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HomeMy WebLinkAbout234 DATE AVE; STRUCT SET 1 PART 1; PC070060; Structural CalculationsPC070060 STRUCTURAL PARTI OF SET 1 STRUCTURAL CONTENTS OF VOLUME 1 of 2 JN: GG5532.00 Structural Calculations for Building 1 Structural Calculations for Building 2 & 5 Structural Calculations for Building 3 & 4 Structural Calculations for Building 6 Misc. Structural Calculations CRESCENT DEL SOL ESTATES 234/236 DATE AVE. CARLSBAD, CA 92008 CLIENT : CRESCENT DEL SOL ESTATES. LLC Thornton Tomasetti New York, NY Newark, NJ Chicago, IL Dallas, TX Irvine, CA 2415 Campus Drive Suite 110 Irvine, CA 92612 Tel: (949) 271-3300 Fax: (949) 271-3301 STRUCTURAL CALCULATIONS TABLE OF CONTENTS PROJECT: CRESCENT DEL SOL ESTATES 234 - 236 DATE AVE. CARLSBAD, CA 92008 ARCHITECT: TRANSPACIFIC ARCHITECTS STRUCTURAL ENGINEER: THORNTON-TOMASETTI GROUP PROJECT NUMBER: GG5532.00 A. BLDG 1 VOLUME I SECTION PAGE NUMBERS DESIGN LOADS Misc. G1-G3 M1-M2 1. FLOOR FRAMING 2. ROOF FRAMING 3. LATERAL ANALYSIS & DESIGN A1-A24 A25-A43 A44-A89 B. BLDG 2/5 L FLOOR FRAMING 2. ROOF FRAMING 3. LATERAL ANALYSIS & DESIGN B1-B32 B33-B82 B83-B116 C. BLDG 3/4 1. ROOF FRAMING C1-C39 2. FLOOR FRAMING C40-C72 3. LATERAL ANALYSIS & DESIGN C73-C D. BLDG 6 L ROOF FRAMING D1-D54 2. FLOOR F FRAMING D55-D109 3. LATERAL ANALYSIS & DESIGN D110-D163 VOLUME II E. PODIUM SLAB DESIGN 1. SUPERSTRUCTURE LOADS/INPUTFILES E1-E20 2. OUTPUT FILE/REINFORCING PLANS E21-E90 F. CONCRETE COLUMN «& FOOTING FO-F Crescent Del Sol GG5532.01 Design Criteria Check List Loads Vertical Loads Sloped Roof (3:12 max.) Revised Loads Accumulating October 2006 Roof Tile Sheathing Framing Misc Concrete or Clay 1/2" CDX Attic/Storage Space Sheathing 1/2" CDX Framing Ceiling 1-5/8" Gyp Sprinkler Misc. Roof Deck Area Decking Sheathing Framing Ceiling Mech/Elec Sprinkler Misc. 1 1/8" CDX 1-5/8" Gyp 12.0 psf 1.5 psf 2.0 psf 2.5 psf 18.0 psf (Dead Load) 20.0 Dsf (Live Load) 38.0 psf (Total Load) 1.5 psf 2.0 psf 3.5 psf 2.0 psf 0.5 psf 9.5 psf (Dead Load) 40.0 psf (Live Load) 49.5 psf (Total Load) 10.0 psf 3.5 psf 4.0 psf 3.5 psf 2.0 psf 2.0 psf 1.5 psf 26.5 psf (Dead Load) 40.0 psf (Live Load) 66.5 psf (Total Load) Floor Flooring 10.0 psf Sheathing 1 1/8" CDX 3.5 psf Framing 4.0 psf Ceiling 5/8" Gyp 3.5 psf Mech/Elec/Acoustical 2.0 psf Sprinkler 1.5 psf Misc. 1.5 psf Deck 26.5 psf (Dead Load) 40.0 psf (Live Load) 66.5 psf (Total Load) Tile w/Concrete 10.0 psf Sheathing 1 1/8" CDX 3.5 psf Framing 4.0 psf Ceiling (interior) 5/8" Gyp 3.5 psf Mech/Elec/Acoustical 2.0 psf Sprinkler 1.5 psf Misc. 1.5 psf 26.5 psf (Dead Load) 60.0 psf (Live Load) 86.5 psf (Total Load) Wall Loads 16.0 psf Lateral Loads Seimic Wind Sound Wall Lateral Deflection limit (Tentative) Foundation Soil property 0.18xW 20 1"gap w/ Stitch connection 0.5" 1500 2000 @ ea floor 0.35 300 58 35 Podium Concrete Slab System Cone. Strength Cone. Column height Uniform Dead(S.D) Uniform Live 205 psf max w/ 4"conc 150 a 3 Slab Thk 12 inches Thornton "Tomasetti Group project ^^2fe^f4^^ . Project #:. By: Checked by: Date: Sheet of Drawing #: I - C - ^1 6^^. ^ ^^^^ 6 /^fi7 ^ 1 ~ Usm ICW-0600037, Ver 5.8.0. I-DK-2003 (c)l983-2003 ENERCALC Endnccrint Softwire Thomton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine. CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnn Description: Job# Date: 11:24AM, 19 OCT 06 Scope: Code Ref: ACI 318-02, 1997 UBC. 2003 IBC, 2003 NFPA 5000 Restrained Retaining Wall Design Page 1 Description Criteria Retained Height = 1.00 ft Wall height above soil = 11.00ft Total Wail Height = 12.00 ft Top Support Height = 12.00 ft Slope Behind Wall = 0.00:1 Height of Soil over Toe = 12.00 in Soil Density = 110.00 pcf Wind on Stem - 19.0 psf AC! Factored @ Toe ACI Factored @ Heel Footing Shear @ Toe Footing Shear @ Heel Allowable (teactlon at Top Reaction at Bottom 2,248 psf 0 psf 6.8 psi OK 1.8 psi OK 93.1 psi 85.5 lbs 193.5 lbs Sliding[ Caics Slab Resists All Slldina ! Lateral Sliding Force - 193.5 lbs I Footing Design Results Toe Factored Pressure = 2,248 Mu': Upward = 239 Mu': Downward = 46 Mu: Design = 194 Actual 1-Way Shear = 6.79 Allow 1-Way Shear = 93.11 leel Footing Strengths & Dimensions Allow Soil Bearing = 2,000.0 psf Equivalent Fluid Pressure Method Heel Active Pressure Toe Active Pressure Passive Pressure FootingllSoil Friction Soil height to ignore for passive pressure 35.0 0.0 = 250.0 = 0.300 = 0.00 in fc = 3,000 psi Fy = 60,000 psi Min. As % = 0.0014 Toe Width = 0.50 ft Heel Width 1.00 Total Footing Width = ISO Footing Thicl^ness = 12.00 in Key Width 0.00 in Key Depth = 0.00 in Key Distance from Toe = 0.00 ft Cover® Top = 3.00 in ( g Btm.= 3.00 in Dwign Summary^^^ Total Bearing Load = 904 lbs ...resultant ecc. = 4.50 in Soil Pressure @ Toe = 1,606 psf OK Soil Pressure @ Heel = 0 psf OK Allowable = 2,000 psf Soil Pressure Less Than Allowable Masonry Stent Construction Thickness = 6.00 in fm = Wall Weight = 48.0 pcf Fs = Stem is FIXED to top of footing Block Type = Normal Weight Partial Grouting 1,500 psi Short Term Factor = 1.330 20,000 psi Equiv. Solid Thick. = 4.100 in n Ratio (Es/Em) = 25.778 No Special Inspection @ Top Support iMmax Between Top & Base @ Base of Wall Design iieigiit = Rebar Size - Rebar Spacing = Rebar Placed at = Rebar Depth'd' = Design Data fb/FB + fa/Fa = Moment....Actual = Moment Allowable = Shear Force @ this height = Shear Actual = Shear Allowable = Stem OK 12.00 ft # 4 24.00 in Center 2.75 in Stem OK 7.52 ft # 4 24.00 in Center 2.75 in Stem OK 0.00 ft # 4 24.00 in Center 2.75 in 0.000 0.0ft-# 360.5 ft-# 85.5 lbs 3.71 psi 25.76 psi 20.00 in 0.533 192.2 ft-# 360.5 ft-# 0 psf Oft-# 46ft-# 46ft-# 1.78 psi 93.11 psi Rebar Lap Required = 20.00 in 20.00 in Rebar embedment into footing = Other Acceptable Sizes & Spacings: Toe: None Spec'd -or- Not req'd, Mu < S * Fr Heel: None Spec'd -or- Not req'd, Mu < S * Fr Key: No key defined -or- No key defined 0.940 338.8 ft-# 360.5 ft-# 141.0 lbs 6.12 psi 25.76 psi 6.00 in Thornton-Tomasetti Group, Inc. Title: Job # 2415 Campus Drive, Suite 110 Dsgnr Date: 11:24AM, 19 OCT 06 Irvine, CA 92612 Description: P 949.271.3300 / F 949.271.3301 Scope: WWW.thettgroup.com Code Ref: ACI 318-02, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Rev: 5B00I4 —L »^o^^gfe^lg Restrained Retaining Wall Design P^^^ \ \ Description Summary of Forces on Footing : Slab RESISTS sliding, stem is FIXED at footing Forces acting on footing for soil pressure >» sliding Forces are restrained by the adjacent slab Load 8i Moment Summary For Footing : For Soil Pressure Caics Moment @ Top of Footing Applied from Stem = -338.8 ft-# Surcharge Over Heel = lbs ft ft-# Axial Dead Load on Stem = lbs ft ft-# Soil Over Toe = 55,0 lbs 0.25 ft 13.8 ft-# Surcharge Over Toe = lbs ft ft-# Stem Weight = 576.0 lbs 0.75 ft 432.0 ft-# Soil Over Heel = 55.0 lbs 1.25 ft 68.8 ft-# Footing Weight = 217.5lbs 0.75 ft 163.1 ft-# Total Vertical Force = 903.5 lbs Base Moment = 338.9 ft-# Soil Pressure Resulting Moment = 338.8l-# fi nnnn.q" Ma.»;onry w/ #4 @ ?4 " Lateral Restraint 85.47 # 6.00005" Masonry2VD#' @ 24, 6.00005" Masonry w/ #^ @24.' Sliding Restraint @Toe #0@0.in @ Heel '/-/ 1'-0" 1'-6" 3" ir-o" 12'-0" 1'-0" 1'-0" Lateral Restraint 85.47 # 19.psf Sliding Restraint Pp= 500.# 1605.9psf uu <l±l <^ Ul o I < O o o o « < ?< ^ O CD -5 g !^ 5 S 8 y °! s s z 5 00 U. ^ Q (D 5 ^ 0> O) X to -J |_ G lii tu r7" g • UJ »• D Q CO < 52 01 o m o oi :i P w £ |i! lit < « « a u <-> o> is -> < £" |§ < tfl w • CO CM § ° ffl U) g (0 3 —'•< 02 • T CO CO • D _J CO Z < < Q:: u. 0 0 z 0 u LU (A s i I i Thornton Tomasetti PROJECT PROJECT NO. DATE A3 \ BT SHEET of SUBJECT CHECKED BT DRAWING NO. OS, St 4^ ri ; <=^' : lud> 4^- Thorton Tomasetti Group Structural Engineers 2415 Campus Drive Ste 110 Irvine. CA 92612 (949)271-3300 Title: Dsgnr: Description: Scope: Date: Job# ;Rev: SeOlflO lllsar. iRWM)SQ37. Ver SB.n. 25-Oet3002 (6)1983-2002 ENERCAliC Engineering Software General Timber Beam OescffpHon I Genial Infoiaiiatioii e dMIgnHl to 1997 ND8 i Center Span 9.00 ft Lu Left Cantilever 5.50ft Lu Right Cantilever ft Lu Truss Joist - MacMittan, MicroLam 1.9 E Fb Base Allow 2,600.0 psi Fv Allow 285.0 psi Fc Allow 750.0 psi E 1,900.0 Icsi i 1997 UBC Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity MicroLam: 1.75x11.25 1.750 in 11.250 in 1.000 Pin-Pin 0.00 ft 0.00 ft 0.00 ft I Fi^ jjBiigHi yniform Loads Center Left Cantilever Right Cantilever DL DL DL 36.00 #m 36.00 #m LL LL LL 80.00 m. 80.00 #m #m I P<Mnt Loads DeadLoad isei.0ls bs Hbs lbs lbs is lis LweLoad lis lbs its Ite lbs lbs lbs ...sfistance -5.500 1 0.000ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000ft 1 Summary | Beam Design OK Spaffi= 9.m«^. Left Cmt=- SLSQS,, ^»mWidlSi = 1.7S(fi!i!x: EJ^dh - 11.^ii!„ Ernsts ave nr-Piffi Beam Design OK Maximum Momant Alowable -2L6 k-ft Mammmt Sti^r * 1.5 AfewKabie 1.1 k SJ6 fc fiflaK. PissffiMe Mmnaiit 0.5Jk4t at -l.'CI&ft ait 5.S85ft Slii^c OMKII ft @ Left @ R^il l&36k MaK @ Left Scqppoct MaK @ 1^3^ Seqi{KHt -2JSS Ml 0.00 Ml S.0O {^sadiKKii5». @ Lfisft @ RiglMt OJQZSHK fti) S^„4Sp6t LdlDL OJSS k 1j©fk Fbi 2,601100 I^DL O..0OII!: Max 0.36k Denecfions | DeadlLgatl Deflection 0.020 in ...Location 3.288 ft ...Length/I3efl 5,506.3 Cconber (using 1.5 * D.L. iSeft)... @ Center 0.029 in @ Left 0.199 in @ Right 0.000 in TaHatLaad -0.013 in 5.538 ft 8,276.37 Deflection ...Length/Defl Rigiit Cantilever... Deffectbn ...Length/Defl -0.132 in 997.3 0.000 in 0.0 -0.259 in 510.1 0.000 in 0.0 Thorton Tomasetti Group Structural Engineers 2415 Campus Drive Ste 110 Irvine, CA 92612 (949)271-3300 Title: Dsgnn Description: Scope: Date: Job# Bimm, 26 SEP 05 nev. 5601100 User mmemT, WerS;6.!t, 25Ocl-2002 (0)1983^2002 EWERCMjC lEngineering Softviare General Timber Beam OesciTpfion FJ-1 I Slr^s Calcs Bending Analysis Ck 21.924 Le 0.000 ft Sxx 36.914 in3 Area 19.688 in: Cf 1.000 FU) 0.000 CI 0.000 Max Moment Sxx Rea'd Allowable fa @ Center 1.42 Ic-ft 6.57 in3 2,600.00 psi @ Left Support 2.63 k-ft 12.16 in3 2,600.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,600.