 0.514 LL k 0.775 @X ft 3.500 1 Results Mmax @ Cntr k-ft 31.36 0.00 @x = ft 9.97 10.00 Max @ Left End k-ft 0.00 -34.99 Max @ Right End k-ft -34.99 0.00 fb: Actual psi 12,574.8 12,574.3 Fb: Allowable psi 23,760.0 23,760.0 fv: Actual psi Bending OK Bending OK fv: Actual psi 5,458.2 4,491.7 Fv: Allowable psi 14,400.0 14,400.0 1 Reactions & Deflections i Shear @ Left k 5.86 12.62 Shear @ Right k 15.34 2.09 Reactions... DL @ Left k 2.24 10.28 LL @ Left k 3.62 17.68 Total @ Left k 5.86 27.97 DL @ Right k 10.28 -0.74 LL @ Right k 17.68 -1.35 Total @ Right k 27.97 -2.09 Max. Deflection in -0.235 0.044 @x = ft 8.27 4.07 Span/Deflection Ratio 869.3 2,722.0 Thornton-Tomasetti Group, Inc. Title: s™™™™Yc@s™™™™Yc@ Job # Hig 2415 Campus Drive, Suite 110 Dsgnr: 3Ci? Date: 5:27PM, 17 OCT 06 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Scope: Rev: 580007 _ - User KW-0600037, Ver 5.8.0, l-Deo-2003 Multl-Snan Stppi Rp;im ^^9^ ^ (0)1983-2003ENERCALC Engineering Software I»IMH,I wpail yJWVI DCaill revbidg6.ecw:Caiculations Description FBS Query Values Location ft 0.00 0.00 0.00 0.00 0.00 0.00 0.00 0.00 Shear k 5.86 12.62 0.00 0.00 0.00 0.00 0.00 0.00 Moment k-ft 0.00 -34.99 0.00 0.00 0.00 0.00 0.00 0.00 Max. Deflection in 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 0.0000 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: 3C"i7 Description: Scope: Job#n-|@ Date: 5:29PM, 17 OCT 06 Rev: 580006 User KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB9 Steel Beam Design Page 1 rev bldg6.eow:Calculations General Information steel Section : W12X26 Center Span 10.50 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 2.00 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 50.00ksi 1.00 29,000.0 ksi Distributed Loads #1 DL LL ST Start Location End Location 0.219 0.330 10.500 #2 0.172 8.000 #3 #4 #5 0.048 0.200 6.000 Notel Short Term Loads Are WIND Loads. #6 #7 k/ft k/ft k/ft ft ft Summary Using: W12X26 section. Span = 10.50ft, Fy = 50.0ksi End Fixity = Pinned-Pinned, Lu = 2.00ft, LDF = 1.000 Actual Moment 12.230 k-ft fb : Bending Stress 4.394 ksi fb/Fb 0.133:1 Beam OK Static Load Case Govems Stress Shear fv: Shear Stress fv/Fv 4.933 k 1:755 ksi 0.088 :1 Allowable 91.850 k-ft 33.000 ksi 56.212 k 20.000 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.041 in 6,429.1 :1 3,108.8 :1 I Force & Stress Summary DL «- These columns are Dead + Live Load placed as noted • LL LL+ST LL LL+ST Maximum Onlv (Si Center Center (S Cants &. Cants Max. M + 12.23 k-ft 5.91 12.23 k-ft Max. M -k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 4.93 k 2.34 4.93 k Shear @ Right 3.97 k 1.89 3.97 k Center Defl. -0.041 in -0.020 -0.041 -0.041 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 4.93 2.34 4.93 4.93 k Reaction @ Rt 3.97 1.89 3.97 3.97 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: s™™™™Yc@5™™™™ Dsgnr: 36'i? Description: Scope: Job# n-|@ Date: 5:29PM, 17 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0,1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Description FB9 Steel Beam Design Page 2 | rev bidg6.ecw:Caiculations | [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 NO. BY SUBJECT CHECKED BY DATE SHEET DRAWING NO. of ; i^^^$,mi^j '''^it\MD, ^,,^i','J....^J ^ •.,,^,1,' i s? \4> .^:t:> fe,; K ...^^L^-fc"-^ ,„ A-10 i. j^;?.^sc5 . «\: (..4:^ i^sD. Thornton Tomasetti Pill PROJECT PROJECT NO. DATE BY SHEET of SUBJECT feuiL^Oat-n O CHECKED BY DRAWING NO. Mm.. '^•4<? [ "~\.5>G?CP, •1 Thornton Tomasetti v.^ ; ^eAj..= \ W-...<^.^q^^ ... ...yQ^ I \ij> i&p:^.^. ,x,, f\ PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. Thornton Tomasetti ~P1I3 PROJECT PROJECT NO. DATE BY SHEET of SUBJECT Cff CHECKED BY DRAWING NO. 2? - (^^h^Ki^ ^. ;Cj^t)o*c*,-^c^i<bi'i^ ^'"^ ^^^^ ^ (<^K^|-+J '^o C^»V^^ 44.i\ l^ais^na OM.-^ : i DM<2-te.c^io4. 44-'a;^ Thornton Tomasetti PROJECT PROJECT MO. DATE ^/06 BY Mir SHEET Of SUBJECT CHECKED BY DRAWING NO. fSopf^,, t : 0 Thornton Tomasetti IS PROJECT PROJECT NO. DATE BY MS-SHEET of SUBJECT CHECKED BY DRAWING NO. .'T^^^)l^r^^i 1^ =. I o. e> M Mer UPLIFT - i 4^'^ ^•1 Thornton Tomasetti (Love P-oo P- TP-M^SUepS e Co tor ..yk,.,1':^y,<^ PROJECT PROJECT NO. DATE dice BY /VI Sr SHEET of SUBJECT CHECKED BY DRAWING NO. . y- y p B ^ ; B ,S- ^ Aerr OPU.Pt.*- : li'^.fi - \ "^I-XUP. i _ • • . ^ ^ I ! ^ I ^ i /4 (+C>(S?y<:|\. Thornton Tomasetti PROJECT PROJECT NO. DATE ^ /o BY SHEET of SUBJECT CHECKED BY DRAWING NO. S>1 fJA L 1 i/ -I it 3N JJ^ ^ i-s^-f-; ..... : POOP I ^ ^.I'l (I -—^—> u<^- u. Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. TYPi5 c e.s. ;..=p.Y.p^ -'-5(^ '-^ _ v/j- ^-i \ >f ; //.^v/f/- Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. f^,4- ' ....^^.^ d ^....-....n. LQ v4 D llbiM- •,. CL^ ^KMSQL. i4), M.^.^^>^^.^ ^.nu' , '^^c^ M •^a,4.! G 4A.C Thornton Tomasetti ])ao PROJECT PROJECT NO. DATE i=>/a-& BY M SHEET of SUBJECT CHECKED BY DRAWING NO. 8' 4 r 13 Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT U> CHECKED BY DRAWING NO. I /L-..U i .„,4 iVO.'_&L 1^, - ^ -AOs^lLMh i Q befell - H^ricx-i/^rxj^/^ 4A:d^..L_ \ .[ '4n4M) 4hi L_Hi k #1' ^:PA^ . a : '(21 4^1.^ 4- y...,,„5^..3Ay i i.L i crS A,,i : CP\../I ::V 5, =5.e-, i^j^ t M ,1 IM,OA4^ i wiejsrcT^ioKi ! C£? v,^. =2 :(.,.,_ ^....<>„.ALD . /2 A; /l.-^^) .of?:' OS ^.51^^ ;^ Thornton Tomasetti PROJECT BH56- 6 LOrr e^P^U PROJECT NO. DATE i>lo& BY SHEET of SUBJECT CHECKED BY DRAWING NO. ..U > L'^::.^.: , B , S.;. 1/ ^0^zA ^ .