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.06 k 0.38 k Area Required 3.724 in2 1.351 in2 Fv: Allowable 285.00 psi 285.00 psi Bearing @ Supports Max. Left Reaction 1.61 k Bearing Length Req'd 1.229 in Max. Right Reaction 0.36 k Bearing Length Req'd 0.277 in : Queiy Values M, V, & D @ Specified Locations Moment @ Center Span Locatkin = 0.00 ft -2.63 k-ft @ Right Cant. Locatton = 0.00 ft 0.00 k-ft @ Left Cant Locatton = 0.00 ft -2.63 k-ft Shear 0.81 k 0.00 k 0.81 k Deflection 0.0000 in 0.0000 in 0.0000 in User 2 9060005 6:13:05 PM 'age 1 Engine Version: 6.25.71 14"TJI®110@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED r *- LOADS: Analysis is for a Joist Member. Primary Load Group - Resklential - Living Areas (psf): 40.0 Live at 100 % duration, 27.0 Dead SUPPORTS: Input Bearing Vertical Reactions (lbs) Detail Other Width Length Uve/Dead/UpHftfTofal 1 Studwali 3.50" 3.50" 474/320/0/795 E1:Bk)d(ing 1Piy14"TJi®110 2 Studwali 3.50" 2.25" 362 / 238 / 0 / 599 A3: Rhn Board 1 Ply 1 1/4" x 14" 0.8E TJ-Strand Rm Board® -See TJ SPEaPIER'S / BUILDERS GUIDE for detaiKs): El: Bkickin9,A3: Rim Board DESIGN COifTROLS: Maxknum Design Control Control Location Shear (lbs) 603 -573 1^ Passed (31%) RL end Span 1 under Fk)or ALTERMATE span k)ading Vertical Reaction (ft>s) 581 581 1018 Passed (57%) Bearing 2 under Floor ALTERNATE span kiadmg 1889 1889 3565 Passed (53%) MID Span 1 under Floor ALTERN.ATE span loading ^«e Load Defl (in) 0.099 0.^ PKsed(y999^) MtD Span 1 under Ficsor .ALTERHATE span ioadFng Wkia't losd Dfifl (in) li. lo i am? f-AiLi Span 1 ijndftr Floor ALTERNATE span lo.ading TJPro 55 Passed Span 1 -Deflection Criteria: STANDARD(LL;L/4S0JL:L/240). Additional checks fallow. -Left Oveffiang:{LL:0.:^, TL2U240). -B^^fiscrbn sn^sfys^i^ is h=ssed on compa^ile ^cikin with single layer of 19/32" Panels (20" Span Raiing} QLUEO ^ !»eArLED wood decking. 'Bwcmgilur M cornpres-sro" edge? (top am botN?m) must be braced at 3' 8" o/c unfess detailed otherwise. R-oper attachment and posifening of -The TJ-rra Hmrtg Sysfern vsfu^ pr<r/fdep. ^ddfuorts'. floor peffoTmBm^ frif<?rr??«tkin and m based or? s GLUED S NAflED 19f3Z* Panels (^T Span n sn.'-fi ins: fhif^ ds?n^. hBS no^ b^e^ -/S^: -Vi^, i AHT- The i=r?=^^:'e p'^^errfed ^e output frnrn softwere deve^op^d 1^ T???e Jol^f rrj"^ T-' wsirsns?? the sfe^nc? ^^-^^ ???? p-f?xl^^s In?-? i^C'fsW??^^ wilt ?41S CsMTirets nriwi? .^TF tID E^nrtg - 040 271-3300 TJia?' aiid TJ-Beanjte' are iagistered tradeuiarke of Trtis Joist. Uiier.2 gOBQOOS 6:13:05 PM age 2 Engine Veraian: 6.25.71 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 /VI 2' 1.75 Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Onbraced Length (in) 88 13 795 474 3.50(W> 88 44 1.75" 599 362 2.25(W) Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) -72 224 -227 Max Shear at Support (lbs) -77 243 -230 Member Reaction (lbs) 320 230 Support Reaction (lbs) 320 238 Moment (Ft-Lbs) 0 -83 737 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) -179 556 -564 Max Shear at Support (lbs) -192 603 -572 Member Reaction (lbs) 795 572 Support Reaction (lbs) 795 590 Moment (Ft-Lbs) 0 -206 1828 Live Deflection (in) -0.037 0.0?2 Total Deflection (in) -0.062 0.155 ALTERNATE span loading on odd # spans, LDF =1.00 Shear at Support (lbs) Max Shear at Support (lbs) Member Reaction (lbs) port Reaction (lbs) lent (Ft-Lbs) ^ve Deflection (in) Total Deflection (in) -179 233 -192 252 444 444 0 0.005 -0.020 1.0 Dead + 1.0 Floor -218 -221 221 228 -206 678 -0.006 0.056 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead Shear at Support (lbs) -72 547 -573 Max Shear at Support (lbs) -77 593 -581 Member Reaction (lbs) 671 581 Support Reaction (lbs) 671 599 Moment (Ft-Lbs) 0 -83 1889 Live Deflection (in) -0.042 0.099 Total Deflection (in) -0.067 0.161 + 1.0 Floor PROJECT INFORMATION: OPERATOR INFOFtMATION: Stephanie Welsh Thornton Tomasetti 2415 Campus Drive STE 110 Irvine, CA 92612 Phone: 949 271-3300 stephwelsh@cox. net Copyright G 2006 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beaiag> are registered trademarks of Trus Joist. e-I Joist",Pro" and TJ-Pro* are trademarks of Trus Joist. Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thiettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 4:48PM, 17 MAY 06 Rev: 580004 UHT: KW-0600037, Ver 5.8.0, 1-Dec-2003 (c) 1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 | • 1 Description Double Cantilevered Beam General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined | Section Name Priim: 5.25x14.0 Beam Width 5.250 in Beam Depth 14.000 in Member Type Manuf/So.Pine Load Dur. Factor 1.700 Beam End Fixity Pin-Pin Center Span 13.50 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Paraliam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Lu 0.00 ft Lu 0.00 ft Lu 0.00 ft Full Length Uniform Loads Center DL Left Cantilever DL Right Cantilever DL 80.00 #/fl LL #/ft LL #/ft LL 66.00 #/ft #/fl #/ft Point Loads ' ynnKjK. Dead Load 14,000.0 lbs Live Load lbs ...distance 3.000 ft .-• — lbs lbs 0.000 ft —~-—rr-r--14,000,0 lbs lbs 10.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft Summary Beam Design OK Span= 13.50ft, Beam Width Max Stress Ratio : 5.250in x Depth = 14.in, Ends are Pin-Pin 0.340 : 1 Maximum Moment 23.9 k-ft Maximum Shear * 1.5 12.1 k Allowable 70.5 k-fl Allowable 36.2 k Max. Positive Moment 23.93 k-ft at 3.024 ft Shear: @ Left 8.24 k Max. Negative Moment -22.78 k-ft at 9.990 ft @ Right 6.72 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.114in Max. M allow 70.46 Reactions... @ Right 0.000 in fb 1,674.30 psi fv 164.88 psi Left DL 7.80 k Max 8.24 k Fb 4,930.00 psi Fv 493.00 psi Right DL -6.72 k Max -6.27 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber (using 1.5' @ Center @ Left @ Right Dead Load 0.076 in 9.882 ft 2,122.8 D.L. Defl)... 0.114 in 0.000 in 0.000 in Total Load -0.067 in 3.294 ft 2,430.49 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl smTj'Tn •':5'iiK>'«5:;".yJ* Dead Load Total Load 0.000 in 0.0 0.000 in 0.0 0.000 in 0.0 0.000 in Q.0 Thomton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 4:48PM, 17 MAY 06 -Revr5800O4 User: KW.0600037, Ver 5.8.0, t-Dcc-2003 (c)l 983-2003 ENERCALC Eiqjneeilng Software General Timber Beam Page 2 Description Double Cantilevered Beam • rr-m T-'fl • ^ Stress Caics • • Bending Analysis Ck 16.335 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction —, _ , Le 0.000 ft Rb 0.000 Max Moment 23.93 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 12.12 k 24.582 in2 493.00 psi 8.24 k -6.27 k Sxx 171.500 in3 Area CI 0.000 Sxx Rea'd 58.24 in3 0.00 in3 0.00 in3 @ Right Support 9.66 k 19.592 in2 493.00 psi Bearing Length Req'd Bearing Length Req'd 73.500 in2 Allowable fb 4,930.00 psi 4,930.00 psi 4,930.00 psi 2.416 in 1.838 in M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 8.24 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Sl(etch & Diagram yumi'Muaif-' omn =» Hl.U6/ln Rfnax s B.Zk Vmax @ left = S.Zk Itmax s .6.7k Vmax @ rt B 6.7 „ e. t30 2.66 j.01 S.37 6 72 Location rtti 8.08 9.^3 10.79 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description : Scope: /ViO Job # k@~o§A?h Date: 9:43AM, 18 MAY 06 Rev: 580004 User; KW-0600037, Ver 5.8.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 „ bldg1.ecw;Calculations Description Beam supporting shearwall above General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined | Section Name Prilm: 5.25x14.0 Beam Width 5.250 in Beam Depth 14.000 in Member Type Manuf/So.Pine Load Dur. Factor 1.700 Beam End Fixity Pin-Pin Center Span 13.50 ft Left Cantilever ft Right Cantilever ft Truss Joist - MacMillan, Paraliam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Lu Lu Lu 0.00 ft 0.00 ft 0.00 ft [full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 80.00 #/ft #/ft #/ft LL LL LL 66.00 #/ft #/ft #/ft [Point Loads Dead Load Live Load ...distance lbs 38,287.0 lbs 3.000 ft lbs -38,287.0 lbs 10.000 ft lbs lbs 0.000 ft lbs lbs 0,000 ft lbs lbs 0.000 ft lbs lbs 0,000 ft lbs lbs 0.000 ft Summary Beam Design OK Span= 13,50ft, Beam Width = 5.250in x Depth = 14.in, Ends are Pin-Pin Max Stress Ratio 0.947 : 1 Maximum Moment -66.7 k-ft Maximum Shear * 1.5 31.0 k Allowable 70.5 k-ft Allowable 36.2 k Max. Positive Moment 61.43 k-ft at 3,024 ft Shear: @ Left 20.84 k Max. Negative Moment -66.74 k-ft at 9.990 ft @ Right 18.87 k Max @ Left Support 0.00 k-ft Camber: @ Left 0.000 in Max @ Right Support 0.00 k-ft @ Center 0.037 in Max. M allow 70.46 Reactions... @ Right 0.000 in ft) 4,669.84 psi fv 421.89 psi LeftDL 0.54 k Max 20.84 k Fb 4,930.00 psi Fv 493.00 psi Right DL 0.54 k Max -18,87 k Deflections Center Soan... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.025 in 0,226 in Deflection 0.000 in 0.000 in ...Location 6.750 ft 9,828 ft ...Length/Defl 0.0 0.0 ...Length/Defl 6,506.0 ^•'^^S Right Cantilever... Camber ( using 1.5 * D.L. Defl)... Deflection 0.000 in 0.000 in @ Center 0.037 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: . Dsgnr: Description : Scope: Job # k@~oSA?h Date: 9:43AM, 18 MAY 06 Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description General Timber Beam Beam supporting shearwall above Page 2 bidg1 ,ecw:Calculations [stress Calcs Bending Analysis Ck 16,335 Le Cf 1.000 Rb 0.000 ft 0.000 Max Moment Sxx CI 171.500in3 0.000 Sxx Rea'd Area 73.500 in2 Allowable fb @ Center 66.74 k-ft 162.45 in3 4,930.00 psi @ Left Support 0.00 k-ft 0.00 in3 4,930.00 psi @ Right Support 0.00 k-ft 0.00 in3 4,930.00 psi Shear Analysis Design Shear @ Left Support 31.01 k @ Right Support 28.55 k Area Required 62.898 in2 57.908 in2 - Fv: Allowable 493.00 psi 493.00 psi Bearing @ Supports Max. Left Reaction Max. Right Reaction 20.84 k -18.87 k Bearing Length Req'd Bearing Length Req'd 6.106 in 5.529 in Query Values 1 M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 20.84 k 0.0000 in @ Right Cant Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Sketch & Diagram Rmax = 20.8k Vmax @ left = 20.8k 5.37 0.72 Location Cft't 0.43 10.70 12.14 13.5 Thornton Tomasetti PROJECT SUBJECT PROJECT NO. BY CHECKED BY DATE SHEET of DRAWING NO. t lit; [. . j... —I „ <?. : i - 4 'A-^. _ I .-jC— Thorton Tomasetti Group Structural Engineers 2415 Campus Drive Ste 110 Irvine, CA 92612 (949)271-3300 Title: Dsgnr: Description : Scope: Date: Job# 6:29PM, 26 SEP 05 5 Rev: 560100 User; KW-06037, Ver 5.6.1, 25-Oot-2002 (CI1983-2002 ENERCALC Engineering Software Steel Beam Design Description FB-1 Building 1 Page' II General Information to AKC 9f h Ecfittan ASD and 19^ Steel Section : W12X26 Center Span 20.00 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Pinned-Pinned Bm WL Added to Loads LL & ST Act Together Load Duration Factor Elastic Modulus 35.O0fcsii 1.00 29,000.0 ksi Distributed Loads # 1 DL LL ST Start Location End Location 0.351 0.520 20.000 #2 #3 #4 #5 #6 #7 k/ft k/ft k/ft ft ft Summary Using: W12X26 section, Span = 20.