^^^J^t... J2 .3 \-i> or-; ^3 4 3^ 1 *^/^^ Thornton Tomasetti PROJECT PROJECT HO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. i..L4. 4.ce,.. .^1 4?? Q4i Lepa.^C): i ^ 4:. U-^,...4 ...IX^k^ LC ...U..^: ; 1 4..4l-C>|'..].i _J_ : L_V...4.;^.^ ' 1 1 ; ; : ' ^....l^,tlt.. I Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. . V4 / .''^j 4 ^n'^^t^/L^ ..Ty:pe-: B ; Thornton Tomasetti PROJECT gi^j,^^ 4 PROJECT NO. DATE 4, /o-& BY MSr SHEET of SUBJECT CHECKED BY DRAWING NO. ^EtOlJi> fLdO(2j LoUC=TO OlUt^L^ A b 1*.... „l^f .1,-?,..^-: i I' !. ^/^.^ ^^^^^ = -^'icn.Y'^. 'L....LI^''^' 4 ft,:,:,-'-c^.''!-^ Thornton Tomasetti PROJECT B LP 6- (o PROJECT NO. BY M 9r DATE 0& SHEET of SUBJECT CHECKED BY DRAWING NO. / * p ;'4:W Thornton Tomasetti "Dial PROJECT PROJECT NO. DATE fey BY M V SHEET of SUBJECT SeCOKJO HoLbOtU/jS CHECKED BY DRAWING NO. , rv* .1^?? J ,1^^...= :.(f- ^ ^ ; : 1 =i w k/ff : 2-7 +<&2'4 ^y4^ - : l'4 : \ \ .—5>./v^o: ii>£^'T\L>Puil^l' D U ...vyl-z- f H,..^" : 3^-; •2r,,?'°.L.^_,,,/V^:... ———-—— A/o : A> e-T ^ L^P tY Pr Thornton Tomasetti PROJECT PROJECT NO. DATE ^ ^ '0 c=> BY M Sr SHEET of SUBJECT CHECKED BY DRAWING NO. ix^Yi^ ±M± ;^'l/4 .„.4£ : or^ - :J'.,m^-:5i/:J4:.;i,) * ...t4^k/tl ; ^..(^,±,.'l].i'-'^; - ^'^.•^^.'VWj _ ; ....I44.A4 } ^....l&C',:*,../;-ff..; j 6 -c? - :I4'1 ^ : 440q, \4 A-^' 1 :Cyrf^^H'^ ^ :l \ \ i„.b 7'^ ^'1 /4 4oq,i4 Thornton Tomasetti PROJECT PROJECT NO. DATE ^ 1 '0&> BY M9r 1 SHEET of SUBJECT CHECKED BY DRAWING NO. J2. * iQ.sA-i- . . .. (^\\\ \[ 4v4) ^ (o, iS'^^^^ (9 ^,^5^ p„m4 ' ^,^^'^l(i>A^ 1 _.± iH' ^,.„''^ _ . t|u*.;u. n.x.'^,..^.'^.: .i^t^ri,.:..,,/'^i,../'5^j/^ej i'^if.^^ : /Mf^i t ^^t/^ 4l U d : ^ Thornton Tomasetti PROJECT BtDfr PI 30 PROJECT NO. DATE BY M ^ SHEET of SUBJECT SttOI-'D Ho L DOU.' K> S CHECKED BY DRAWING NO. L,»^^ 4 ; L :gs.\ i ; ^ 1: • • ' ' 4,.,*,5. OT>^ ' j^'5ik^\ii4t^L) - ;.,GP..C5'.4 _ J^l^peip- 01. - i'2;:^^.'*^A-^ t>L -: /'^ **/4^ * ./-lie*?) r " ....^nJ^S-i *l'o.j£^;^4)3 : slj^T UPLtPT' ^6gO/4; - : ^4d^4 Aen- upu - i 4^kf4^1U''n " ^ -^V(^e'^' i^..<&.. Thornton Tomasetti PROJECT PROJECT NO. DATE 4>/oe> BY At ^ f SHEET of SUBJECT S5LCiN)£> i4C>Lt>DU>tJ% CHECKED BY DRAWING NO. .:, ,..^f«H,r,. .(„/;.,.5,i,.%o4 /l*-^: " f^-^ki : ,.; Wvjt^ix^ isf'^ ....4/:^^.l .. .: ,U^U;AU - v^o 4 1"^.; ,.,UEui..i^T..-J i :.\4.A, !y4^:;: 44os^v4 CA^ '=- ^'41^ ....J2- ^ \ 0 \ ; (p-f-M,,,,- ,„ upnf?r—I r^4-4 - A _ ,^.^^4! " ' ' 4 i 4 I 'I'S':\ ' ^ i I . I ah^:..V;V^4H>.6?;..i*^....: Thornton Tomasetti PROJECT BuDfr PROJECT NO. DATE /0 6> BY Mir SHEET of SUBJECT CHECKED BY DRAWING NO. ,.,kM6^ i^l.: u^i^p^^ '%2^/2t4) L=ii'^4 4M NJer UPUf^T- .40>Cg, 'i\G>r-4^: ...i/*.: :,: 0 ,^R4 ^ tf>''^ /]l^5'^2iM'\(f/'4\"| 109,4'^ UP^IPT ^ '.' ^k-<^~ \iCf-4 > i - #4c>tf5 Thornton Tomasetti PROJECT PROJECT NO. DATE ^ BY A4Sr / SHEET of SUBJECT 5 ^co AJ £> W:0(,bOU/AJ5» CHECKED BY DRAWING NO. / v T' tl<.''l" 4 u_ Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET SUBJECT 4?u\oc?iaw^ CP CHECKED BY DRAWING NO. ic>M'4 i ^ i 4^- 4rV u4 .:i4 JsA 0^ - ' to : - \^..£^k.... (4^ 4 4ur5 (4 T%fc, ,^ l..Cil4^...4 [(aS^ O 4^.??.,_ ,1 \i^1J A l'>?Cia.j'' 14 41, of ^- 4-44i\- Thornton Tomasetti '\)\if) PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. i424M^^s4^c^ ...\(L\ j OAK^ .. .:<D4 .44^1 - I^-.KI'4^ i \ , ; ^ : i ! t ' '^"Y'^ :4^: ii,^ 5 m o o cvi (0 CO o o o T3 "2 i 0) c @ U- O O O UJ O UJ J-< o c CD 'B Q) CA CO E o o (D c 0) E •c CO Q. 0) Q Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.00 OMF@Line1.2 Oct 16, 2006 9:39 AM Checked By: Dlb1 Global Display Sections for Member Calcs 5 Max internal Sections for Member Calcs 97 include Shear Deformation Yes Include Warping Yes Area Load Mesh (in'^2) 144 Merpe Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature < 100F Concrete Code ACI1999 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 Lenath[ft Lbwrftl Lbzz[ft] Lcomp t... Lcomp bot.. Kvy Kzz Cm-yv Cm-zz Cb ysway zsway 1 M1 col 12 2 M3 rf col 12 3 M4 rf col 12 4 M5 fir beam 25.5 6 5 M7 rf beam 25.5 6 6 M9 rf col 12 6 7 M10 fir beam 24 6 8 M12 rf beam 24 6 8 M12 rf beam 24 6 9 m2 col 12 6 10 m6 col 12 6 Hot Rolled Steel Properties Label E [ksi] G [ksl] Nu Therm (\1E5 F) Density[k/ft^3] Yield[ksi] A992 29000 11154 .3 .65 .49 50 Hot Rolled Steel Section Sets 1 fir beam W21X68 Wide Flange Beam A992 TvDical 20 64.7 1480 2.45 2 col W14X74 Wide Flange Column A992 Typical 21.8 134 796 3.88 3 rf beam W18X50 Wide Flange Beam A992 TvDical 14.7 40.1 800 1.24 4 rfcol W14X53 Wide Flange Column A992 Typical 15.6 57.7 541 1.94 I Joint Coordinates and Temperatures Label xrfti Yfft] Z[ft] Temp [F] Detach From Diap... 1 N1 24 0 0 0 2 N2 49.5 0 0 0 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bldg6\bldg6recalc\omf@entrance 1col.new.r3d] Page 1 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 0IVIF@Line1.2 Oct 16, 2006 9:39 AM Checked By: Dl% Joint Coordinates and Temperatures (Continued) 3 N3 24 12 0 0 4 N4 49.5 12 0 0 5 N6 24 24 0 0 6 N7 49.5 24 0 0 7 N8 0 0 0 0 8 N9 0 12 0 0 9 N11 0 24 0 0 Member Primary Data 1 Ml N1 N3 col Wide Flanae Column A992 Typical 2 M3 N3 N6 rf col Wide Flanae Column A992 Typical 3 M4 N4 N7 rf col Wide Flanqe Column A992 Typical 4 M5 N3 N4 fir beam Wide Flanae Beam A992 Typical 5 M7 N6 N7 rf beam Wide Flanqe Beam A992 Tyoical 6 M9 N9 Nil rf col Wide Flanae Column A992 1 Typical 7 M10 N3 N9 fir beam Wide Flanqe Beam A992 1 TvDical 8 M12 N6 Nil rf beam Wide Flanqe Beam A992 Typical 9 m2 N2 N4 col Wide Flanqe Column A992 Typical 10 m6 N8 N9 col Wide Flanae Column A992 Typical Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z [k/in] X Rot.[k-ft/rad] Y Rot.[k-ft/rad] Z Rot.[k-ft/rad] 1 N1 Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction 3 ALL Fixed Fixed 4 N8 Reaction Reaction Reaction Basic Load Cases 1 dl DL -1 8 2 II LL 8 3 eg EL 4 Load Combinations 1 dl only 1 1 2 dl+ll Yes 1 1 2 1 3 di+eq Yes 1 1 3 1 4 .9dl+eq Yes 1 .9 3 1 5 .9dl-eq Yes 1 .9 3 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 1.4eq (drift) 3 .933 8 eg_ Yes 3 1 Member Distributed Loads (BLC 1: dl) Member Label Direction Start Maanitude[k/ft.d.. End Maanitudefk/ft.d... Start Locationfft,%] End Location[ft.%] 1 M5 Y -.162 -.162 0 15.5 2 M10 Y -.19 -.19 14 24 3 M7 Y -.168 -.168 0 18.5 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bldg6\bldg6recalc\omf@entrance 1col.new.r3d] Page 2 Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.00 0MF@Line1.2 Oct 16, 2006 9:39 AM Checked By: Member Distributed Loads (BLC 1: dl) (Continued) Member Label Direction Start Maanituderk/ft.d.. End Maanitudefk/ft.d... Start Locationfft.%1 End Locationfft.%1 4 M12 Y -.056 -.056 17 24 5 M5 Y -.19 -.19 15.5 25.5 6 M10 Y -.162 -.162 0 14 7 M7 Y -.056 -.056 18.5 25.5 8 M12 Y -.168 -.168 0 17 Member Distributed Loads (BLC 2 •//) Member Label Direction Start Maanitudefk/ft.d.. End Maanitudefk/ft.d... Start Locationfft,%l End Locationfft,%l 1 M5 Y -.36 -.36 0 15.5 2 M10 Y -.42 -.42 14 24 3 M7 Y -.24 -.24 0 18.5 4 M12 Y -.08 -.08 17 24 5 M5 Y -.42 -.42 15.5 25.5 6 : M10 Y -.36 -.36 0 14 7 M7 Y -.08 -.08 18.5 25.5 8 M12 Y -.24 -.24 0 17 Joint Loads and Enforced Displacements (BLC 3 : eq) 1 N7 L X 12.05 2 N11 L X 12.05 3 N4 L X 1.85 4 N9 L X 1.85 Joint Reactions (By Combination) LC Joint Label Xfkl Yfkl Z fkl MX fk-ftl MY fk-ftl MZ fk-ftl 1 1 N1 .036 13.435 0 0 0 0 2 1 N2 -.324 6.339 0 0 0 0 3 1 N8 .288 5.979 0 0 0 0 4 1 Totals: 0 25.753 0 5 1 COG (ft): X: 24.706 Y: 16.121 Z: 0 Member Section Forces LC Member Label Sec Aocialfk] V Shearfk] 2 Shearfkl Torouefk-ftl v-v Momentfk-.. z-z Momentfk-.. 1 1 Ml 1 13.435 -.036 0 0 0 0 2 2 13.213 -.036 0 0 0 .108 3 3 12.99 -.036 0 0 0 .216 4 4 12.768 -.036 0 0 0 .323 5 5 12.545 -.036 0 0 0 .431 6 1 M3 1 6.321 -.133 0 0 0 -.701 7 2 6.161 -.133 0 0 0 -.303 8 3 6.002 -.133 0 0 0 .095 9 4 5.843 -.133 0 0 0 .493 10 5 5.684 -.133 0 0 0 .891 11 1 M4 1 2.495 .965 0 0 0 5.199 12 2 2.335 .965 0 0 0 2.304 13 3 2.176 .965 0 0 0 -.591 14 4 2.017 .965 0 0 0 -3.486 15 5 1.858 .965 0 0 0 -6.381 16 1 M5 1 -.641 3.192 0 0 0 14.282 17 2 -.641 1.725 0 0 0 -1.391 18 3 -.641 .259 0 0 0 -7.714 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bldg6\bldg6recalc\omf@entrance 1col.new.r3d] Page 3 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF(gLine 1.2 Oct 16, 2006 9:39 AM Checked By: 4^ Member Section Forces (Continued) LC Member Label Sec Axialfkl y Shearfkl z Shearfkl Torauefk-ftl v-y Momentfk-.. z-z Momentfk-.. 19 4 -.641 -1.309 0 0 0 -4.505 20 5 -.641 -2.955 0 0 0 9.087 21 1 M7 1 .965 2.918 0 0 0 12.647 22 2 .965 1.528 0 0 0 -1.524 23 3 .965 .138 0 0 0 -6.835 24 4 .965 -1.182 0 0 0 -3.307 25 5 .965 -1.858 0 0 0 6.381 26 1 M9 1 2.32 -.832 0 0 0 -4.563 27 2 2.161 -.832 0 0 0 -2.066 28 3 2.001 -.832 0 0 0 .431 29 4 1.842 -.832 0 0 0 2.928 30 5 1.683 -.832 0 0 0 5.425 31 1 M10 1 -.544 3.033 0 1 0 0 13.15 32 2 -.544 1.652 0 i 0 0 -.906 33 3 -.544 .272 0 i 0 0 -6.679 34 4 -.544 -1.22 0 ! 0 0 -3.947 35 5 -.544 -2.769 0 1 0 0 8.02 36 1 M12 1 .832 2.766 0 0 0 11.757 37 2 .832 1.458 0 0 0 1 -.914 38 3 .832 .149 0 0 0 -5.735 39 4 .832 -1.047 0 0 0 -2.764 40 5 .832 -1.683 0 0 0 5.425 41 1 m2 1 6.339 .324 0 0 0 1 0 42 2 6.117 .324 0 0 0 1 -.972 43 3 5.894 .324 0 0 0 1 -1.944 44 4 5.672 .324 0 0 0 -2.916 45 5 5.449 .324 0 1 0 0 -3.888 46 1 m6 1 5.979 -.288 0 0 0 0 47 2 5.756 -.288 0 0 0 0 .864 48 3 5.533 -.288 0 0 0 0 1.728 49 4 5.311 -.288 0 0 0 2.592 50 5 5.088 -.288 0 0 0 3.457 Member ASD Steel Code Checl<s (By Combination) LC Member Shape UC Max Loc[ft] Shear Loc[ft] Dir Fafksi] Ftfksi] Fby[ksi] Fbzfksi] Cb Cmv Cmz Eqn 1 Ml W14X74 .027 0 .000 0 23.042 30 37.5 30 1 H1-1 M3 W14X53 .021 .001 20.017 30 37.5 30 I 1 .6 .285 H1-1 M4 W14X53 .037 12 .009 20.017 30 37.5 30 i 2.3 .6 .274 H1-2 M5 W21X68 .053 13.812 .018 5.159 30 37.5 12.652 1.203 .85 HI-3 M7 W18X50 .092 13.281 .023 4.35 30 37.5 12.075 1,297 .85 HI-3 M9 W14X53 .029 12 .008 20.017 30 37.5 33 Z3 .264 H1-2 M10 W21X68 .043 13.25 .017 M12 W18X50 .071 12.75 .022 5.824 30 37.5 13.64211.221 4.911 30 37.5 13.15411.329 .85 .85 H1-3 H1-3 m2 W14X74 .022 12 .003 23.042 30 37.5 I 30 1.75 "TlJ5 HI-2 10 m6 W14X74 .019 12 .002 23.042 30 37.5 33 HI-2 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bldg6\bldg6recalc\omf(gentrance 1col.new.r3d] Page 4 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532.00 OMF(gLine 1.2 Oct 16, 2006 9:39 AM Checked By: ])14 Load Combinations 1 dl only 1 1 2 dl+ll Yes 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 ecfi Yes 3 1 Joint Reactions (By Combination) LC Joint Label X Lkl Yfkl Zfkl MX fk-ftl MY fk-ftl MZ fk-ftl 1 2 N1 .097 29.451 0 0 0 0 2 2 N2 -.873 12.904 0 0 0 0 3 2 N8 .776 12.058 0 0 0 0 4 2 Totals: 0 54.413 0 5 2 COG (ft): X: 24.729 Y: 16.076 Z: 0 Member Section Forces LC Member Label Sec Axial [k] V Shearfk] z Shearfkl Torauefk-ftl v-v Momentfk-.. z-z Momentfk-.. 