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Rienent 44.849 k-ft III: Bencfiiiif Stress. ia T19 ksi fb / Fb OJSTB : 1 Slrrear 8.970 k fv : Shear Stress 3.191 ksf fvAFv 0.222:1 Allowable 66.108 k-ffi 23.760 ksi 4Q .473 k 14.400 kst Beam OK Static Load Case Governs Stress Max. Deflection Length/DL D^ Length/tDL+LLDefli) -0.546 in 1,046.2 : 1 439.7 : 1 «~ These columns are Dead + Live Load placed as noted ~» DL LL LL+ST LL LL+ST Maximum Oniv @>. Center (3>. Center &). Cants &t Cants Max. M + 44.85 k-ft 18.85 44.85 k-ft Max. M -k-ft Max. M @ Left k-lt Max. M @ Right Ml Shear @ Left 8.97 k 3.77 8.97 k Shear @ Right 8.97 k 3.77 8.97 k Center Defl. -0.546 in -0.229 -0.546 -0.546 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 8.97 3.77 8.97 8.97 k Reaction @ Rt 8.97 3.77 8.97 8.97 k Fa calc'd per Eq. E2-1, K*L/r < Co I Beam Passes Table B5.1, Fb per Eg. F1-1. Fb = 0.66 Fy Section Properties W12X26 Depth Width Web Thick Flange Thickness Area 1Z220in 6.490in 0.230 in 0.380 in 7.65 in2 Weight l-xx i-yy S-xx S-yy 25_98 #/ft 204.00 in4 17.30 in4 33.388 In3 5.331 in3 r-yy Rt 5.164 in 1.504 in 1.720 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 : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : 6 Building Construction Job # GG5532.00 6:10PM, 11 OCT 06 Scope: New Construction m Rev: 580006 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-2 (Building 1) Steel Beam Design Page 1 gg5532.ecw:05-25-06 [General Information Steel Section : W12X30 Center Span 17.50 ft Left Cant. 1.00 ft Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Code Ref: AiSC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00 ksi 1.70 29,000.0 ksi Distributed Loads # 1 #2 #3 #4 #5 DL LL ST Start Location End Location 0.351 0,520 -1.000 17.500 Note! Short Term Loads Are WIND Loads. #6 #7 k/ft • k/ft m « 11 ^oint Loads Dead Load Live Load Short Term Location #1 #2 -17.360 -1.000 -17.360 2.000 #3 -17.360 12.500 #4 Note! Short Term Loads Are WIND Loads. #5 #6 #7 k k k ft Summary Using: W12X30 section. Span = 17.50ft, Fy = SS.Oksi, Left Cant. = 1.00ft, Right Cant. = 0.00ft End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.700 Actual Beam OK Static Load Case Governs Stress Moment 34.390 k-ft ft): Bending Stress 10.691 ksi fb / Fb 0.450 :1 Shear 16.528 k fv : Shear Stress 5.152 ksi fv / Fv 0.358 : 1 Allowable 76.428 k-ft 23.760 ksi 46.201 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.275 in 1,137.3 :1 473.6 : 1 Force & Stress Summary ,., —.,—,—— —, • These columns are Dead -i- Live Load placed as noted - DL LL LL+ST LL LL+ST Maximum Onlv &. Center (5! Center (5) Cants (St Cants Max. M + 43.69 k-ft 14.48 34.39 14.36 24.26 k-ft Max. M --0.19 -0.19 -43.69 -0.45 k-ft Max. M @ Left -0.19 -0.19 -0.19 -0.45 16.91 k-ft Max. M @ Right k-ft Shear @ Left 16.53 k 3.34 7.89 12.51 3.36 16.53 k Shear @ Right 7.87 k 3.32 7.87 6.51 3.31 4.30 k Center Defl. -0.275 in -0.116 -0.275 0.261 -0.114 -0.198 in Left Cant Defl 0.051 in 0.021 0,050 -0.051 0.021 0.047 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 -29.88 3.72 8.27 -12.06 4.26 -14.09 k Reaction @ Rt 7.87 3.32 7.87 -6.51 3.31 4.30 k Fa calc'd per Eq. E2-1 , K*L/r < Co 1 Beam Passes Table B5.1,Fb per Eq. FI -1,Fb = 0.66Fy Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Job # GG5532.00 Dsgnr: SW/MS/AH Date: 6:10PM, 11 OCT 06 Description : 6 Building Construction Scope: New Construction l{0 Rev; 580005 User: KW-0600037, Ver 5,8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 i gg5532.ecw:05-25-06 | Description FB-2 (Building 1) Section Properties W12X30 —" • • • • 1, Depth 12.340 in Weight 29.86 #/ft Web Thick 0.260 in Ixx 238.000 in4 Width 6.520 in lyy 20.300 in4 Flange Thick 0.440 in Sxx 38.600 in3 Area 8.79 in2 Syy 6.240 in3 Rt 1.730 in R-xx 5.210 in Values for LRFD Design.... R-yy 1.520 in J 0.460 in4 Zx 43.100 in3 Cw 719.00 in6 Zy 9.560 in3 K 0.740 in Thornton Tomasetti PROJECT SUBJECT PROJECT NO. BY CHECKED BY DATE SHEET Of DRAWING NO. I I ^ \ - Al-^^ *n , ^ - MJ) ------- ^ I-5 ./£»,.'.. LipA-^iHU-. 56^^:^ ^ 5^ \4l=8>^^f Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : 6 Building Construction Job # GG5532.00 6:11PM, 11 OCT 06 Scope: New Construction Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-3 (Building 1) Steel Beam Design Page 1 gg5532.ecw:05-25-06 [General Information Steel Section : W21X62 Center Span Left Cant. Right Cant Lu : Unbraced Length Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 14.00 ft 11.50 ft 0.00 ft 0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Load Duration Factor Elastic Modulus 36.00 ksi 1.00 29,000.0 ksi Distributed Loads #1 DL LL ST Start Location End Location #3 0.523 0.700 #4 Note! Short Term Loads Are WIND Loads. #5 #6 #7 k/ft m m t fi Summary Using: W21X62 section. Span = 14.00ft, Fy = 36.0ksi, Left Cant. = 11.50ft, Right Cant. End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Beam OK Static Load Case Governs Stress ^ 0.00ft Moment 84.981 k-ft fb : Bending Stress 8.030 ksi fb / Fb 0.338 : 1 Shear 14.647 k fv : Shear Stress 1.745 ksi fv/Fv 0.121 :1 Allowable 251.460 k-ft 23.760 ksi 120.902 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) 0.295 in 2,388.4 : 1 934.3 :1 Force & Stress Summary Maximum DL Onlv LL IS). Center • These columns are Dead + Live Load placed as noted ~: LL+ST (Si Center LL (3) Cants LL+ST (3). Cants Max. M + 84.98 k-ft 1.52 15.11 k-ft Max. M --38.69 -38.69 -84.98 k-ft Max. M @ Left -38.69 -38.69 -84.98 k-ft Max. M @ Right k-ft Shear @ Left 14.65 k 6.86 11.76 14.65 k Shear @ Right 6.23 k 1.33 6.23 1.97 k Center Defl. 0.035 in 0.010 -0.008 -0.008 0.035 0.035 in Left Cant Defl 0.295 in -0.116 -0.075 -0.075 -0.295 -0.295 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 29,85 13.59 18.49 18.49 24.95 24.95 k Reaction @ Rt 6,23 1.33 6.23 6.23 -1.97 -1.97 k Fa calc'd per Eq. E2-1, K*L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : Q Building Construction Job # GG5532.00 6:11PM, 11 OCT 06 Scope: New Construction m Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-3 (Building 1) Steel Beam Design Page 2 gg5632.ecw:05-25-06 [section Properties W21X62 Depth 20.990 in Weight 62.16 #/ft Web Thick 0.400 in Ixx 1,330.000 in4 Width 8.240 in lyy 57.500 in4 Flange Thick 0.615 in Sxx 127.000 in3 Area 18.30 in2 Syy 14.000 in3 Rt 2.100 in R-xx 8.540 in Values for LRFD Design,... R-yy 1.770 in J 1.830 in4 Zx 144.000 in3 Cw 5,960.00 in6 Zy 21.700 in3 K 1.120 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 : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : 6 Building Construction Job # GG5532.00 6:15PM, 11 OCT 06 Scope: New Construction a Rev; 580006 User: KW-0600037, Ver 5.8,0,1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Steel Beam Deslan ^^^^ ^ r wLw^i uv^diii bfcoixjM gg5532,ecw:05-25-06 1 Description FB-4 (Building 1) General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPASOOOj Steel Section : W12X26 Center Span 13.50 ft Left Cant 10.50 ft Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00 ksi 1.00 29,000.0 ksi Trapezoidal Loads Note! Short Term Loads Are WIND Loads. #1 DL@ ! Left ^^^^^^^^ 0.282 LL @Left 0.360 ST @ Left k/ft Start -10.500 ft DL(a ! Right 0.282 LL g Right 0.360 ST (J g Right k/ft End ft #2 DL@ ) Left 1.468 LL g Left 0.858 ST(? g Left k/ft SttMt ft • DL(5 ! Right 1.468 LL g Right 0.858 ST (I g Right k/ft End 13.500 ft Summary Using: W12X26 section. Span = 13.50ft, Fy = 36.0ksi, Left Cant End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual 10.50ft, Right Cant = 0.00ft Allowable Beam OK static Load Case Governs Stress Moment 45.428 k-ft ftj: Bending Stress 16.322 ksi fb / Fb 0.687 :1 Shear 17.133 k fv : Shear Stress 6.096 ksi fv / Fv 0.423 : 1 66.132 k-ft 23.760 ksi 40.473 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) 0.372 in 1,220.4 :1 672.5 :1 Force & Stress Summary «~ These columns are Dead + Live Load placed as noted —» DL LL LL+ST LL LL+ST Maximum Onlv (Si Center (5) Center (5) Cants (3) Cants Max. M + 45.43 k-ft 26.07 45.43 18.11 k-ft Max. M --16.98 -16.98 -36.82 k-ft Max. M @ Left -16.98 -16.98 -36.82 k-ft Max. M @ Right k-ft Shear @ Left 17.13 k 11.34 17.13 12.81 k Shear @ Right 14.62 k 8.83 14.62 7.36 k Center Defl. -0.241 in -0.133 -0.241 -0.241 -0.070 -0.070 in Left Cant Defl 0.372 in 0.096 0.372 0.372 -0.337 -0.337 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 25.62 14.58 20.37 20.37 19.83 19.83 k Reaction @ Rt 14.62 8.83 14.62 14.62 7.36 7.36 k Fa calc'd per Eq. E2-1, K*L/r < Cc 1 Beam Passes Table 05.1, Fb per Eq. F1-1, Fb = 0,66 Fy [Section Properties W12X26 ^(^ffiAt^Ci^SStS?^Si&S%S3t^>:l Depth 12.220 in Weight 25.98 #/ft Web Thick 0.230 in Ixx 204.000 in4 Width 6.490 in lyy 17.300 in4 Flange Thick 0.380 in Sxx 33.400 in3 Area 7.65 in2 Syy 5.340 in3 Rt 1.720 in R-xx 5.170 in Values for LRFD Design., R-yy 1.510 in J 0.300 in4 Zx 37.200 in3 Cw 606.00 in6 Zy 8.170 in3 K 0.680 in Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. 1. [6. 1\ \\\ o • "••dUX A: Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : 6 Building Construction Job # GG5532.00 6:31PM, 11 OCT 06 Scope: New Construction Rev: 580006 User: KW-0600037, Ver 5,8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software - - - "^-VS3^^ Steel Beam Design ^ gg5532,ecw:05-25-06 Description FB-6 (Building 1) - with 1.7 increase due to seismic load General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 \ Steel Section : W12X30 Center Span 19.00 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Load Duration Factor Elastic Modulus 36.00 ksi 1.70 29,000.0 ksi Distributed Loads #1 #2 imsmmmym #3 #4 DL LL ST Start Location End Location 0.111 0.080 Note! Short Term Loads Are WIND Loads. #5 #6 #7 k/ft k/ft km ft ft [Point Loads Dead Load Live Load Short Term Location #1 3.720 5.080 -38.690 15.500 #2 #3 #4 Note! Short Term Loads Are WIND Loads. #5 #6 #7 k k k ft Summary Using: W12X30 section, Span = 19.