1 2 Ml 1 29.451 -.097 0 0 0 0 2 2 29.228 -.097 0 0 0 .292 3 3 29.006 -.097 0 0 0 .583 4 4 28.783 -.097 0 0 0 .875 5 5 28.56 -.097 0 0 0 1.167 6 2 M3 1 12.463 -.298 0 0 : 0 -1.641 7 2 12.304 -.298 0 0 0 -.748 8 3 12.145 -.298 0 0 0 .145 9 4 11.985 -.298 0 0 0 1.039 10 5 11.826 -.298 0 0 0 1.932 11 2 M4 1 4.336 2.166 0 0 0 12.552 12 2 4.177 2.166 0 0 0 6.054 13 3 4.018 2.166 0 0 0 -.443 14 4 3.859 2.166 0 0 0 -6.941 15 5 3.699 2.166 0 0 0 -13.438 16 2 M5 1 -1.293 8.249 0 0 0 37.127 17 2 -1.293 4.487 0 0 0 -3.468 18 3 -1.293 .725 0 0 0 -20.082 19 4 -1.293 -3.355 0 0 0 -12.137 20 5 -1.293 -7.678 0 0 0 23.031 21 2 M7 1 2.166 6.076 0 0 0 26.131 22 2 2.166 3.156 0 0 0 -3.297 23 3 2.166 .236 0 0 0 -14.112 24 4 2.166 -2.513 0 0 0 -6.365 25 5 2.166 -3.699 0 0 0 13.438 26 2 M9 1 3.975 -1.868 0 0 0 -10.972 27 2 3.816 -1.868 0 0 0 -5.368 28 3 3.657 -1.868 0 0 0 .237 29 4 3.498 -1.868 0 0 0 5.841 30 5 3.338 -1.868 0 0 0 11.445 31 2 M10 1 -1.092 7.849 0 0 0 34.319 32 2 -1.092 4.308 0 0 0 -2.153 33 3 -1.092 .768 0 0 0 -17.383 34 4 -1.092 -3.124 0 0 0 -10.666 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bldg6\bldg6recalc\omf@entrance 1col.new.r3d] Page 5 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Oct 16, 2006 9:39 AM Checked By: Member Section Forces (Continued) LC Member Label Sec Axialfkl V Shearfk] z Shear[k] Torque[k-ft] v-y Moment[k-.. z-z Moment[k-.. 35 5 -1.092 -7.193 0 0 0 20.284 36 2 M12 1 1.868 5.75 0 0 0 24.199 37 2 1.868 3.002 0 0 0 -2.056 38 3 1.868 .254 0 0 0 -11.823 39 4 1.868 -2.222 0 0 0 -5.237 40 5 1.868 -3.338 0 0 0 11.445 41 2 m2 1 12.904 .873 0 0 0 0 42 2 12.682 .873 0 0 0 -2.62 43 3 12.459 .873 0 0 0 -5.24 44 4 12.237 .873 0 0 0 -7.859 45 5 12.014 .873 0 0 0 -10.479 46 2 m6 1 12.058 -.776 0 0 0 0 47 2 11.836 -.776 0 0 0 2.328 48 3 11.613 -.776 0 0 0 4.656 49 4 11.391 -.776 0 0 0 6.984 50 5 11.168 -.776 0 0 0 9.312 ;S Member ASD Steel Code Checl^s (By Combination) LC Member Shape UC Max Locfft] Shear.., LDC[ft] Dir Fafksi] Ftfksil Fbyfksi] Fbzfksi] Cb Cmv Cmz Eqn Ml M3 W14X74 W14X53 .059 .042 12 .001 .003 0 23.042 20.017 30 30 37.5 37.5 30 30 1 .26 H1-1 H1-1 M4 W14X53 .077 12 .021 20.017 30 37.5 30 2.3 .226 H1-2 M5 W21X68 .138 14.078 .045 5.159 30 37.5 12.765 1.214 .85 HI-3 _5_ 6 M7 W18X50 .193 13.281 .048 M9 W14X53 .065 0 M10 W21X68 .111 13.25 M12 W18X50 .149 12.5 4.35 30 37.5 12.007 1.289 .85 H1-3 .018 20.017 .043 5.824 _3jO 30 37.5 30 2.3 .6 .217 H1-2 37.5 .045 4.911 30 37.5 13.787 13.066 1.234 .85 HI-3 1.321 .6 .85 H1-3 m2 W14X74 .056 12 .007 23.042 30 37.5 30 1.75 .6 HI-2 10 m6 IW14X74 .047 12 .006 23.042 30 37.5 33 1.75 .6 HI-2 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bldg6\bldg6recalc\omf(gentrance 1col.new.r3d] Page 6 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF(gLine 1.2 Oct 16, 2006 9:39 AM Checked By: Di0 Load Combinations 1 dl only 1 1 2 dl+ll Yes 1 1 2 1 3 dl+ea Yes 1 1 3 1 4 .9dl+eq Yes 1 .9 3 1 5 .9dl-eq Yes 1 .9 3 -1 6 dl+.75IH-.75eq Yes 1 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 eq Yes 3 1 Enyelope Joint Reactions Joint Xfk] Ic Ylk] Ic Zfk] Ic MX fk-ft] Ic MY fk-ft] Ic MZ fk-ftl Ic 1 N1 max 11.46 5 29.451 2 0 2 0 2 0 2 0 2 2 min -11.428 8 1.215 8 0 2 0 2 0 2 0 2 3 N2 max 7.806 5 20.258 6 0 2 0 2 0 2 0 2 4 min -8.422 3 -6.287 5 0 2 0 2 0 2 0 : 2.!J 5 N8 max 8.533 5 18.588 5 0 2 0 2 0 2 0 2 6 min -8.274 8 -13.208 8 0 2 0 2 0 2 0 2 7 Totals: max 27.8 5 54.413 2 0 2 8 min -27.8 8 0 8 0 2 Envelope Member Section Forces Member Sec Axialfk] Ic yShear[k] Ic z Shearfk] Ic Torque[k-ft] Ic y-y Momen. Ic z-z Momen. Ml max 29.451 11.428 8 0 0 0 0 mm 1.215 -11.46 0 max 29.228 11.428 34.381 mm 1.215 -11.46 -34.284 max 29.006 11.428 68.761 mm 1.215 -11.46 max mm 28.783 11.428 1.215 -11.46 0_ 0 -68.567 2 1 103.142 -102.851 10 max 28.56 11.428 mm 1.215 -11.46 I 2 0 0 137.523 -137.135 11 12 M3 max I 12.463 mm .324 11.894 -12.014 68.197 -68.828 13 14 max 12.304 11.894 mm .324 8 -12.014 32.514 -32.787 15 16 max 12.145 mm .324 8 -12.014 11.894 _0 6 _0 0 3.254 -3.169 17 18 -Cnax min .11.985 11.894 .324 8 -12.014 _0 _0 0 d 39.295 -38.851 19 max 11.826 11.894 75.335 20 mm .324 8 i -12.014 -74.534 21 M4 max 6.227 6.919 33.211 22 mm .89 -5.085 -23.333 23 max 6.068 6.919 12.729 24 mm -1.033 -5.085 -8.076 25 26 max 5.909 6.919 mm -1.177 -5.085 _0 _0_ o" 7.18 -8.303 27 max 5.75 6.919 22.437 28 mm -1.32 -5.085 -29.06 29 max 5.59 6.919 37.693 30 mm -1.463 -5.085 -49.817 31 M5 1 max .294 8 11.73 0 0 0 113.532 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bldg6\bldg6recalc\omf@entrance 1col.new.r3d] Page 7 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Oct 16, 2006 9:39 AM Checked By: U !i 4 Envelope Member Section Forces (Continued) 32 33 34 _3_5 36 Member Sec -AxiaJIkL mm -1.293 max I 37 ' 38 39 40 41 I 42 T 43 44 45 46 47 48 49 50 51 52 53 54 55_ 56_ 57 58 59_ 60 61 62 63 64 65 _66 67 68 69 JO _.71_ 72 73 74 75 76 77 78 79 80 I 81 82 83 84 I min max min .294 Ic v Shearfkl Ic 2 I -8.857 8 10.41 -1.293 _^94_ -1.293 max min M7 max min max min .294 -1.293 2_ 8 -8.857 9.09 z Shearfkl 0 Torauefk-ftl Ic v-v Momen. i 21 6 0 -8.857 1 8 7.679 _.294_ -1.293 6.965 -6.096 max min 6.965 -6.096 -10.167 6.198 -13.14 Ic z-z Momen. 2 -100.678 2 42.96 0 0 6.07_6_ JL3.135 0 0 0_ 0_ _0_ _0_ _0_ 0 2 2 -45.603 12.254 z20.Q82_ !_ 68.72_ i -72.775 8 4.51 8 I -3.135 max min max i min 6.965 -6.096 ! 