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1,700 Actual Moment 79,261 k-ft ftD: Bending Stress 24,641 ksi fb/Fb 0.610:1 Shear 22.286 k fv : Shear Stress 6.946 ksi fv / Fv 0.284 : 1 Beam OK Short Term Load Case Governs Stress Allowable 129.928 k-ft 40.392 ksi 78.542 k 24.480 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) 0.485 in 1,742.8 :1 470.5 :1 Force & Stress Summary um miiiirmmmmtmLim.umim.mm.iijmm These columns are Dead + Live Load placed as noted • DL LL LL+ST LL LL+ST Maximum Onlv IS>. Center (8). Center (3) Cants (3) Cants Max, M + 79.26 k-ft 14.53 31,10 k-ft Max. M --79.26 k-ft Max. M @ Left k-ft Max. M (@ Right k-ft Shear (@ Left 3.72 k 2.02 3.72 3.41 k Shear @ Right 22.29 k 4.37 9,28 22.29 k Center Defl. 0.485 in -0.131 -0.262 0.485 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 3.72 2.02 3.72 -3.41 k Reaction @ Rt -22.29 4.37 9.28 -22.29 k Fa calc'd per Eq. E2-1 ,K*L/r<Cc 1 Beam Passes Table B5.1,Fb per Eq.F1 -1,Fb = 0,66 Fy Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : 6 Building Construction Job # GG5532.00 6:31PM, 11 OCT 06 Scope: New Construction Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Dec:-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 gg5532.ecw:05-25-06 Description FB -6 (Building 1) - with 1.7 increase due to seismic load Section Properties W12X30 Depth 12.340 in Weight 29.86 #/ft Web Thick 0.260 in Ixx 238.000 in4 Width 6.520 in lyy 20.300 in4 Flange Thick 0.440 in Sxx 38.600 in3 Area 8.79 in2 Syy 6.240 in3 Rt 1.730 in R-xx 5.210 in Values for LRFD Design.... R-yy 1.520 in J 0.460 in4 Zx 43.100 in3 Cw 719.00 in6 Zy 9.560 in3 K 0.740 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 : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : 6 Building Construction Job # GG5532.00 6:31PM, 11 OCT 06 Scope : New Construction Rev: 580006 User: KW-0600037, Ver 58.0, 1-Dec-2003 (c)1983-2003 ENERCALC Engineering Softv»are Steel Beam Design Page 1 gg5532,ecvK:05-25-06 Description FB-6 (Building 1) - with out seismic load [General Information Steel Section : W12X30 Center Span Left Cant. Right Cant Lu : Unbraced Length Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 19.00 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 36.00 ksi 1.00 29,000.0 ksi [Distributed Loads DL LL ST Start Location End Location #1 0.111 0.080 mts>smii!mmm. #2 #3 #4 Note! Short Term Loads Are WIND Loads. #5 #6 #7 k/ft km km ft ft Point Loads Dead Load Live Load Short Term Location # 1 3.720 5.080 15.500 #2 #3 #4 Note! Short Term Loads Are WIND Loads. #5 #6 #7 k k k ft Summary Beam OK static Load Case Governs Stress Using: W12X30 section. Span = 19.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = 0.00ft, LDF = 1.000 Actual Moment 31.095 k-ft ftj: Bending Stress 9.667 ksi fb / Fb 0.407 : 1 Shear fv : Shear Stress fv/Fv 9.277 k 2.891 ksi 0.201 : 1 Allowable 76.428 k-ft 23.760 ksi 46.201 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.262 in 1,742.8 :1 869.9 : 1 Force & Stress Summary Max. M + Max. M - Max. M (g Left Max. M (g Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction (g Left Reaction (@ Rt Maximum 31.10 k-ft 3.72 k 9.28 k -0.262 in 0.000 in 0.000 in 0.000 ft 3.72 9.28 DL Onlv 14.53 2.02 4.37 -0.131 0.000 0.000 0.000 2.02 4.37 «~ These columns are Dead + Live Load placed as noted -» LL (S> Center 31,10 3.72 9.28 -0.262 0.000 0.000 0.000 LL+ST (3> Center LL (5) Cants LL+ST (S) Cants 3.72 9.28 -0.262 0.000 0.000 0.000 3.72 9.28 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 Fa calc'd per Eq. E2-1, K*L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Job # GG5532.00 Dsgnr: SW/MS/AH Date: 6:31PM, 11 OCT 06 Description : Q Building Construction Scope : New Construction Rev: 680006 User: KW-0600037, Ver 5.8,0, 1-Dec-2003 {c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 2 gg5532.ecw:05-25-06 Description FB-6 (Building 1) - with out seismic load [section Properties W12X30 Depth 12.340 in Weight 29.86 #/ft Web Thick 0.260 in Ixx 238.000 in4 Width 6,520 in lyy 20.300 in4 Flange Thick 0.440 in Sxx 38.600 in3 Area 8.79 in2 Syy 6.240 in3 Rt 1.730 in R-xx 5.210 in Values for LRFD Design.... R-yy 1.520 in J 0.460 in4 Zx 43.100 in3 Cw 719.00 in6 Zy 9.560 in3 K 0.740 in Z 0 lu § < LU U (/)_i LU LU go > CM < a> "f < Q a CO < o (0 o P co S |i! S2 OT (0 Ul lU ct: o C3 S ^ S! a. S < m < rt O Cvl UJ I-< 0 ° 1 S m to K OT I- — O T— Uco CO i CO CO u Q CQ Z < • z < (^ 0 Thornton Tomasetti A3J PROJECT PROJECT NO. DATE BY SHEET of SUBJECT ^\<Ac^ I CHECKED BY DRAWING NO. LL —+ I '. i -Lift. uo*. u4? I Thornton Tomasetti PROJECT SUBJECT L I ^ . i t-10^ p 3^3 ^• hob PROJECT NO. DATE BY SHEET of CHECKED BY DRAWING NO. .J-„. ^_.L i I i / I I i\ i ' : 1 ' i I ^ i I i i •a*'^ I 05^ T Thorton Tomasetti Group structural Engineers 2415 Campus Drive Ste 110 Irvine, CA 92612 (949)271-3300 Title: Dsgnr: Description : Scope: Date: Job# 7:36PM, 26 SEP 05 Rev; 560100 User: KW-06037, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software Description RJ-1 General Timber Beam Page: 1! General Information Calcufafions are cfesfgned to f997 NDS smd 1997 UBC ReqjUtrenFiertfs || Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 2x8 1.500 in 7.250 in Sawn 1.000 Pin-Pin Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E No.2 12.50 ft ft ft 875.0 psi 95.0 psi 625.0 psi 1,600.0 ksi .Lu .Lu .Lu 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center DL 24.00 #/ft LL 22.00 #/ft Left Cantilever DL m LL m Right Cantilever DL LL m i Summary j Beam Design OK Span= 12.50ft. Beam Width = 1.500in x Depth = 7.25in, Ends are Rn-Pin: Max Stress Ratio 0.78t : t ^fexfmum Moment 0.9 k-ft Maxhrtum Shea"* 1.5 0 .4 k Allowable 1.1 k-ft Allowable 1.0 k Max. Positive Moment 0.90 k-ft at 6.250 ft Shean @Left a.29k Max. Negative Moment 0.00 k-ft at 12.500 ft @ Right 0.29 k Max @ Left: Support 0.00 k-ft Camber. @ Left 0.000in Max @ Right Support 0.00 k-ft @ CentfflT 0.259in Max. US allow 1.15 Reactions... @ Right O.OOOin tb 820.45 psi fv 35.85 psf LeftDL 0.15 k Max Fb 1,050.00 psi Fv 95.00 psi Right DL 0.15 k Max 0.2Sk Deflections Cenfer Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 ' @ Center ©Left @ Right Dead Load -0.173 in 6.250 ft 867.2 D.L. Defl)... 0.259 in 0.000 in 0.000 in Total Load -0.332 in 6.250 ft 452.45 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 34.680 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 0.90 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 0.39 k 4.104 in2 95.00 psi 0.29 k 0.29 k Sxx 13.141 in3 Area CI 0.000 Sxx Req'd 10.27 in3 0.00 in3 0.00 in3 @ Right Support 0.39 k 4.104 in2 95.00 psi Bearing Length Req'd Bearing Length Req'd 10,875 in2 Allowable fb 1,050.00 psi 1,050.00 psi 1,050.00 psi 0.307 in 0.307 in Thorton Tomasetti Group Structural Engineers 2415 Campus Drive Ste 110 Irvine, CA 92612 (949)271-3300 Title: Dsgnr: Description: Scope: Job# Date: 7:36PM, 26 SEP 05 mo Rev: 560100 User: KW-GS037, Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software . "^'^mmmmi'm^im •. General Timber Beam Description RJ-1 Query Values '•III 'WW \i/1 M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 0.29 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thorton Tomasetti Group Structural Engineers 2415 Campus Drive Ste 110 Irvine, CA 92612 (949)271-3300 Title: Dsgnr: Description : Scope: Date: Job# 7:37PM, 26 SEP 05 Rev: 560100 User: KW-06037. Ver 5.6.1, 25-Oct-2002 (c)1983-2002 ENERCALC Engineering Software '-'iitr^w-mmfimvffTif^^ Description RJ-2 hip General Timber Beam ^ General information ITT < \' Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity 4x10 3.500 in 9.250 in Sawn 1.000 Pin-Pin Cafcutetfons are designed to 1997 MiS and 1997 UBC Reqcrirenmits Center Span 10.00 ft Lu 0.00 ft Left Cantilever ft Lu 0,00 ft Right Cantilever ft Lu 0.00 ft Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 95.0 psi Fc Allow 625.0 psi E 1,600.0 ksi Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 90.00 #/ft #/ft #/ft LL LL LL 80.00 #/ft m. m Summary I Beam Design OK Span= 1 D.OOft, Beam Widfti = 3.50Qin x Depth = 9.25«:, Ends SKe Rn-Pfn Max Stress Ratio 0.481 : 1 Maximum Moment 2.f k-ft Maximum Shear * t.1 k Allowable 4.4 k-ft AUowaWe 3.1 k l\fex. Positive Moment 2.12fc-t at 5.000 ft Shean @ Left 0.85 k ISfex; Negative Moment 0.00 k-ft at taoooi ft @ Right 0.35 k Max @ Left Support Q.Q0 k-ft Camber @Lefl: O.0OOirt Max @ Right Support fl'.O0 k-ft ©Center 0.0^ in IWax. M aflow 4.37 Reacfioffls... @ Right OvOOOirn fb 510.90 psi fv 33.40 psi LeftDL 0.45 k Max ^.mk Fb 1,050.00 psi Fv 95.00 psi Rii^tDL 0.45 k Max 0.85 k Deflections Center Span... Dead Load Deflection -0.055 in ...Location 5.000 ft ...Length/Defl 2,188.8 Camber ( using 1.5 * D.L. Defl)... @ Center 0.082 in @ Left 0.000 in @ Right 0.000 in Total Load -0.104 in 5.000 ft 1,158.76 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 34.680 Le Cf 1.200 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 2.12 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 1.08 k 11.381 in2 95.00 psi 0.85 k 0.85 k Sxx 49.911 in3 Area CI 0.000 Sxx Req'd 24.29 in3 0.00 in3 0.00 in3 @ Right Support 1.08 k 11.381 in2 95.00 psi Bearing Length Req'd Bearing Length Req'd 32.375 in2 Allowable fb 1,050.00 psi 1,050.00 psi 1,050.00 psi 0.389 in 0.389 in Thorton Tomasetti Group Structural Engineers 2415 Campus Drive Ste 110 Irvine, CA 92612 (949)271-3300 Title: Dsgnr: Description : Scope: Date: Job# 7:37PM, 26 SEP 05 Rev: 560100 User: KW-06037, Ver 5.6.1, 25-Oct-2002 (0)1983-2002 ENERCALC Engineering Software General Timber Beam Page 2 Description RJ-2 hip Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 0.85 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in RJ4 at opening in roof 7" X 16" 2.0E Paraliam® PSL @ 16" o/c ^AWeyerhaeu.ser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/10/2006 2:46:50 PM pgel Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0,12 Roof Slo|)e0.^2 I Overall Dimension: 28' 7' Ail dimensions are horizontal. LOADS: Analysis is for a Joist Member. Primary Load Group - Roof (psf): 0.0 Live at 125 % duration, 0.0 Dead Vertical Loads: -26" Product Diagram is Conceptual. Type Point(lbs) Point(lbs) Point(lbs) Uniform(plf) Uniform(plf) Uniform(plf) Uniform(plf) SUPPORTS: Stud wall 2 Stud wall Class Roof(1.25) Roof(1.25) Roof(1.25) Roof(1.25) Roof(1.25) Roof(1.25) Roof(1.25) Live 70 69 1576 14.0 54.0 54.0 14.0 Dead 78 211 1605 13.0 266.0 36.0 13.0 Location 0 6' 6" 24' 6" 0 To 6' 6" 6' 6" To 16' 6" 16' 6" To 24' 6" 24' 6" To 28' Application Comment Adds To Adds To Adds To Adds To Input Width 3.50" 3.50" Bearing Length 1.50" 3.50" Vertical Reactions (lbs) Live/Dead/Uplift/Total 891 / 2321 / 0/3212 1939/2651 /0/4590 Detail Other RI: Blocking 1 Ply 1 1/4" x 16" 1.3E TimberStrand® LSL RI: Blocking 1 Ply 1 1/4" x 16" 1.3E TimberStrand® LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): RI: Blocking DESIGN CONTROLS: Shear (lbs) Vertical Reaction (lbs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) Maximum -4585 4585 23135 Design -4546 4585 23135 0.187 0.606 Control 27067 10413 90882 0.855 1.282 Control Passed (17%) Passed (44%) Passed (25%) Passed (L/999+) Passed (L/508) Location Rt. end Span 1 under Roof ALTERNATE span loading Bearing 2 under Roof ALTERNATE span loading MID Span 1 under Roof ALTERNATE span loading MID Span 1 under Roof ALTERNATE span loading MID Span 1 under Roof ALTERNATE span loading -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). Additional checks follow. -Left Overhang:(LL:0.200", TL:2L/240). -Allowable moment was increased for repetitive member usage. -Bracing(Lu): All compression edges (top and bottom) must be braced at 28' o/c unless detailed otherwise, lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. -Design assumes adequate continuous lateral support of the compression edge. Proper attachment and positioning of PROJECT INFORMATION: Crescent Del Sol GG5532.00 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandez@thettg roup. com Copyright © 20O5 by Trus Joist, a Weyerhaeuser Business Paraliam© is a registered trademark of Trus Joist. RJ4 at opening in roof 7" X 16" 2.0E Paraliam® PSL @ 16' o/c Weverhaeuser Business TJ-Beam® 6.20 Serial Number:' 7005108334 User: 2 10/10/2006 2:46:51 PM pge2 Engine version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Dead load on portion of joist area is less than minimum allowed. -Live load on portion of joist area is very low. PROJECT INFORMATION: Crescent Del Sol GG5532.00 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 Paraliam® is a registered trademark of Trus Joist. W^'erhaeu.Sff ^A'OCtj'erhaeuser BiLsiness TJ-Beam® 6.20 Serial Number: 7005108334 JJser: 2 10/10/2006 2:46:51 PM e 3 Engine Version: 6.20.16 ^lll^i RJ4 at opening in roof 7" X 16" 2.0E Paraliam® PSL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) I' 1.75" " 25' 7.75" " 3212 4590 891 1939 1.50(W) 3.50(W) 336 336 336 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 , 1.0 Dead -87 2196 -2630 -106 2215 -2648 N/A -2606 2321 2648 2321 2651 N/A -197 16453 Loading on all spans, LDF = 1.25 Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.0 Dead -I- 1.0 Floor + 1.0 Roof -166 2966 -4543 -206 3006 -4581 N/A -4492 3212 4581 3212 4587 N/A -380 23089 -0.044 0.186 -0.152 0.604 _ALTERNATE span loading on odd # spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor -I- 1.0 Roof aear at Support (lbs) -166 2585 -3583 'x Shear at Support (lbs) -206 2614 -3611 ohear Within Span (lbs) N/A -3545 Member Reaction (lbs) 2820 3611 Support Reaction (lbs) 2820 3615 Moment (Ft-Lbs) N/A -380 19698 Live Deflection (in) -0.021 0.092 Total Deflection (in) -0.129 0.510 ALTERNATE span loading on even # spans, LDF = Shear at Support (lbs) -126 Max Shear at Support (lbs) -156 Shear Within Span (lbs) N/A Member Reaction (lbs) 3159 Support Reaction (lbs) 3159 Moment (Ft-Lbs) N/A -288 23135 Live Deflection (in) -0.044 0.187 Total Deflection (in) -0.152 0.606 1.25 , 1.0 Dead 2963 -4546 3003 -4585 -4496 4585 4590 + 1.0 Floor -I- 1.0 Roof PROJECT INFORMATION: Crescent Del Sol GG5532.00 OPERATOR INFORMATION: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHernandez(gthettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business Paraliam® is a registered trademark of Trus Joist. RJ4 typical 5 1/4" X 16" 2.0E Paraliam® PSL @ 16" o/c VCh'erhaeu.ser Busines.': TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/10/2006 3:02:21 PM |age1 Engine Version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN 3(0 CONTROLS FOR THE APPLICATION AND LOADS LISTED Memi)er Slope: 0.'12 Roof Sloped 2 Overall Dimension: 28' I IE All dimensions are horizontal. LOADS: Analysis is for a Joist Member. Primary Load Group - Roof (psf): 0.0 Live at 125 % duration, 0.0 Dead Vertical Loads: -26' Product Diagram is ConceptiiaL Type Point(lbs) Point(lbs) Uniform(plf) Uniform(plf) Unifomi(plf) Unlform(plf) SUPPORTS: Class Roof(1.25) Roof(1.25) Roof(1.25) Roof(1.25) Roof(1.25) Roof(1.25) Live 70 69 14.0 54.0 54.0 14.0 Dead 78 211 13.0 266.0 36.0 13.0 Location 0 6' 6" 0 To 6' 6" 6' 6" To 16' 6" 16' 6" To 24' 6" 24' 6" To 28' Application Comment Adds To Adds To Adds To Adds To kl Stud wall Stud wall Input Width 3.50" 3.50" Bearing Length 1.50" 3.50" Vertical Reactions (lbs) Live/Dead/Uplift/Total 689/2115/0/2804 566/1252/0/1818 Detail Other RI: Blocking 1 Ply 1 1/4" x 16" 1.3E TimberStrand® LSL RI: Blocking 1 Ply 1 1/4" x 16" 1.3E TimberStrand® LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): RI: Blocking DESIGN CONTROLS: Shear (lbs) Vertical Reaction (lbs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) Maximum 2598 2115 18294 Design 1990 2115 14128 0.145 0.598 Control 14616 7809 49076 0.855 1.282 Control Passed (14%) Passed (27%) Passed (29%) Passed (L/999+) Passed (L/514) Location Lt. end Span 1 under Dead loading Bearing 1 under Dead loading MID Span 1 under Dead loading MID Span 1 under Roof ALTERNATE span loading MID Span 1 under Roof ALTERNATE span loading -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). Additional ctiecks follow. -Left Overhang:(LL:0.200", TL:2L/240). -Allowable moment was increased for repetitive member usage. -Bracing(Lu): All compression edges (top and bottom) must be braced at 21' 10" o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include alternate member pattern loading. -Design assumes adequate continuous lateral support of the compression edge. PROJECT INFORMATION: Crescent Del Sol GG5532.00 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 Paraliam® is a registered trademark of Trus Joist. P:\CAl\Proiects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysls\Structural\TJI\Bldg l\rj-4 typ.sms RJ4 typical 5 1/4" X 16" 2.0E Paraliam® PSL @ 16' o/c B7 NXt\'erhaeu.sc;r Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/10/2006 3:02:21 PM pga2 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. 5' .• - -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above, -Dead load on portion of joist area is less than minimum allowed. -Live load on portion of joist area is very low. PROJECT INFORMATION: Crescent Del Sol GG5532.00 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 Paraliam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg l\rj-"! typ.sms 'ANX^j"crh.ieuser Business TJ-Beam® 6.20 Serial Number: 7005108334 User: 2 10/10/2006 3:02:21 PM ige 3 Engine Version: 6.20.16 RJ4 typical 5 1/4" X 16" 2.0E Paraliam® PSL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) 2' 1.75" " 25' 7.75" " 2804 1818 689 566 1.50(W) 3.50(W) 263 263 263 Loading on all spans, LDF = 0.90 Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) N/A Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) N/A , 1.0 Dead 87 1990 -1231 106 2009 -1249 1952 2115 1249 2115 1252 -197 14128 Loading on all spans, LDF = 1.25 Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.0 Dead +1.0 Floor +1.0 Roof -166 2558 -1770 -206 2598 -1808 N/A N/A -0.036 -0.157 2804 2804 -380 2481 18243 0.143 0.597 1808 1814 2278 2307 -1525 2220 __ALTERNATE span loading on odd # spans, LDF = 1.25 ^hear at Support (lbs) -166 X Shear at Support (lbs) -206 cihear Within Span (lbs) N/A Member Reaction (lbs) 2513 Support Reaction (lbs) 2513 Moment (Ft-Lbs) N/A -380 16130 Live Deflection (in) -0.017 0.070 Total Deflection (in) -0.138 0.523 1.0 Dead +1.0 Floor + 1.0 Roof -1497 1525 1529 ALTERNATE span loading on even # spans, LDF = Shear at Support (lbs) -126 Max Shear at Support (lbs) -156 Shear Within Span (lbs) N/A Member Reaction (lbs) 2750 Support Reaction (lbs) 2750 Moment (Ft-Lbs) N/A -288 Live Deflection (in) -0.037 Total Deflection (in) -0.157 1.25 , 1.0 Dead 2555 -1774 2595 -1812 2477 + 1.0 Floor +1.0 Roof 18294 0.145 0.598 1812 1818 PROJECT INFORMATION: Crescent Del Sol GG5532.00 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 Paraliam® is a registered trademark of Trus Joist. P:\CAl\Proiects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\flnalysis\Structural\TJI\Bldg l\rj-4 typ.sms Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT ^\ 1 CHECKED BY DRAWING NO. ' i ' ix^B \(^'^^<^a^Xi^"^ /I ^'5 % 1 i ...4 i I L, f,M|' Li;i«4t<^' 'i^j.. Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 vvww.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : 6 Building Construction Scope: New Construction Job # GG5532.00 6:36PM, 11 OCT 06 /WO Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RJ-7 (Building 1) General Timber Beam Page 1 gg5532.ecw:05-25-06 [General Information Section Name 2x12 Beam Width 1.500 in Beam Depth 11.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 9.50 ft Lu 0.00 ft Left Cantilever 2.00ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 95.0 psi Fc Allow 625.0 psi E 1,600.0 ksi [Trapezoidal Loads #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 12.60 #/ft 12.60 #/ft 35.20 #/ft 35.20 #/ft LL @ Left LL @ Right LL @ Left LL @ Right 13.30 13.30 53.20 53.20 #/ft #/ft #/ft #/fl Start Loc End Loc Start Loc End Loc -2.000 5.000 5.000 9.500 [Point Loads Dead Load Live Load ...distance 72.0 lbs 64.0 lbs -2.000 ft 171.0 lbs 48.0 lbs 5.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft Summary Beam Design OK Span= 9.50ft, Left Cant= 2.00ft, Beam Width = 1.500in x Depth = 11.25in, Ends are Pin-Pin Max stress Ratio 0.479 : 1 Maximum Moment 1.1 k-ft Maximum Shear * 1.5 0.6 k Allowable 2.3 k-ft Allowable 1.6 k Max. Positive Moment 1.11 k-ft at 5.002 ft Shear: @ Left 0.35 k Max. Negative Moment -0.18 k-ft at 0.000 ft @ Right 0.45 k Max @ Left Support -0.33 k-ft Camber: @ Left 0.021 in Max @ Right Support 0.00 k-ft @ Center 0.045 in Max. M allow 2.31 Reactions... @ Right O.OOOin fb 419.13 psi fv 32.78 psi Left DL 0.31 k Max 0.54 k Fb 875.00 psi Fv 95.00 psi Right DL 0.23 k Max 0.45 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 ' @ Center @ Left @ Right D.L. Dead Load -0.030 in 5.002 ft 3,811.6 Defl)... 0.045 in 0.021 in 0.000 in Total Load -0.055 in 5.002 ft 2,055.30 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.014 in 3,403.2 0.000 in 0.0 Total Load 0.030 in 1,607.2 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 : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : 6 Building Construction Job # GG5532,00 6:36PM, 11 OCT 06 Scope: New Construction A4I Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RJ-7 (Building 1) General Timber Beam Page 2 Sg5532.ecw:05-25-06 [stress Calcs Bending Analysis Ck 34.680 Cf 1.000 Le Rb 0.000 ft 0.000 Sxx CI 31.641 in3 0.000 Area 16.875 in2 Max Moment Sxx Req'd Allowable fb @ Center 1.11 k-ft 15.16 in3 875.00 psi @ Left Support 0.33 k-ft 4.55 in3 875.00 psi @ Right Support 0.00 k-ft 0.00 in3 875.00 psi Shear Analysis Design Shear @ Left Support 0.48 k @ Right Support 0.55 k Area Required 5.057 in2 5.824 in2 Fv: Allowable 95.00 psi 95.00 psi Bearing @ Supports Max. Left Reaction 0.54 k Bearing Length Req'd 0.580 in Max. Right Reaction 0.45 k Bearing Length Req'd 0.484 in Query Values ,„ —. _ '"•"(W!-''E^.«;»j'fKaii*;¥l»<- •' 1 M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft -0.33 k-ft 0.35 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant. Location = 0.00 ft -0.33 k-ft 0.35 k 0.0000 in Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT (2:>\<Acj \ CHECKED BY DRAWING NO. • lilSiai' to i i I ' ' i i I 1 i ^ j | _ '1"^" i ^ 1 1 F ^ .1 1 j i i -L..