5 18 3.26 0 0 0 0 -2_L 2 i 134.274 1 3 2 -117.008 2 -3.135 J 8 0 0 0_ 0 0 0 _6.9(35_ __-6.096 2.072 5 max I 6.965 mm M9 1 T2 I max -6.096 5 i 8 -4.532 1.463 0 0 5.546 i mm imaxi mm Imax -3.459_ 5.403 JL3.459_ 5.26 _Z5.59 6.252 0 6 0 0 47.895 -36.512 15.153 2 i_-1.8.049 .3,462 L8_ -14.112 I 2 _0_ 0_ _0_ 0 mm max mm -3.459 _5.11>_ -3.459 18 Ts i_8 5 -7.001 f 8_ Is" 6.252 -7.001 0 0 6.252 -7.001 0 b 6.252 -7.001 2 2 0_ 0_ _CL _0 .0_ _0 _0 0 _2 2 23.4_49 I 2 49.817 -37.693 30.034 -34.141 11.279 2 ! -13.138 _0_ 0 7.864 -7.477 max|._4.973 I 5 I 6.252 i mm -3.459 I 8 M10 iil!.ax! I min I Imaxi i mm [max I I min j ImaxI I min I -.172 -±092 -•172_ -1.092 -7.001 JL3.957 -7.02 0 0 -.172 -1.092 11.401 -8.262 2 I 28.867 2 i -26.232 0 _0_ _0, 0 49.87 2 I -44.988 I 8 2 I 117.803 10.021 .172 -1.092 Imaxi M12 imin [max .imjji imax i min -.172 -1.092 _6.63 1.5^49 -_9^504 9.749 _0_ 0 0 2 I JJ -92.818 -10.847 9.749 -12.241 6.63 -5.049 imax LITijn_ Imax i min _6.63_ -5.049 _6.63_ -5.049 7.598_ ji.97_ 5.21 8 I 8 UK. 6 -2_l _0_ b o_ 0 2 46.158 2 -46.974 _2_ 1 6.325_ 2 I -23.959 3 t] 8 67.278 I 5 2 I -74.777 0 0 J2_ 2 -2.147 3.608 imax m2 J_ Y mm rnax min 6.63 -5.049 20.2,58 -6.287 85 86 max min I 20,035 -6.488 -3.324_ ..3.459 0 0 0 I 2 0 0 2 I 136.543_ 2 1-129.325 49.778 2 I -27.441 0 17.269 -18.092 1 5 -1.679 -4.401 3.459 -4.973 0 8.422 -7.806 max I I min 19.813_ -6.688 _8,422_ J.806 8.422 _0 J. 0 I 0 0 _2 I -12.913 I 2 i 21.748 87 88 4 .niax 1 mini 19.59 I 6 -6.888 -7.806 8,422 -7.806 _0 _0_ .0_ _0 _0_ 0 b j0_ d 2 : -26.999 2 49.87 -44.988 0 0 23.419 5 -25.266 i 3 I 46,838 -50.531 3 0 70.257 -75.797 5 1^ RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bldg6\bldg6recalc\omf@entrance 1col.new.r3d] Page 8 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Oct 16, 2006 9:39 AM Checked By:_ 14^ Envelope Member Section Forces (Continued) Member Sec Axialfk] Ic y Shearfk] Ic z Shear[k] lo Torque[k-ft] Ic y-y Momen. Ic z-z Momen. 89 max 19.367 8.422 0 0 0 93.676 90 mm -7.088 -7.806 •101.063 91 92 m6 max 18.588 8.274 mm -13.208 -8.533 0 93 max 18.388 8.274 25.6 94 mm -13.208 -8.533 -24.823 95 96 max 18.188 8.274 mm -13.208 -8.533 0, 0 51.201 -49.645 97 98 max mm 17.988 8.274 -13.208 -8.533 0_ 0 76.801 -74.468 99 100 max min 17.787 -13.208 8.274 -8.533 102.401 -99.291 Envelope ASD Steel Code Checlts Member Shaoe Code... Locfftl Ic Shear... Locf...Dir Ic Fa fksil Ftfksil Fb y-y ...Fb z-z .. Cb Cmv Cmz ASD E.. 1 Ml W14X74 .508 12 3 .090 0 Y 5 23.042 30 37.5 30 1.75 .6 .6 HI-2 2 M3 W14X53 .398 12 5 .117 0 y 5 20.017 30 37.5 30 2.3 .6 .235 H1-2 3 M4 W14X53 .267 12 3 .067 0 y 3 20.017 30 37.5 30 2.3 .6 .333 H1-2 4 M5 W21X68 .414 25.5 5 .072 25.5 y 6 5.159 30 37.5 24.182 2.3 .6 .85 H1-3 5 M7 W18X50 .346 25.5 5 .048 0 y 2 4.35 30 37.5 21.419 2.3 .6 .85 H1-3 6 M9 W14X53 .244 12 5 .068 0 y 5 20.017 30 37.5 33 2.3 .6 .326 HI-2 7 M10 W21X68 .431 24 8 .077 0 y 6 5.824 30 1 37.5 25.693 2.3 .6 .276 H1-3 8 M12 W18X50 .328 24 4 .059 0 V 6 4.911 30 37.5 22.758 2.3 .6 .85 HI-3 9 m2 W14X74 .386 12 3 .066 0 y 3 23.042 30 37.5 30 1.75 .6 .6 H1-2 10 m6 W14X74 .374 12 8 .067 0 Y 5 23.042 30 37.5 30 1.75 .6 .6 H2-1 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bldg6\bldg6recalc\omf@entrance 1col.new.r3d] Page 9 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line1.2 Oct 16, 2006 9:40 AM Checked By: Load Combinations 1 dl only 1 1 2 dl+ll Yes 1 1 2 1 3 dl+eq Yes 1 1 3 1 4 .9dl+eq Yes 1 .9 3 1 5 .9dl-ea Yes 1 .9 3 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 8 1.4ea (drift) eq i Yes 3 3 .933 1 Joint Deflections (By Combination) LC Joint Label X[in] Yfin] Z[in] X Rotation frad] Y Rotation frad] Z Rotation frad] 1 2 7 3 7 5 6 8 9 N1 N2 r^3 0 _0 .643 N4 N6 "N7 ^43 .986 .99 .003 _N8 N9 Nil 0 •643_ .989 0 -.003_ b .003 .004 0_ 0 d b 0 0 0 0_ 0 0 0 0 -5.896e-3 -5.4"79e-3 -1.108e-3 -2.086e-3" -7.82e-4 -1.293e::3_ -5,5b2e-3 -2.034e-3 -1.266e-3 RISA-3D Version 5.0d [P:\...\...\...\...\...\...\Risa\3d\bldg6\bldg6recalc\omf@entrance 1col.new.r3d] Page 10 Thornton Tomasetti U 7 PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CP CHECKED BY DRAWING NO. 4^ •p^-./i'-~^A?-.> = — ! 1 I Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT iSiA(uc:>ia.ie\ CHECKED BY DRAWIMG MO. 1 - > 21 4^ 5 y I n It X2 ; CO CO o o CM o CM (D c 2 O >- Z O o < 03 o c Q. 15 2 (D 'B (D CO 03 E o I- c o o 0 c E CD Q. 0 Q I- o o c\i CO ID LO Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF(gLine1.2 Oct 16, 2006 11:18 AM Checked By: f?0 Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes lArea Load Mesh (in'^2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance Vertical Axis 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 Ml M2 M3 M4 M5 M6 Shape col Lengthfft; col rf col rf col fir beam rf beam A2 12 12 12 10.5 10.5 Lbyyfft] Lbzzfft] Lcomp t.. Lcomp bot. Kyy Kzz Cm-yy Cm-zz Cb y svyay z sway Hot Rolled Steel Properties Label A992 E fksi] 29000 G fksi] Nu 11154 Therm (\1E5 F) .65 Densityfk/ff^S] .49 Yieldfksi] 50 Hot Rolled Steel Section Sets Label Shaoe Desian List Tvoe Material Desian Rules A rin?l Iw rin41 I77 rin4l .1 rin4i 1 fir beam W12X40 Wide Flange Beam A992 Typical 1 11.8 44.1 310 .95 2 col W14X26 Wide Flange Column A992 Tyoical i 7.69 8.91 245 .36 3 rf beam W12X30 Wide Flange Beam A992 TvDical 8.79 20.3 238 .46 4 rfcol W14X26 Wide Flange Column A992 Typical 7.69 8.91 245 .36 Joint Coordinates and Temperatures 3 4 Label N1 N2 _N3 N4 N5 N6 10.5 10.5 10.5 Y[ft] 0 0 12 12 24 24 jO^ 0 Temp fF] 0 Detach From Diap.. RISA-3D Version 5.0d [P:\...\...\...