-L Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : e Building Construction Job # GG5532.00 2:16PM, 17 OCT 06 Scope: New Construction A 43 Rev: 580006 User: KW-0600037, Ver 5.8.0. 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB-2 (Building 1) Steel Beam Design Page 1 gg5532.eow:05-25-06 General Information Steel Section : TS8X4X1/4 Center Span Left Cant. Right Cant Lu : Unbraced Length 11.00 ft 0.00 ft 0.00 ft 0.00 ft Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 , Mswrr'-^' Fy 46.00ksi Pinned-Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together Distributed Loads #1 #2 #3 #4 #5 #6 #7 DL LL ST Start Location End Location 0.083 0.105 11.000 Note! Short Term Loads Are WIND Loads. k/ft k/ft km ft ft Summary Beam OK Static Load Case Governs Stress Using: TS8X4X1/4 section. Span = 11.00ft, Fy = 46.0ksi End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000 Actual Moment 3.131 k-ft ftD: Bending Stress 3.325 ksi fb/Fb 0.110 :1 Shear fv : Shear Stress fv/Fv 1.138 k 0.285 ksi 0.015 :1 Allowable 28.589 k-ft 30.360 ksi 73.600 k 18.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.052 in 5,138.8 :1 2,532.0 : 1 Force & Stress Summary DL -<i"^WIK»teVt " «~ These columns are Dead + Live Load placed as noted ~» LL LL+ST LL LL+ST Maximum Onlv ©> Center (5! Center (2! Cants (3>. Cants Max. M + 3.13 k-ft 1.54 3.13 k-ft Max. M -k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 1.14 k 0.56 1.14 k Shear @ Right 1.14 k 0.56 1.14 k Center Defl. -0.052 in -0.026 -0.052 -0.052 0.000 0.000 in Left Cant Defl O.OOOin 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 1.14 0.56 1.14 1.14 k Reaction @ Rt 1.14 0.56 1.14 1.14 k Fa calc'd per Eq. E2-1, K*L/r< Cc Section Properties TS8X4X1/4 k Depth 8.000 in Weight 18.99 #/ft Thickness 0.250 in Ixx 45.100 in4 Width 4.000 in lyy 15.300 in4 Sxx 11.300 in3 Area 5.59 in2 Syy 7.630 in3 Rt 2.000 in R-xx 2.840 in Values for LRFD Design.... R-yy 1.650 in J 37.500 in4 Zx 14.100 in3 Zy 8.720 in3 3 -I Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET Of SUBJECT CHECKED BY DRAWING NO. .DflM- iAteCfeJ itti- P^J^.: pi^-k u...&..tia.,i* /24>... JbL^ I i^i+.tb • j : -"i^feca "I^fij? ; -I \ \ : • Thomton-Tomasetti Group Project OpS^^^>^^ Project #:. By: t Lof Checked by:. Date; Sheet Drawing #: .Klu - \'\ X=5t?:?.. Ou '.-n^ ..., ^A-Av \ A :>c; /K ^ ~—L—.— Thomton-Tomasetti Group Project. Project #: By: Checked by: Date: Sheet of. Drawing #: 10.' (^1 4 < 2c>,^ Thomton-Tomasetti Group A5I Project. Project #:. By: Checked by: Date: Sheet Drawing #:. of Thomton-Tomasetti Group Project. Project #: Bv: Checked by:. Date: S^Oj^ Sheet of. Drawing #: BUIUD/Ot I - Lto.r&AA L ^ {Roof-') .. - - . Thomton-Tomasetti Group Project. Project #:. By: Checked by: Date: Sheet of. Drawing #: 7-6 /3 -6 6^ Lt^ALL ; CA^r:e^io s-.s- Thomton-Tomasetti Group Project. Project #:. By: Checked by: Date: Sheet of. Drawing #: Thornton-Tomasetti Group Project. Project #: By: Checked by: Date: Sheet of. Drawing #: (la\0V I / u 1} Thomton-Tomasetti Group Project Project #: Date:. By: Sheet of, Checked by: Drawing #: iij ,s -Af: „ ot^A - 0:H.s) ( 1^ ): ^; &4>I2?^? * 1J Thornton-Tomasetti Group Project. Project #: By: Checked by:. Date: Sheet of. Drawing #: : AA Thomton-Tomasetti Group Project. Project #:. By: Checked by: Date: Sheet of. Drawing #: LI hJf- f : M^r uar^T- ^^^^ -/^^^^ . ^^3^^ ;> fliP (jP • Thomton-Tomasetti Group Project. Project #:, By: Checked by: Date: Sheet of. Drawing #: if y ; _ _ CP/A -J (a a.5 Thomton-Tomasetti Group Project. Project #:. By: Checked by: Date: Sheet Drawing #: of BUDfc ) ^ T r>j > i|n» II.IV* .T : \.5 ^.«5 Thomton-Tomasetti Group Project, Project #: By: Checked by: Date: Sheet of. Drawing #: M 4»( jl'h £5.«\ 12-M - Thomton-Tomasetti Group Project. Project #: By: Date: Checked by:. Sheet of. Drawing #: Thomton-Tomasetti Group Mp-b Project Project #: Date:. By: Sheet of. Checked by: Drawing #: Thomton-Tomasetti Group Project. Project #:. By: Checked by:. Date: Sheet of. Drawing #: IS- Thomton-Tomasetti Group Project. Project #:. By: Checked by: Date: Sheet Drawing #: of 7 3, rife A Thomton-Tomasetti Group A(^(^ Project Project*: Date: By: Sheet of. Checked by: Drawing #: _: ^("^i 1^^'. ..... Thomton-Tomasetti Group Project. Project #:. By: Checked by:. Date: Sheet Drawing #:. of IM4 [mo Thomton-Tomasetti Group Project. Project #:. By: Checked by: Date: Sheet of. Drawing #: 14. vJ^- ^ '2c^'A lo."^ '2-1/^'-o Thomton-Tomasetti Group Project Project #: Date: By: Sheet of. Checked by: Drawing #: MO in (0 CD o o CM o O 0) c LL o o c Q. 2 O it:: 0) CO (0 E o H c o o \- o c E t: CO a Q o o cvi CO in in CD O Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 0MF@Line1.1 /V-71 Sept 28. 2006 1:08 PM Checked By:_ Global Display Sections for IVIember Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes include Warping Yes Area Load Mesh {in'^2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature < 100F Concrete Code ACI 1999 Number of Shear Regions 4 Region Spacing Increment (in) 4 Biaxial Column Method PCA Load Contour Parme Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Warnings Yes Hot Rolled Steel Design Parameters Label Shaoe Lenathlftl Lbwlftl Lbzzlftl Lcomn t... Lcomo bot... Kw Kzz Cm-w Cm-zz Ob vswavzswav 1 Ml col 12 2 M2 col 12 3 M3 col 15 4 M4 col 15 5 M5 beam 13 6 M6 beam 13 7 M7 col 12 8 M8 col 15 9 M9 beam 13 10 M10 beam 13 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E5 F) Density[k/ft''3] Yield[ksi] A992 29000 11154 .3 .65 .49 50 Hot Rolled Steel Section Sets Label Shape Desion List Type Material Deslan Rules A [in2] lyy [in4] Izz [in4] J [in4] 1 beam W12X30 Wide Flange Beam A992 Typical 8.79 20.3 238 .46 2 col W12X50 Wide Flange Column A992 Typical 14.7 56.3 394 1.78 Joint Coordinates and Temperatures i1 N1 0 0 0 0 ^2 N2 13 0 0 0 3 N3 0 12 0 0 4 N4 13 12 0 0 RISA-3D Version 5.0d [P:\...\...\...\...\Analysis\Structural\Risa\3d\bldg1\bldg1recalc\omf@line a.r3d] Page 1 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.1 Sept 28, 2006 1:08 PM Checked By:_ Joint Coordinates and Temperatures (Continued) 6_ X _8_ 9 Label N5 N6 YJ 0 13 27 27 z[ft] Temp [F] 0 Detach From Diap.. N7 -13 N8 -13 12 N9 -13 27 Member Primary Data lahfil l.lnint .1 .Inint K.lnint Rntatefdeo^ Section/Shaoe Desian List Tvoe Material Design Rule_s 1 Ml N1 N3 col Wide Flange Column A992 TvDical 2 M2 N2 N4 col Wide Flange Column A992 Typical 3 4 M3 N3 N5 col Wide Flange Column A992 TvDical 3 4 M4 N4 N6 col Wide Flange Column A992 Tvpical 5 M5 N3 N4 beam Wide Flange Beam A992 TvDical 6 M6 N5 N6 beam Wide Flange Beam A992 Tvpical 7 M7 N7 N8 col Wide Flange Column A992 Typical 8 M8 N8 N9 col Wide Flange Column A992 Tvpical 9 M9 N3 N8 beam Wide Flange Beam A992 TvDical 10 M10 N5 N9 beam Wide Flange Beam A992 Tvpical Joint Boundary Conditions 2_ _3_ 4 Joint Label N1 N2 ALL N7 X [k/in] Reaction Reaction Reaction Y [k/in1 Reaction Reaction Reaction Z [k/in] Reaction Reaction Reaction X Rot.[k-ft/rad1 Fixed Y Rot.[k-ft/rad1 Fixed Z Rot.[k-ft/rad] BLC Description Cateaorv X Gravitv Y Gravitv Z Gravitv Joint Point Distributed Area (Me... Surface (... 1 dl DL -1 4 2 11 LL 4 3 eq EL 4 Load Combinations 1 dl onlv 1 1 2 dl+ll Yes 1 2 1 3 dl+eg Yes 1 1 3 1 4 .9dl+eq Yes 1 .9 3 1 5 .9dl-eo Yes 1 .9 3 -1 6 dl+.75ll+.75eq Yes •\ 1 2 .75 3 .75 7 1.4eq (drift) 3 .933 Member Distributed Loads (BLC 1: dl) Member Label M5 M9 M6 M10 Direction Start Maanituderk/ft.d..End Maqnitude[k/ft.d Y Y Y Y .284 -.284 .294 .294 -.284 -.284 -.294 -.294 Start Locationrft.%1 0 End Locationlft.%1 0 RISA-3D Version 5.0d [P:\...\...\...\...\Analysis\Structural\Risa\3d\bldg1\bldg1recalc\omf@line a.r3d] Page 2 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line1.1 Sept 28, 2006 1:08 PM Checked By: Member Distributed Loads (BLC 2: II) Member Label Direction Start MaQnitude[k/ft.d..End Magnitude[k/ft.d... Start Loc:ation[ft% End Location[ft.%] M5 Y -.63 .63 0 0 M9 Y -.63 .63 M6 Y -.21 .21 M10 Y -.21 .21 0 Joint Loads and Enforced Displacements (BLC 3 : ea) Joint Label N4 N8 N6 L.D.M Direction X X X Maanitude[k.k-ft in.rad k*s'^2/ft1 N9 Joint Reactions LG Joint Label Xfkl Ylkl Zlkl MX Ik-ftl MY rk-fti MZ [k-ft] 1 1 N1 0 10.076 0 0 0 0 2 1 N2 -.107 5.279 0 0 0 0 3 1 N7 .107 5.279 0 0 0 0 4 1 Totals: 0 20.635 0 5 1 COG (ft): X:0 Y: 18.416 Z: 0 Member Section Forces LG Member Label Sec Axial[kl V Shear[kl z Shearlkl Torauelk-ftl y-y Moment[k-.. z-z Moment[k-.. 1 1 Ml 1 10.076 0 0 0 0 0 2 2 9.926 0 0 0 0 0 3 3 9.776 0 0 0 0 0 4 4 9.626 0 0 0 0 0 5 5 9.476 0 0 0 0 0 6 1 M2 1 5.279 .107 0 0 0 0 7 2 5.129 .107 0 0 0 -.321 8 3 4.979 .107 0 0 0 -.641 9 4 4.829 .107 0 0 0 -.962 10 5 4.679 .107 0 0 0 -1.282 11 1 M3 1 5.256 0 0 0 0 0 12 2 5.069 0 0 0 0 0 13 3 4.881 0 0 0 0 0 14 4 4.693 0 0 0 0 0 15 5 4.506 0 0 0 0 0 16 1 M4 1 2.708 .371 0 0 0 2.444 17 2 2.521 .371 0 0 0 1.052 18 3 2.333 .371 0 0 0 -.34 19 4 2.146 .371 0 0 0 -1.732 20 5 1.958 .371 0 0 0 -3.123 21 1 M5 1 -.264 2.11 0 0 0 4.63 22 2 -.264 1.09 0 0 0 -.569 23 3 -.264 .07 0 0 0 -2.453 24 4 -.264 -.951 0 0 0 -1.022 25 5 -.264 -1.971 0 0 0 3.726 26 i M6 1 .371 2.253 0 0 0 5.041 ^27 2 .371 1.2 0 0 0 -.571 F28 3 .371 .147 0 0 0 -2.761 29 4 .371 -.905 0 0 0 -1.529 30 5 .371 -1.958 0 0 0 3.123 31 1 M7 • 1 5.279 -.107 0 0 0 0 RISA-3D Version 5.0d [P:\...\...\...\...V\nalysis\Structural\Risa\3d\bldg1\bldg1recalc\omf@line a.r3d] Page 3 Company Designer Job I^Jumber The Thornton-Tomasetti Group, Inc. IT Department GG5532.00 0MF@Line1. Sept 28, 2006 1:08 PM Checked By:_ Member Section Forces (Continued) 32 33 34 LC Member Label Sec Axiallkl _2_ 3 5.129 4.979 4.829 V Shearfkl -.107 -.107 -.107 z Shearlkl 0 Torguefk-ftl 0 v-v Momentfk-z-z Momentlk- 0 .321 •641 .962 35 36 37 38 39 40 M8 4.679 -.107 2.708 .371 2.521 -.371 _3_ _4_ 5 2.333 -.371 2.146 -.371 1.958 -.371 _0_ 0 1.282 -2.444 -1.052 .34 1.732 3.123 41 42 43 44 M9 •264 2.11 •264 1^09 •264 .07 •264 •951 4^63 •569 -2^453 -1.022 45 •264 -1^971 3^726 46 47 M10 •371 Z253_ •371 1^2 5.041 -.571 48 49 50 .371 • 147 .371 •905 •371 -1.958 -2.761 -1.529 3.123 Member ASD Steel Code Checks LC Member Shape UC Max Loclfti Shear M1 W12X50 .034 0 •OOP Locjft] Dir 0 Fa[ksi] 20.265 Ft[ksi] 30 Fbyjksi] 37^5 Fbz[ksi] 30 Cb 1 Cmy Cmz .6 Eqn H1-1 M2 W12X50 •020 12 •001 20^265 30 37^5 30 H1-1 M3 W12X50 .022 .000 16.51 30 37^5 28^281 .6 H1-1 M4 W12X50 •024 15 .004 16.51 30 37.5 30 2^3 .287 H1-2 M5 W12X30 .068 •033 14^086 30 37^5 21 ^248 1^099 •85 HI-3 M6 W12X30 •071 •035 14^086 30 37^5 22^394 1215 •85 HI-2 M7 W12X50 •020 12 •001 20^265 30 37^5 30 1 H1-1 M8 W12X50 •024 15 •004 16^51 30 37^5 30 2^3 •287 HI-2 M9 W12X30 •068 .033 14^086 30 37.5 21.248 1.099 •85 HI-3 10 M10 W12X30 •071 •035 14.086 30 37^5 22^394 1215 •85 HI-2 RISA-3D Version 5^0d [P:V^^\...\...\^^.\Analysis\Structural\Risa\3d\bldg1\bldg1 recalc\omf@line a^r3d] Page 4 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1 1 A15 Sept 28, 2006 1:09 PM Checked By:_ Load Combinations Description dl onlv dl+ll dl+eg •9dl+eq •9dl-eg dH-.75ll+.75eq 14eq (drift) Solve PDeltaSRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor Yes Yes Yes Yes Yes 1 •9 .933 -1 •75 .75 Envelope Joint Reactions Joint Xlkl Ic Y[kl Ic Z[k] Ic MX [k-ft] Ic MY [k-ft] Ic MZ [k-ft] Ic 1 N1 max 4.058 5 21^484 2 0 2 0 2 0 2 0 2 2 min -4.058 3 9^069 4 0 2 0 2 0 2 0 2 3 N2 max 2.875 5 15^249 6 0 2 0 2 0 2 0 2 4 min -3.078 3 -3.326 5 0 2 0 2 0 2 0 2 5 N7 max 3.067 5 12.828 5 0 2 0 2 0 2 0 2 6 min -2 •875 4 -3.326 4 0 2 0 2 0 2 0 2 7 Totals: max 10 5 42.475 2 0 2 8 min -10 4 18.572 4 0 2 Envelope Member Section Forces Member Sec Axial[kl Ic V Shear[k] Ic z Shear[k] Ic Torque[k-ft] Ic y-v Momen^^ Ic z-z Momen^^ Ic 1 M1 1 max 21.484 2 4^058 3 0 2 0 2 0 2 0 2 2 min G.069 4 -4^058 5 0 2 0 2 0 2 0 2 3 2 max 21.334 2 4^058 3 0 2 0 2 0 2 12^174 5 4 min 8.934 4 -4.058 5 0 2 0 2 0 2 -12^174 3 5 3 max 21184 2 4^058 3 0 2 0 2 0 2 24.347 5 6 min 8^799 4 -4^058 5 0 2 0 2 0 2 -24347 3 7 4 max 21.034 2 4^058 3 0 2 0 2 0 2 36.521 5 8 min 8^664 4 -4^058 5 0 2 0 2 0 2 -36.521 3 9 5 max 20^884 2 4^058 3 0 2 0 2 0 2 48.695 5 10 min 8.528 4 -4^058 5 0 2 0 2 0 2 -48^695 3 11 M2 1 max 15^249 6 3^078 3 0 2 0 2 0 2 0 2 12 min -3^326 5 -2^875 5 0 2 0 2 0 2 0 2 13 2 max 15^099 6 3.078 3 0 2 0 2 0 2 8.625 5 14 min -3^461 5 -2^875 5 0 2 0 2 0 2 -9^234 3 15 3 max 14^949 6 3.078 3 0 2 0 2 0 2 17.249 5 16 min -3.596 5 -2.875 5 0 2 0 2 0 2 -18.467 3 17 4 max 14.799 6 3.078 3 0 2 0 2 0 2 25.874 5 18 min -3^731 5 -2.875 5 0 2 0 2 0 2 -27.701 3 19 5 max 14^649 6 3.078 3 0 2 0 2 0 2 34^499 5 20 min -3^866 5 -2.875 5 0 2 0 2 0 2 -36^935 3 21 M3 1 max 8^048 2 3^267 3 0 2 0 2 0 2 19.948 3 22 min 4.73 4 -3^267 5 0 2 0 2 0 2 -19^948 5 23 2 max 7.861 2 3^267 3 0 2 0 2 0 2 7^697 3 24 min 4.562 4 -3^267 5 0 2 0 2 0 2 -7.697 5 25 3 max 7^673 2 3^267 3 0 2 0 2 0 2 4^555 5 26 min 4^393 4 -3^267 5 0 2 0 2 0 2 -4^555 3 27 4 max 7^486 2 3^267 3 0 2 0 1 2 0 2 16^806 5 28 min 4^224 4 -3.267 5 0 2 0 2 0 2 -16^806 3 ^29 5 max 7^298 2 3.267 3 0 2 0 2 0 2 29^058 5 '30 min 4^055 4 -3.267 5 0 2 0 2 0 2 -29.058 3 31 M4 1 max 5.516 6 1738 3 0 2 0 2 0 2 8.008 6 32 min •028 5 -1.032 5 0 2 0 2 0 2 -1.506 5 R1SA-3D Version 5.0d [P:\...\...\...\...\Analysis\Structural\Risa\3d\bldg1\bldg1recalc\omf@line a^r3d] Page 5 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line1.1 Sept 28, 2006 1:09 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Axiallkl Ic v Shearlkl In 7 Shearlkl \r. Tnrnufirk-ftl In v-v Mnmsn . In 7-7Mnmen.. In 33 2 max 5.328 6 1.738 3 0 2 0 2 0 2 3^2 2 34 min -.141 5 -1.032 5 0 2 0 2 0 2 -•473 4 35 3 max 5.14 6 1.738 3 0 2 0 2 0 2 6^238 5 36 min -.31 5 -1.032 5 0 2 0 2 0 2 -6^884 3 37 4 max 4^953 6 1738 3 0 2 0 2 0 2 10^11 5 38 min -•478 5 -1 ^032 5 0 2 0 2 0 2 -13^4 3 39 5 max 4.765 6 1.738 3 0 2 0 2 0 2 13^981 5 40 min -•647 5 -1.032 5 0 2 0 2 0 2 -19^916 3 41 M5 1 max • 158 5 7.567 5 0 2 0 2 0 2 38 •489 5 42 min -.676 6 -3.769 4 0 2 0 2 0 2 -30.154 4 43 2 max .158 5 6^648 5 0 2 0 2 0 2 15.389 5 44 min -.676 6 -4^687 4 0 2 0 2 0 2 -16.471 3 45 3 max • 158 5 5^73 5 0 2 0 2 0 2 .31 4 46 min -•676 6 -5^605 4 0 2 0 2 0 2 -7^497 2 47 4 max • 158 5 4.812 5 0 2 0 2 0 2 20.018 4 48 min -•676 6 -6^618 3 0 2 0 2 0 2 -21.857 5 49 5 max .158 5 3^894 5 0 2 0 2 0 2 43.083 3 50 min -.676 6 -9^133 6 0 2 0 2 0 2 -36.004 5 51 M6 1 max 1.968 5 4^437 5 0 2 0 2 0 2 19.065 5 52 min -1.3 4 -•382 4 0 2 0 2 0 2 -9.992 4 53 2 max 1968 5 3^489 5 0 2 0 2 0 2 6^185 5 54 min -1.3 4 -1329 4 0 2 0 2 0 2 -7^269 3 55 3 max 1968 5 2^542 5 0 2 0 2 0 2 -1.353 4 56 min -1^3 4 -2.277 4 0 2 0 2 0 2 -4.442 2 57 4 maxi 1.968 5 1.595 5 0 2 0 2 0 2 7^586 4 58 min -13 4 -3.315 3 0 2 0 2 0 2 -10^338 5 59 5 max 1^968 5 .647 5 0 2 0 2 0 2 19^916 3 60 min -13 4 -4.765 6 0 2 0 2 0 2 -13.981 5 61 M7 1 max 12^828 5 2.875 4 0 2 0 2 0 2 0 2 62 min 4 -3.067 5 0 2 0 2 0 2 0 2 63 2 max 12.693 5 2.875 4 0 2 0 2 0 2 9.202 5 64 min -3.461 4 -3.067 5 0 2 0 2 0 2 -8.625 4 65 3 max 12.558 5 2.875 4 0 2 0 2 0 2 18.403 5 66 min -3.596 4 -3.067 5 0 2 0 2 0 2 -17^249 4 67 4 max 12^423 5 2.875 4 0 2 0 2 0 2 27^605 5 68 min -3.731 4 -3^067 5 0 2 0 2 0 2 -25^874 4 69 5 max 12^288 5 2^875 4 0 2 0 2 0 2 36^807 5 70 min -3^866 4 -3^067 5 0 2 0 2 0 2 -34499 4 71 M8 1 max 4^847 5 1032 4 0 2 0 2 0 2 1.506 4 72 min •028 4 -1^7 5 0 2 0 2 0 2 -6^158 2 73 2 max 4^678 5 1032 4 0 2 0 2 0 2 .473 5 74 min -.141 4 -17 5 0 2 0 2 0 2 -3^727 6 75 3 max 4.509 5 1032 4 0 2 0 2 0 2 6^85 5 76 min -.31 4 -17 5 0 2 0 2 0 2 -6.238 4 77 4 max 4.34 5 1032 4 0 2 0 2 0 2 13^227 5 78 min -.478 4 -1.7 5 0 2 0 2 0 2 -10^11 4 79 5 max 4^171 5 1032 4 0 2 0 2 0 2 19^603 5 80 min -•647 4 -1.7 5 0 2 0 2 0 2 -13.981 4 81 M9 1 max • 158 4 9.592 6 0 2 0 2 0 2 38.952 3 82 min -.633 5 -3^769 5 0 2 0 2 0 2 -30^154 5 83 2 max • 158 4 7.036 6 0 2 0 2 0 2 15^389 4 84 min -•633 5 -4.687 5 0 2 0 2 0 2 -16^414 5 , 85 3 max .158 4 5^737 3 0 2 0 2 0 2 .31 5 i86 min -.633 5 -5^605 5 0 2 0 2 0 2 -8^125 6 rj7 4 max .158 4 4^812 4 0 2 0 2 0 2 20.018 5 88 min -.633 5 -6^523 5 0 2 0 2 0 2 -21959 3 89 5 max • 158 4 3^894 4 0 2 0 2 0 2 1 42^711 5 RISA-3D Version 5^0d [P:\^^^V^^\.^.\.^^\Analysis\Structural\Risa\3d\bldg1\bldg1recalc\omf@line a^r3d] Page 6 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1 1 Sept 28, 2006 1:09 PM Checked By: mi Envelope Member Section Forces (Continued) 90 Member Sec mm Axialfk! Ic v Shearlkl Ic z Shearlkl Ic Torauelk-ftl Ic v-vMomen.^. Ic z-zMomen... Ic -•633 -7.441 0 0 0 -36.004 91 92 M10 max 2.005 5.107 mm -13 -•382 _0. 0 19^569 -9^992 93 max 2^005 3^61 6.185 94 mm -13 -1329 -7^212 95 96 max 2^005 2^557 mm -1.3 -2.277 -1353 -4^87 97 98 max 2^005 1595 mm -1.3 -3.224 7.586 -10.491 99 100 max mm 2.005 -1.3 .647 -4.171 _0_ 0 0_ b 19.603 -13.981 Envelope ASD Steel Code Checks Member. Shape Code... Locfftl In .^h^ar i nnf nir ir Fa rkcM FtrkQiiFhv.v FKT.T r-h nmu rm^ A.Qn F 1 Ml W12X50 .323 12 3 •045 0 Y 3 20.265 30 37^5 30 175 .6 .6 HI-2 2 M2 W12X50 .257 12 3 •034 0 Y 3 20.265 30 37^5 30 175 •6 •6 HI-2 3 M3 W12X50 .190 15 3 .036 0 Y 3 16.51 30 37.5 30 2^3 •6 .325 H1-2 4 M4 W12X50 .133 15 3 •019 0 V 3 16.51 30 37.5 30 2.103 •6 .477 H1-2 5 M5 W12X30 .449 13 3 • 142 13 Y 6 14.086 30 37.5 30 2.3 .6 .85 H2-1 6 M6 W12X30 •214 0 5 •074 13 Y 6 14^086 30 37.5 30 2^3 •6 .85 H1-3 7 M7 W12X50 .256 12 5 •034 0 Y 5 20.265 30 37.5 30 175 •6 .6 H1-2 8 M8 W12X50 • 131 15 5 .019 0 V 5 16.51 30 37^5 30 2^093 •6 •48 H1-2 9 M9 W12X30 •445 13 5 .149 0 Y 6 14.086 30 37^5 30 2.3 .6 •85 H2-1 10 M10 W12X30 .219 0 3 .080 0 _v 6 14.086 30 37.5 30 2.3 .6 .85 H1-3 R1SA-3D Version 5.0d [P:\.-\-\^^^\^^^V\nalysis\Structural\Risa\3d\bldg1\bidg1 recalc\omf@line a.r3d] Page 7 Company Designer Job Number The Thornton-Tomasetti Group, Inc IT Department ^°S532.00 OiVIF@Line1.1 Sept 28, 2006 H HrS 1:10 PM I \ Checked By: Load Combinations Description _3 5 dl only dl+ll -d[+_eq_ .9dl+eq -.9dkeci. dl+.75ll+.75eq 1 •4eq (drifts Yes _Yes _Yes Yes Yes •9 .933 .75 •75 Joint Deflections (By Combination) 1 LC 7 Joint Label N1 _.2_. 7 _ _ N2 3 4 7 N3 _ . N4 5 7 N5_^ 6 7 N6 7 7 _NZ_^ 8 7 N8 9 7 N9 XM- 0 _ -Q__ •54_5 •545 -YJinl _0 d ^JM X Rotation [radl Y Rotation Iradl Z Rotation [rad] 0 _ 0 _ -•003 8_68 •869_ 0_ .545 _ 0 _ -.003 _0 _0 _0 0 -J 1 0 0 _0_ 0 -4.846e-3 -4^563e-3 _0_ .003 .869 •003 0 0 0_ 0 _0 0 _0 0 -l411e-3 _-2^48e-3 .-6^075e-4 -8^939e-4 p o" -4.563e-3 -2".048e-3 -8.939e-4 RISA-3D Version 5^0d [P:\...\^..\...V^^V\nalysis\Stmctural\Risa\3d\bldg1\bldg1recalc\omf@line a^r3d] Page 8 Thomton-Tomasetti Group BEST COPV Project. Project #: By: CheCiked by: Date: Sheet of. Drawing #: • ^ ^ ^ ^ ^ . 3i'K _ . V-4 It? X <><:=' 4^ IK 4 LU--'" CO to CO CD O O CM o O CO (1) 03 UJ O o _c d. u o W CD E o 1- c o I- sz c 0 E CD Q. 0 Q o o csi CO in tn CD (3 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532.00 OMF@Line 1.2 Sept 29, 2006 9:57 AM Checked By:_ Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 include Shear Deformation Yes Include Warping Yes Area Load Mesh (in'^2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance ! 0.50% Vertical Axis 1 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 Lenathlftl Lbwlftl Lbzzlftl Lcomo t^^^ Lcomo bot^^^ Kw Kzz Cm-w Cm-zz Cb vswavzswav 1 Ml col 12 2 M2 col 12 3 M3 rf col 15 4 M4 rf col 15 5 M5 fir beam 26 6 6 M6 fir beam 1 7 M7 rf beam 26 6 8 M8 col 12 6 9 M9 rf col 15 6 10 M10 fir beam 26 6 10 M10 fir beam 26 6 11 M11 fir beam 1 6 12 M12 rf beam 26 6 Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E5 F) Density[k/ft^3] Yield[ksi] A992 29000 11154 •65 .49 50 Hot Rolled Steel Section Sets Label Shape Desian List Type Material Desian Rules A [in2] lyv [in41 Izz [in4] J [in41 1 fir beam W18X50 Wide Flange Beam A992 Tvoical 14^7 40^1 800 124 2 col W14X90 Wide Flange Column A992 Typical 26.5 362 999 4.06 3 rf beam W18X50 Wide Flange Beam A992 Tvoical 14.7 40.1 800 1.24 4 rf col W18X50 Wide Flange Column A992 Tvoical 14.7 40^1 800 124 RISA-3D Version 5^0d [P:\^^^\^.^\...\...\Analysis\Structural\Risa\3d\bldg1\bldg1 recalc\omf@line 8.1r3d] Page 1 Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.00 OMF@Line1.2 Sept 29, 2006 9:57 AM Checked By:_ Joint Coordinates and Temperatures Label Xlftl Y[ftl Z[ft] Temp [F] Detach From Diap.- 1 N1 0 0 0 0 2 N2 27 0 0 0 3 N3 0 12 0 0 4 N4 26 12 0 0 5 N5 27 12 0 0 6 N6 0 27 0 0 7 N7 26 27 0 0 8 N8 -27 d 0 0 9 N9 -26 12 0 0 10 N10 -27 12 0 0 11 Nil -26 27 0 0 Member Primary Data Label I Joint J Joint K Joint Rotate(deq) Section/Shape Design List Tvpe Material Design Rules Ml N1 N3 col Wide FlangelColumn A992 Tvpical M2 N2 N5 col Wide FlangelColumn A992 Typical Typical 3 4 _9_ JI0_ 11 12 M3 M4 M5 M6 M7 M8 M9 M10 M11 M12 N3 N4l N3 N4 N6 N7 N4 N5 N6 m N9 N3_ N9 N6 N7 N10_ N11 N9 _N10 Nil rf co|_.._ _ JICQL, fir beam fir beam Wide Wide Wide Flange Flange Flange Wide Fiange I Column Column Beam Beam rf beam Wide Flange A992_ A992 Typical rf col I Wide iw'ide .Flange. Flange _Beam Column A992 Tvpical A992 I Typical A992 A992 fir beam jWide Flange J fir beam i rf beam iWide Flange iWide Flange Column Beam Beam Beam A992 A_992 _A992 A992 Tvpical Typical Tvpical Typical Tvpical 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 1 Reaction 2 N2 .....Reaction Reac.tLon_ Reaction. 