\...V\nalysis\Structural\Risa\3d\bldg6\bldg6recalc\omf@balcony.r3d] Page 1 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 0MF@Line1.2 Oct 16, 2006 11:18 AM Checked By: Member Primary Data Label 1 Joint J Joint K Joint Rotate(dea) Section/Shape Desian List Tvpe Material Desian Rules 1 o Ml N1 MO N3 ^ 1A col Wide Flanae Column A992 Typical Z. 3 M3 N3 N4 N5 col rf col Wide Flanae Wide Flanae Column Column A992 A992 Typical Typical 4 M4 N4 N6 rf col Wide Flanae Column A992 Typical 5 M5 N3 N4 fir beam Wide Flanae Beam A992 Tyoical 6 M6 N5 N6 rf beam Wide Flanae Beam A992 Typical Joint Boundary Conditions Joint Label X fk/in] Y fk/inl Z fk/in] X Rot.fk-ft/rad] Y Rot.fk-ft/rad] Z Rot.fk-ft/rad] 1 ALL Fixed Fixed 2 N1 Reaction Reaction Reaction 3 N2 Reaction Reaction Reaction 1 Basic Load Cases 1 dl DL -1 2 2 II LL 2 3 eq EL 2 Load Combina tions 1 dl only 1 1 2 dl+ll Yes 1 1 2 1 3 A dl+ea Yes 1 3 o 1 H 4 5 .yai+eq .9dl-ea Yes Yes \ .y .9 6 3 1 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 8 1.4ea (drift) eq Yes 3 3 .933 1 Member Distributed Loads (BLC 1 : dl) Member Label Direction Start Maanituderk/ft.d.. End Maanitudefk/ft.d... Start Locationrft.%] End Locationlft,%] 1 M5 Y -.16 -.16 0 0 2 M6 Y -.16 -.16 0 0 Member Distributed Loads (BLC 2 . •//) Member Label Direction Start Maanitudefk/ft.d.. End Maanitudefk/ft.d... Start Locationtft.%] End Locationtft.%] 1 M5 Y -.24 1 — ' 1 -.24 0 0 2 M6 Y -.24 -.24 0 0 Joint Loads and Enforced Displacements (BLC 3 : eg) Joint Label LD.M Direction Maanitudefk.k-ft in.rad k*s'^2/ft] 1 N4 L X 2.75 2 N6 L X 2.1 RISA-3D Version 5.0d [P:\...\...\...\...\Analysis\Structural\Risa\3d\bldg6\bldg6recalc\omf@balcony.r3d] Page 2 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 0MF(gLine1.2 Oct 16, 2006 11:18 AM Checked By: LC Joint Label Xfk] Yfk] Zfk] MX fk-ft] MY fk-ft] MZ fk-ft] 1 1 N1 .036 2.676 0 0 0 0 2 1 N2 -.036 2.676 0 0 0 0 3 4 1 1 Totals: COG (ft): 0 X: 5.25 5.352 Y: 16.471 0 Z: 0 __ Member Section Forces LC Member Label Sec Axialfk] y Shearfk] z Shearfk] Torquefk-ft] y-y Momentfk-.. z-z Momentfk-. 10 11 12 13 14 15 17 18 19 20 24 25 26 27 Ml 2.676 2.597 .036 .036 2.519 -.036 2.44 .036 M2 M3 M4 21 22 T 23 I M5 M6 28_ 29 30 2,362 2.676_ 2.597 _2.519_ 2.44 -.036 .036 .036 2.362_ 1,311 J .233_ 1.154 1.076 _1 _2_ 3 .997 1.311 _^36_ .036_ J"36 _J:.18 -.18 -.18 -.18_ -.18 .18 1.233_ 1.154 4 1.076_ .9'97_ -.143 J8 .18_ ._18 .18 .143 ;3_ 4 -.143 -.143 1.051 j .."525_ 1 0 i -.525 .143 -1.051 r 0 0 0 0 0 d b 0 0 0 0 0 0 0 0 0 b b 0 b 0 -3_i- J8_ .18 .18 .997 0 0 .499 .18 .18 .499 .997' 0 .109 0 d .218 .327 0 0 0 0 0 _0_ 0 _0_ b 0 0 _0. 0 0 0 .436 _ 0_ -.109 -.218 0 b -.3_27 -.436 0 b .972 -.434 .105 .643 1.182 .972 0_ b .434 -.105 -.643 -1.182 1.409 -.66 _0_ 0 -1.35 -.66 1.409 1.182 0 b -.781 -1.435 0 b -.78i_ 1.182 Member ASD Steel Code Checks (By Combination) LC Member Shape UC Max Locfft] Shear... Locfftl Dir Fafksi] Ftfksi] Fbyfksi] Fbzfksi] Cb Cmy Cmz Eqn M1 W14X26 .043 12 .001 M2 W14X26 .043 12 .001 0 y 8.344 y I 8.344 30 30 37.5 13.432 1 37.5 13.432 1 .6 .6 IH1-1 6 H1-1 3 4 _5_ 6 M3 W14X26 .027 0 M4 W14X26 I .027 \ 0 .003 .003 M5 I W12X40 I .011 I 10.5 I .015 M6 I W12X30 I .019 I 5.25 I .016 0 _y i 8._344_ y " I 8.344 30 30 37.5 113.432 37.5 il3.432 V 121.8141 y 118.4241 30 30 37.5 30 1 37.5 124.6661 1 .6 1,271 H1-1 ,271 iH1-1 .85 1 H2-1 .85 I H1-2 RISA-3D Version 5.0d [P:\...\...\...\...\Analysis\Structural\Risa\3d\bldg6\bldg6recaic\omf@balcony.r3d] Page 3 Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.00 OMF(gLine1.2 Oct 16, 2006 /["O^ 11:18 AM Checked By: Load Combinations 1 dl onlv 1 1 2 dl+ll Yes 1 1 2 1 3 dl+ea Yes 1 1 3 1 4 .9dl+eq Yes 1 .9 3 1 5 .9dl-ea Yes 1 .9 3 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 8 eq Yes 3 1 Envelope Joint Reactions Joint xrki Ic Yfk] Ic zrki Ic MX fk-ft] Ic MY fk-ft] Ic MZ fk-ft] Ic 1 N1 max 2.457 5 10.351 5 0 2 0 2 0 2 0 2 2 min -2.424 8 -7.943 8 0 2 0 2 0 2 0 2 3 N2 max 2.393 5 10.619 3 0 2 0 2 0 2 0 2 4 min -2.463 3 -5.535 5 0 2 0 2 0 2 0 2 5 Totals: max 4.85 5 10.392 2 0 2 6 min -4.85 8 0 8 0 2 Envelope Member Section Forces Member Sec Axialfk] Ic y Shearfk] Ic z Shearfk] Ic Torquefk-ft] Ic y-y Momen. Ic z-z Momen... Ic Ml max .rpjEL max 10.351 -7.943 2.424 -2.457 10.28 2.424 8^ 0 0 0 0 7.37 mm -7.943 -2.457 -7.271 max 10.21 2.424 14.739 -14.543 22.109 mm -7.943 -2.457 _7 8 max min 10.139 2.424 -7.943 -2.457 -21.814 I 8 max 10.069 2.424 29.479 10 mm -7.943 -2.457 -29.086 11 M2 max 10.619 2,463 0 12 J3 14 mm -5.535 -2.393 ma.x min J0.54_ -5.605 2.463 -2.393 0_ 7.18 -7.388 15 max 10.462 2.463 14.361 16 mm -5.676 -2.393 -14.775 17 max 10.383 2.463 21.541 -22.163 18 mm -5.747 -2.393 19 max 10.305 2.463 28.721 20 mm -5.817 -2.393 -29.55 21 M3 max 2.914 1.051 3.503 22 mm -1.734 -1.212 -4.378 23 max 2.843 1.051 .351 24 mm -1.734 8 -1.212 -.952 25 26 fD.a_x. min 2.773 I 5 -1.734 8 1.051 -1.212 2.895 -2.801 27 max I 2.702 1.051 6.532 28 mm -1.734 -1.212 -5.953 29 30 rnax.l min 2.631 1.051 -1.734 -1.212 10.169 -9.105 31 M4 max 3.557 1.229 4.479 32 mm .554 .888 -2.614 33 max! 3.478 1.229 1.079 RISA-3D Version 5.0d [P:\...\...\...\...\Analysis\Structural\Risa\3d\bldg6\bldg6recalc\omf@balcony.r3d] Page 4 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF(gLine 1.2 Oct 16, 2006 11:18 AM Checked By: Envelope Member Section Forces (Continued) 34 40 41 42 A3 44 45 46 47 49 53 54 35 36 i 37 38 39 _48 I _5Q.l 51 I -52T 55 56 I 57 58 59 I 60 I Member .Sec_ M5 M6 ± 3 mm max mm Axialfkl Ic V Shearfkl , Ic z Shearfkl ^25_ 3.4 -.695 .888 i 5 0 Ic Torauelk-ftl 2 T" b 1.229 max 3.321 5 I -.888 1.229 mm max mm max .766 I 5 32'^ _i 6 _-.837 _^888_ 1.229 Ic y-v Momen.. Ic 2 I 0 I 2 5 I -.888 mm 1.244 -1.516 2 Imax 1.244 min -1.516 max 7.154 -6.209 0 b b z-z Momen... Ic .049 6.682 1.244 i min I -1.516 4 imax 1.244 mini -1.516 -6.209 6.209 -6.209 _0. 0 _0_ .0 _0 0 I 2 0_ 0 JL _0 2.713 -2.912 5.376 -6.598 _0 b 2 T2 33.857 _5 I 3 5 Imaxi 1.244 _5.736 -6'.734 5 I mm 1 imax i min !ni.ax. i min -1.516 1.212 -1.051 1.212 -1.051 5.263 _-7.26_ 2.631 -1.734 0_ b 2_ "ft 0 b _o. b -32.589 15.697 -16.951 2.183 8 I -1.734 .3 Imaxi 1.212 1.734 mm -1.051 I 8 i -1.734 _0_ _0_ _b_ 0 _.007 -2.957 16.305 4 imaxi 1.212 min -1.051 5 maxi 1.212 I min 1.051 I 8 1.285 i 5 -2.272 i 6 .837 I 5 _0 0_ b _b_ -16.899 34.bl2 -31.335 10.169 -9.105 0 o" 2 TT 3.85 -5.334 -3.243 I 6 i 2 _2 2 0^ 0 0 o" 2 i 2 I H .001 -3.257 4.551 -5.254 i 0.285 -8.039 I 8.039 I 5 [ -10.285 I 3 Member Shape Code... Locfft] Ic Shear... Locf.. Dir Ic Fa fksi] Ft fksi] Fb y-y.. Fb z-z.. Cb Cmv Cmz ASD E.. 1 Ml W14X26 .608 12 5 .035 0 y 5 8.344 30 37.5 13.432 1 .6 .6 H1-1 2 M2 W14X26 .613 12 3 .035 b V 3 8.344 30 37.5 13.432 1 .6 .6 H1-1 3 M3 W14X26 .151 12 5 .017 0 y 5 8.344 30 37.5 13.432 1 ^.6 .428 H1-1 4 M4 W14X26 .154 12 3 .017 0 y 3 8.344 30 37.5 13.432 1 .6 .426 H1-1 5 M5 W12X40 .266 10.5 3 .103 10.5 Y 3 21.814 30 37.5 30 2.3 .6 .85 H2-1 6 M6 W12X30 .113 0 5 .051 10.5 -.y 6 18.424 30 37.5 30 2.3 .6 .85 H1-3 RISA-3D Version 5.0d [P:\...\...\...\...V^nalysis\Structural\Risa\3d\bldg6\bldg6recalc\omf@balcony.r3d] Page 5 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF(gLine 1.2 Oct 16, 2006 11:19 AM Checked By:_ Load Combinations 1 dl only 1 1 2 dl+ll Yes 1 1 2 1 3 dl+ea Yes 1 1 3 1 4 ,9dl+eq Yes 1 .9 3 1 5 .9dl-ea Yes 1 .9 3 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 8 eg Yes 3 1 Jo/nf Deflections (By Combination) 1 7 N1 0 0 0 0 0 -4.387e-3 2 7 N2 0 0 0 0 0 -4.391 e-3 3 7 N3 .482 ,005 0 0 1 0 -1.087e-3 -•4 • . N4 .482 -.005 J 0 0 0 -1.088e-3 5 7 N5 L .631 .006 0 0 0 -4.516e-4 6 7 N6 1 .631 -.006 0 0 0 -4.513e-4 R1SA-3D Version 5.0d [P:\...\...\...\...V\nalysis\Structural\Risa\3d\bidg6\bldg6recalc\omf@balcony.r3d] Page 6 Thornton Tomasetti PROJECT PROJECT WO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING WO. 't rv y f It , X CM t lO CO CO o o CM o O C\l 0 @ LL o CNI UJ z _J u. O o O O 0 CO CD E o I- c o 0 c 0 E tr CD Q. 0 Q o o c\i CO IT) o CD Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532.00 OMF@Line 1.2 Oct 16, 2006 11:26 AM Checked By: Global Display Sections for Member Calcs Max Internal Sections for Member Calcs Include Shear Deformation Include Warping Area Load Mesh (in^2) Merge Tolerance (in) P-Delta Analysis Tolerance Vertical Axis 5 97 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 Shaoe Lengthfft] Lbwfftl Lbzzfftl Lcomo t... Lcomo bot.. Kw Kzz Cm-w Cm-zz Cb vsv\^avzswav 1 Ml col 12 2 3" M2 rf col 12 2 3" m4 fir beam 11.5 4 M6 rf beam 11.5 5 m3 rf col 12 Hot Rolled Steel Properties Label E fksi] G fksi] Nu Therm (\1E5 Fl Densityfk/ft^S] Yieldfksi] A992 29000 11154 .3 .65 .49 50 Hot Rolled Steel Section Sets Label Shape Desian List Tvpe Material Desian Rules A fin2] lyv fin41 Izz fin4] J fin4] 1 fir beam W12X40 Wide Flange Beam A992 Typical 11.8 44.1 310 .95 2 col W14X68 Wide Flange Column A992 Typical 20 121 723 3.02 3 rf beam W12X30 Wide Flange Beam A992 Typical 8.79 20.3 238 .46 4 rfcol W14X34 Wide Flange Column A992 Typical 10 23.3 340 .57 Joint Coordinates and Temperatures Label Xfft] Temp [F] Detach From Diap.. N1 0 0 2_ 3 4 N2 N3 11.5 0 12 N5 _0_ 12 24 N6 11.5 24 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg6\bldg6recalc\omf@balcony 1col.r3d] Page 1 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532.00 OMF@Line 1.2 Oct 16, 2006 11:26 AM Checked By: Member Primary Data Label 1 Joint J Joint K Joint Rotate(dea) Section/Shaoe Desian List Tvoe Material Desian Rules 1 Ml N1 N3 col Wide Flanae Column A992 Tyoical 2 M2 N3 N5 rf col Wide Flanae Column A992 Typical 3 m4 N2 N3 fir beam Wide Flanae Beam A992 Typical 4 M6 N5 N6 rf beam Wide Flanae i Beam A992 Typical 5 m3 N2 N6 rfcol Wide Flanae Column A992 Typical Joint Boundary Conditions Joint Label X fk/in] Y fk/in] Z fk/inl X Rot.fk-ft/rad] Y Rot. fk-ft/rad] Z Rot. fk-fl/rad] 1 ALL Fixed Fixed I 2 N1 Reaction Reaction Reaction 3 N2 Reaction 1 Basic Load Cases 1 dl DL -1 2 2 II LL 2 3 eq EL 2 Load Combinations 1 di only 1 1 2 dl+ll Yes 1 1 2 1 3 dl+ea Yes 1 1 3 1 4 .9dl+eq Yes 1 .9 3 1 5 6 .9dl-ea Yes 1 .9 3 -1 5 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 8 eq Yes 3 1 Member Distributed Loads (BLC 1: dl) Member Label Direction Start Maanitudefk/ftd.. End Maqnitudefk/ft.d... Start Locationfft,%] End Locationtft.%] 1 m4 Y -.16 -.16 0 0 2 M6 Y -.16 -.16 0 0 Member Distributed Loads (BLC 2 . •//) Member Label Direction Start Maanitudefk/ft.d.. End Maanitudefk/ft.d... Start Locationfft.%] End Locationfft,%l 1 2 m4 M6 Y Y -.24 -.24 -.24 -.24 0 0 0 0 Joint Loads and Enforced Displacements (BLC 3 : eg) Joint Label LD.M Direction Magnitudefk.k-ft in.rad k*s^2/ft] N6 N2 X 2J5 2.1 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg6\bldg6recalc\omf@balcony 1col.r3d] Page 2 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Oct 16, 2006 11:26 AM Checked By:_ Joint Reactions (By Combination) LC Joint Label Xfk] Yfk] Zfk] MX fk-ft] MY fk-ft] MZ fk-ft] 1 1 N1 0 3.468 0 0 0 0 2 1 N2 0 2.651 0 0 0 0 3 1 Totals: 0 6.119 0 4 1 COG (ft): X: 4.983 Y: 16.283 Z: 0 Member Section Forces LC Member Label Sec Axialfk] V Shearfk] z Shearfk] Torquefk-ft] v-y Momentfk-.. z-z Momentfk-.. 1 1 Ml 1 3.468 0 0 0 0 0 2 2 3.264 0 0 0 0 0 3 3 3.06 0 0 0 0 0 4 4 2.855 0 0 0 0 0 4 4 2.855 0 0 0 0 0 5 _J) 2.651 0 0 0 0 0 6 1 M2 'j 1.5 -.271 0 0 0 -1.617 7 2 1 1.398 -.271 0 0 0 -.805 8 3 1.296 -.271 0 0 0 .ob7 9 4 1.194 -.271 0 0 0 .819 10 5 1.092 -.271 0 0 0 1.631 11 1 m4 -]. -.271 1.151 0 0 0 1.617 12 ~ 2 -.271 .575 0 0 0 -.864 13 3 -.271 0 0 0 0 -1.692 14 4 -.271 -.575 0 0 0 -.864 15 5 -.271 -1.151 0 0 0 1.617 16 1 M6 1 .271 1.092 _ 0" n 0 1.631 16 1 M6 1 .271 1.092 0 0" n 0 1.631 J7__ 2 .271 .546 0 0 0 -.724 18 3 .271 0 0 0 0 -1.508 19 4 .271 -.546 0 0 0 -.724 20 5 .271 -1.092 0 0 0 1.631 21 1 m3 1 1.5 .271 0 0 0 1.617 22 2 1.398 .271 0 0 0 .805 23 o 1.296 .271 0 0 0 -.007 24 4 1.194 .271 0 0 0 -.819 25 5 1.092 .271 0 0 0 -1.631 Member ASD Steel Code Checks (By Combination) LC Member Shape UC Max Locfft] Shear... Locfft] Dir Fafksi] Ftfksi] Fbyfksi] Fbzfksi] Cb Cmy Cmz Eqn 1 1 Ml W14X68 .008 0 .000 0 y 22.964 30 37.5 30 1 .6 .6 H1-1 2 1 M2 W14X34 .018 0 .003 0 y 15.99 30 37.5 30 2.3 .6 .203 HI-2 3 1 m4 W12X40 .014 5.75 .016 0 y 20.68 30 37.5 30 1 .6 .85 H2-1 4 1 M6 W12X30 .023 11.5 .017 11.5 y 16.763 30 37.5 22.936 1 .6 .85 H1-2 5 1 m3 W14X34 .018 0 .003 0 15.99 30 37.5 30 2.3 .6 .203 HI-2 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg6\bldg6recalc\omf(gbalcony 1col.r3d] Page 3 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line1.2 Oct 16, 2006 11:26 AM Checked By: [0 Load Combinations 1 dl only 1 1 2 dl+ll Yes 1 1 2 1 3 dl+ea Yes 1 1 3 1 4 .9dl+eq Yes 1 .9 3 1 5 .9dl-ea Yes 1 .9 3 -1 6 dH-.75ll+.75eq Yes 1 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 8 eg Yes 3 1 Envelope Joint Reactions Joint Xlkl Ic Ylkl Ic Zfk] Ic MX fk-ftl Ic MY fk-ft] Ic MZ fk-ft] Ic 1 N1 max 4.85 5 11.052 5 0 2 0 2 0 2 0 2 2 min -4.85 3 -7'.93 8 0 2 0 2 0 2 0 2 3 N2 max 0 2 10.669 6 0 2 0 2 0 2 0 2 4 min 0 2 -5.544 5 0 2 0 2 0 2 0 2 5 Totals: max 4.85 5 11.639 2 0 2 6 min -4.85 3 0 8 0 2 Envelope Member Section Forces Member Sec Axialfk] Ic y Shearfk] Ic z Shearfk] Ic Torquefk-ft] Ic y-y Momen... Ic z-z Momen... Ic _3_ 4 8 9 10 Ml 1 imax mm 11.052 -7.93 5 if I 2 imaxi mm 10.868_ -7.93 4.85 .^4.85 4.85 max min i 10.684 max mm z7.93_ 10.5 T z7.93 "_I 5 "sT -4.85 4.85 -4.85 0 0 b 0 _b_ imax I mm 10.317 -7.93 _4.85_ jl43L 4.85 -4.85 0 _b _0 0 0 0 b jO. b 14.55 0 b 2 I 2 2 2 0_ 0 0 -14.55 29.1 -29.1 43.65 i 5 -43.65 58.2 -58.2 11 12 13 14 15 16 17 18 19 20 21 22 23 24 25 26 27 28 29 30 31 32 M2 1 max mm 3.422 I 3_ -2.072 i 8 .104 -.781 2 max min r 3 [maxj i min r 3.33 .104 -2.072_ 3.238 I 5 -2.072 I 8 .781 4 max i mini Imax] 3.146 -2.072' .104 .781 .104 -.781 i 5 3.054 I mm m4 i min .104 0 b_ b 0 b 0 0 b 11.953 2 i -15.026 3 -2.072 I 8 .781 4.954 -5.468 max mm max I mm 4.954_ j:5.4f38_ 4.954 -5.4'68 7.01 -4.823 i 6.434 i 3 I -5.341 5.859 0 _0 0 0_ b 11.642 0 b 0_ b -13.172 J.l.331_ L5 -11.325 i 8' 11,02 -10.283 I 8 21 0 0 _0 o" 10.708 -9.241 24.203 2 i -21.13 _0_ 0 3 i -5.859 max I mm I max I M6 mm max mm 4.954 -5.468 4.954 -5.468 _5.859 i_8_ -6.377 ] 5 ,781 -.104 _5.859 -6.895 3.054 -2.072 5.741 I 8 0 b 2 I '21 0 0 -6.519 9.58 2 i -12.794 I 3 0 o" _0 0 0 b 27.169 -28.812 0 0 2 i 46,247L 2 1 -44.791 10.708 -9.241 33 max .781 2.563 0 2.634 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg6\bldg6recalc\omf@balcony 1col.r3d] Page 4 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Oct 16, 2006 11:26 AM Checked By: 0 Envelope Member Section Forces (Continued) 34 Member _Sec -35 _ .36 i .37 i 38 I _3_9 40 41 .420. 43 44 45 46 47 48 49 50 i mm max min Axialfkl -.104" .781 Ic V Shearfkl Ic 5 i -2.072" [8 -.104 max .781 min i" -.104 imax I mm 781_ •A04 t_5 '6 Ts" 2.072 -2.072 1.58 z Shearfkl Ic Torquefk-ftl Ic 0 0 0 0 v-v Momen., I 0 -2.618 1.089 m3 max mm max _mm imax IjTiin _4.P89_ I 6 -.721 3.987 -.813 -3.681 _3,3'6"8^ -2.85'4 3.3_68_ -2.854 3.885_ -.9"05 14 61 3,368_ 51 -2,854 2 I 12 2 i 2_L imaxi 3.783 f mm .997 5 Imaxi 3,681_ lminT^1.089 3.368 i 3 -2.854 5_ 3.368 _3_ -2.854 i 5 0_ 0 Ic z-z Momen.. Ic 2 -4.008 2.671 -4.028 8,627^ -9.278 0 b b 16.213 -13.114 24.203 -21.13 _14.099_ -12.569 4.002 -4.b08 4.553 -6.109 13.114 -16.213 Envelope ASD Steel Code Checks Member Shape Code... Locfft] Ic Shear... Locf.. Dir Ic Fa fksi] Ft fksi] Fb v-y.. Fb z-z.. Cb Cmy Cmz ASD E.. 1 Ml W14X68 .243 12 5 .042 0 Y 8 22,964 30 37.5 30 1.75 .6 .6 H1-2 2 M2 W14X34 .149 0 3 .010 0 y 6 15.99 30 37.5 24.888 1.295 .6 .803 H1-3 3 m4 W12X40 .370 11.5 5 .100 0 V 3 20.68 30 3'7.5 30 2.292 .6 .85 H1-2 4 M6 W12X30 .172 11.5 3 .057 11.5 V 6 16.763 30 37.5 30 2.3 .6 .85 H1-3 5 m3 W14X34 .211 0 3 .042 0 y 3 15.99 30 37.5 30 2.3 .6 .332 H1-2 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg6\bldg6recalc\omf@balcony 1col.r3d] Page 5 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Oct 16, 2006 11:26 AM Checked By: Load Combinations 1 dl only 1 1 2 dl+ll Yes 1 1 2 i 3 dl+ea Yes 1 1 3 1 4 5 .yai+eq .9dl-ea Yes Yes ] .9 .9 0 3 1 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 8 Yes 8 eg Yes 3 1 Jo/f7f Deflections (By Combination) 1 7 N1 0 0 0 0 0 -4.32e-3 2 7 N2 .528 0 0 0 0 -1.745e-4 3 7 N3 .526 .002 1 0 0 0 -2.083e-3 4 7 N5 .683 .003 0 0 0 -2.309e-4 5 7 N6 .683 0 0 0 0 -8.288e-4 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg6\bldg6recalc\omf(gbalcony 1col.r3d] Page 6