3 ALL Fixed Fixed 1 4 NB Reaction •Reaction i Reaction Basic Load Cases BLC Description Category X Gravity Y Gravitv Z Gravitv Joint Point Distributed Area (Me... Surface (... 1 dl DL -1 6 8 1 2 II LL 2 8 . 3 eg EL 4 1 Load Combinations 1 o dl onlv ..ji.i.ti 1 1 o 2 3 dl+ll dl+eg. Yes Yes 1 1 1 1 n 3 o 1 1 A 4 5 •9dl+eq •9dl-ea Yes Yes 1 1 .9 .9 0 3 1 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 .75 7 1.4ea (drift) 3 .933 8 eg 3 1 RISA-3D Version 5.0d [P:\.^^\.^^\^^^V^^\Analysis\Structural\Risa\3d\bldg1\bldg1 recalc\omf@line 8^1.r3d] Page 2 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line1.2 Sept 29, 2006 fYJ 9:57 AM Checked By: Load Combinations (Continued) Description Solve PDelta SRSS BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor BLC Factor Member Distributed Loads (BLC 1: dl) Member Label Direction Start Maanitude[k/ft.d.. End Maanitude[k/fLd.^^ Start Location[ft,%l End Location[ft,%] 1 M5 Y -.135 -•135 0 0 2 M6 Y -.135 0 0 2 M6 Y -.135 -• loo 0 0 3 M7 Y -.045 -•045 0 0 4 M7 Y -.175 -.175 3^5 22.5 5 M10 Y -.135 -.135 0 0 6 M11 Y -.135 -.135 0 0 7 M12 Y -.045 -.045 0 ! 0 M12 Y -.175 -•175 3.5 1 22.5 Member Distributed Loads (BLC 2 . •//) Member Label Direction Start Maanitude[k/ft.d.. End Maanitude[k/ft.d.^^ Start Location[ft.%l End Location[ft,%] 1 M5 Y -.3 -•3 0 0 2 M6 Y -.3 -.3 0 0 3 M7 Y -•18 -.18 0 1 0 4 M10 Y -•3 -.3 0 0 5 Mil Y -.3 -•3 0 0 6 M12 Y -•18 -•18 0 " n 0 7 M7 Y -.2 -.2 3.5 22.5 8 M12 Y ..:...,....;=.2...,;..;...t::K.... -.2 3.5 22^5 Joint Loads and Enforced Displacements (BLC 3 : ea) Joint Label L,D,M Direction Maanitude[k.k-ft in.rad k*s''2/ft] 1 N5 K l~7 L 1 X 2 2 3 N7 N10 L L X X 1 1 2 m Nil L X 11 Member Point Loads (BLC 1: dl) 1 M7 Y -.183 3.5 2 M7 Y -.135 22.5 3 M12 Y -.183 3.5 4 M12 Y -.135 22.5 5 M10 Y -3.5 13.5 6 M5 Y -3.5 13.5 Member Point Loads (BLC 2 : II) Member Label Direction Maanitude[k.k-ft] Location[ft.%] 1 M10 Y -5.2 13^5 2 M5 Y -5^2 13.5 Joint Reactions LC Joint Label Xfkl Y[kl Z[k] MX [k-ft] MY [k-ft] MZ [k-ft] 1 1 N1 0 17.33 0 0 0 0 2 1 N2 -•873 8^693 0 0 0 0 3 1 N8 .873 8^693 0 0 0 0 RISA-3D Version 5^0d [P:\^^^\^^^\^^.\^.^Vknalysis\Structural\Risa\3d\bldg1\bldg1recalc\omf(gline 8^1.r3d] Page 3 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Llne1. Sept 29, 2006 9:57 AM Checked By:_ Joint Reactions (Continued) LC Joint Label Xlkl Ylkl Zlkl MX [k-ft] , MY fk-ftl MZ Ik-ftl 4 1 Totals: 0 34.715 0 5 1 1 COG (ft): X: 0 Y: 17.208 Z: 0 Member Section Forces (By Combination) LC Member Label Sec Axial[k] y Shear[k] z Shear[k] Torque[k-ft] y-y Moment[k-^^z-z Moment[k-, J_ _2_ 3 4" 7 8 Ml 2 M2 10 I 3 4 11 12 M3 13 14 15 16 17 18 19 _20 I 21 22 M4 _4_ 5_ JL 2 3 4 17^33 17^b6" 16^789 16^519 16^248_ 8\693 0 0 _0 _ _ 0 .873 8A22 8.152 .873 7.881_ 7.61 7.376_ 7.189 7.001 .873 •873 .873 0_ 0 6.813 0 0 0 0 o" 0 0 0 d d 0 0 0 0 0 jO_ 0 _0_ 0 d 0 0 -2.619 -5.238 -7.857 -10.476 5 1 6.626 3.551 0 1.552 0 0 2 3 3_^63 3.176 1552 _4_ 5 2^988 .23_ 24 1 i M5 2^801_ -.679 -.679 1.552 1.552 1552 4^436 3^233 4T -•679_ -.679_ 2^031 -2^672 0 d 0_ 0 d 0 0 0 0 0 _0 d 0 d 0 12^679 6.86 1041_ -4.778 -10.597 I 25 •679 1 26 I 1 M6 .873 -3.875 -7.425 27 28 I _29 30 31 TT 32 I isj 34 I M7 1 I 2 I .873 .873_ •873_ .873 -_7.472 i7.518_ -7.564 -7.61 0 0 d 0 0 d 0 d 24.687 -•239 -17^347 -5.639 15^637 2^958 4^82 0 _0^ d 6.694 1552 1552_ 3.313 1987 35 t ,552 .232 36 1 37 38 M8 39 AO 41 42 2 3 M9 43 44 45 46" I 1 _5_ 1 2 1552 T.552 8.693 -1.523 -2.801 -•873 8^422 •873 8.152 7.881 .873 .873 7.61 .873 _8.579 10.476 16.801 •389 -1 -8^602 -4.407 10.597 47 48 49 50 51 M10 M11 4_ 5 1 _3_,551 3.363 3.176 2.988 -1.552 -1552 2.801 -•679 -.679 -.679 •679 -.679 .873 _-_1^552 -1.552 -1552 4.436 _0 d 0 d 0 JL 0 0 2.619 5.238" 7.857 10.476 J 0 0 0 -12.679 -6.86 -1041 4^778 3^233 2.031 -2.672 -3.875 -7.425 0 d 0 ! 10.597 24.687 -.239 -17^347 -5.639 15^637 2^958 RISA-3D Version 5^0d [P:\^.^\^^^\...\...V\nalysis\Structural\Risa\3d\bldg1\bldg1 recalc\omf@line 8.1 •r3d] Page 4 Company : Designer : Job Number: The Thornton-Tomasetti Group, IT Department GG5532.00 Inc. 0MF@Line1.2 Sept 29, 2006 A'Pfi 9:57 AM / ' Checked By: Member Section Forces (By Combination) (Continued) LC Member Label Sec Axiallkl v Shearlkl z Shearlkl Torauelk-ftl v-v Momentfk-^^ z-z Momentfk-.. 52 2 •873 -7.472 0 0 0 1 4^82 53 3 •873 -7.518 0 d 0 6^694 54 4 •873 -7.564 0 0 0 8^579 55 5 •873 -7.61 0 0 0 10^476 56 1 M12 1 1.552 3.313 0 0 0 16^801 57 2 1552 1987 0 0 0 -1 •389 58 3 1552 •232 0 0 0 -8^602 59 4 1.552 i -1.523 0 0 0 [ -4^407 60 i 5 1552 i -2.801 0 1 0 0 i 10^597 Member ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loclfti Shear ••. Loc[ft] Dir Fa[ksi] Ft[ksi] Fbv[ksi] Fbzfksi] Cb Cmv Cmz Eqn 1 1 Ml W14X90 •025 0 .000 0 V 25.977 30 35.674 32.27 1 .6 .6 H1-1 2 1 M2 W14X90 •037 12 .007 0 V 25.977 30 35^674 32.27 1.75 •6 .6 HI-2 3 1 M3 W18X50 •040 0 •000 0 12.573 30 37.5 19.267 1 •6 .6 H1-1 4 1 M4 W18X50 •065 0 •012 0 Y 12.573 30 37^5 30 2.3 •6 .266 H1-2 5 1 M5 W18X50 •224 13.542 •035 0 Y 4.185 30 37^5 11.009 1.205 •6 .85 H1-3 6 1 M6 W18X50 •045 1 •060 1 -Y— 29.481 30 37^5 33 1.477 •6 .85 H1-2 7 1 M7 W18X50 .132 13.812 •026 0 Y 4.185 30 3"7^5 11.025 1.207 •6 .85 H1-3 8 1 M8 W14X90 •037 12 •007 0 Y 25.97"7 30 35^674 32.27 175" •6 .6 H1-2 9 •] M9 W18X50 .d65 0 •012 0 Y 12.573 30 37.5 30 2.3 •6 •266 H1-2 id M10 W18X50 •224 13.542 [ ^035 0 Y 4.185 30 37.5 11.009 1.205 •6 •85 H1-3 11 Mil W18X50 •045 1 •060 1 Y 29.481 30 37.5 33 1.477 •6 •85 HI-2 l"2 1 M12 W18X50 • 132 13.812 •026 0 Y 4.185 30 37.5 11.025 1.207 •6 ":85" H1-3T R1SA-3D Version 5^0d [P:\.^^\^^^\...\^^^\Analysis\Structural\Risa\3d\bldg1\bldg1recalc\omf(gline 8^1r3d] Page 5 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 0MF@Line1.2 Sept 29, 2006 APio 9:58 AM ' Checked By: Load Combinations 1 dl onlv 1 1 2 dl+ll Yes 1 1 2 1 3 A dl+eg Yes 1 A 1 3 o 1 4 5 .aul+eq •9dl-eq Yes Yes 1 1 •9 •9 3 3 1 -1 6 dl+.75ll+.75eq Yes 1 1 2 .75 3 •75 7 1.480 (drift) 3 •933 8 eq 3 1 9 Envelope Joint Reactions Joint -XM. Ic Y[k] Ic Z[k] Ic MX [k-ft] Ic MY [k-ft] Ic MZ[k-ft] Ic 3 4 N1 N2 N8 max mm 11.34 -1134 40.295 max .min. max 6.544 -8id3 15.^597L 25.332 8.116 min i -6.544 Totals: max i min I 26_ -26 -4.066 19.712 -4^d66 78.275 31.244 0 0 0 0 2 I 2 12 0 0 d 0 0 d 0 d d d I 2 I 2 2 0 0_ d 2 0_ l_2_ d I 2_ d i 2 Envelope Member Section Forces Member Sec Axial[k] Ic V Shear[k] , Ic z Shear[k] Ic Torque[k-ft] Ic y-y Momen. Ic z-z Momen..^ Ic 2 3 4 5 6 Ml 1 max mm 40^295 max I mm T Jl5^597: 40^025 T max rmin] 7_ i 8"_i "9T 10 11 M2 12 13 14 15 16 5.. T max_i .min_ max 15.354 39^754 15^11 39^484 14.867 11.34 2_ 4 I J i 2 _-_11.34 1134 -11.34 0 0 0 1134 -11 ^34 11.34 -11.34 39.213 mm m.ax min. ro.axj min.j m.ax.i. min 14.623 25.332 -4.066 25.062 i4.3P9_ 24.791 -4.553 11.34 -11.34 8.203 -6.544 3 _0_ .0_ _0_ 0 0. 0 2 2 r _0_ 0 _d o" 8.203 -6.544 3 5 i _0_ 0 _8.203 -6.544 0 d 2 2J 2 0 d_ 0 0 d 0 0 o_ 0 0 0 0_ 0 0 0 0 _3A.Q.2 -34.0"2" 68.039 2J -6.8.0_39 2 I i02.05"9 2 i-102.059 2 1 136.078_ 2 1-136.078 0 0 0 d 0 19.6_3_3_l^ -"24.609 1 3 2 i 39266_ 2 I -49.218 17 max 24.521 8.203 18 J9, 20 21 22 .mm max -4.796 24.25 -6.544 8.203" _0 0 58.9 i mm -5^039 -6.544 M3 1 max i min 16481 6.6"39 10.479 -10.479 0_ b 0 0_ 0 2 2 i 2A 0 d d -73.827 78.533 -98.437 62.229 -62.229 23 max 16.294 10.479 22.931 24 mm 6.47 -10.479 -22.931 25 max 16.106 10.479 16.367 26 mm 6.301 -10.479 -16.367 27 max 15.918 10.479 55.665 28 mm 6.132 -10.479 -55.665 29 max 15^731 10^479 94^963 30 mm 5^963 -10^479 -94^963 RISA-3D Version 5^0d [P:V^^\^^^\^^^\^^^V\nalysis\Structural\Risa\3d\bldg1\bldg1recalc\omf(gline 8.1 .r3d] Page 6 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.00 OMF@Line 1.2 Sept 29, 2006 9:58 AM Checked By:_ Envelope Member Section Forces (Continued) Member Sec Axial[k] , Ic y Shear[k] Ic z Shear[k] Ic Torque[k-ft] Ic y-y Momen.. Ic z-z Momen... Ic 31 M4 max 9.508 7.555 0 0 0 48.868 _3_2 33_ 34 mm •82 max mm _9.32J_ -•989 35 36 37 38 i.rn.ax 1 min max mm 9.133 -1.157 8.946 -1.326 :4^364_ 7^55 -A364_ 7.555 0 d -4.364 7.555 -4^364 0_ 0 -18^066 0 o" 0 0 0 d 0 _0_ 20.537 -1702 0 0 14^662 _0_ 0 -12^787 31.025 -40.103 39 max 8.758 7.555 47.389 _40 41 M5 A2 43 _44 45 46 .1 2" mm max ID. in. max -1495 -.181 -1.697 ^4.364_ 11.866 i .-3J8J_ -.181 mm -1 ^697 47 I 48 1 49 50 I _4. "^ max LrnJnj I maxi -•181 -1.697 -.181 mini -1697 max 1 min ^ -•181 il697 51 52 M6 imax I j min i 53 54 55 56 57 58 _59 60 61 62 63 64 _6_5 66 M7 maxi •mj.n.J .max I rnJ.Q..l maxi min 6.203 6.203_ -4.544 6.203_ -4^544 max I min max j min 6.203 -4.544 10.783 -4.963 970J -6^0"46 5.469_ -11.6'67 0 0 4.386 t 5 I 6 -14.332 3 i 5.2d6 5.1 -23j84 3l 5^164 5 i -23.943 5.123 -24045 6^203_ -^•544 6.636_ -3 843 Imax 6^636 67 68 69 70. I 3 4_ 5^ mm 71 7'2 73 74 75 76 M8 max [min Imax i min max min -3^843 I 4 1 6^636 -3J43 _-3.843 _6.636 -3.843 max min 2 77 7"8 79 80 |max i min max I min 19^712 -4.066 19^469 -4.309 5.081 -24."l48_ 5^d39 -24.25 6 i 5 7.865 -1.034 5.804 0 0 0 0 _0 o" d b 0 _d_ _0_ 0 0 0_ 0 _0_ _0_ 0 -67^523 2 I 121372 2 I -76^935 47.763 -48.216 0 _0_ 0 2 I -12^415 2 i -4_3J88_ 2 i "49.299" -59^448 2_ 2 0 "d _0 0 2 I 121186 1_3 ._2 ..i_.-9_1476_! 5 79.03 -7341 0 0 d 0 0 -2.227 i 4 4.225 -3.807 5 4 I 2.645 -6.153 1495 -8.758 6.544 -8.116 19.225 -4.553 5 I 6.544_ 4 I -.8._lj6_ 5 6.544 " 4 -8.116 Imax mm 81 M9 82 Imax I min max i min 18._982 -4.796 5 4 18^738 -5\039 5 4" 7^478 -•82 6.544 -8.116 5 M 5 "6 0 _0 d d 0 0 0_ 0 _2 I _2 2 2 0 0 d 0 0 83.864 3 _-74J'd6 J _5 88.71 I 3 -75.992 0 0 d 0 2 I 93.568 -77.268 2 2 98.43J_ -78.533 0_ d 62.602 I 5 -32.361 T""4 2 2 2 1 2 TT 2 I 2 2 0 0 d d _o 0 2 2 0 d o_ "Q_ 0 2 I 20.129 2 1 -22.769 I 2 0_ 0 2 2 i _0 d 6.544 Ji8ji6_j 4.364 -7.157 0 d 0 0 d d' 0 d d 0 0 d _0 d 0 d _o_ 0 .^3.02 -2d.54 26.858 -34.791 '67.523_ -47.389 0 0 24.347 -19.633 48.694 -39.266 73.042 -58.9 2 1 97.389_ 2_i -78j33 2 I 18.066 2 I -40.889 83 max 7.291 4^364 1702 84 mm -.989 -7.157 -17.219 85 max 7.103 4.364 12.787 86 mm -1157 -7^157 -14^766 87 max 6^916 4^364 39^626 RISA-3D Version 5.0d [P:V.^\..^\^^^\^^.V\nalysis\Structural\Risa\3d\bldg1\bldg1recalc\omf@line 8^1r3d] Page 7 Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.00 OMF@Line1.2 Sept 29, 2006 9:58 AM Checked By:_ Envelope Member Section Forces (Continued) 88 89 9d Member Sec jniQ. max mm Axiallkl -J •326_ 6.728 -1.495 V Shearlkl _^7-L57_ i 4.364 I -7.157 Ic z Shearlkl Ic 0 Torauelk-ftl _0_ Ic y-v Momen... Ic z-z Momen... Ic 0 2 I -31.025 2" 2 66464 -47.389 91 92 93 94 95 96 M10 max mm max mm max mm -•181 -1607 15.538 -3.881 .181 -1607 12.873 -4.963 .181 10.208 -1.607 -6.046 0 _d_ _0_ d 0 0 d 2 I 127.702 -76.935 2 I 47.763 2 i -48.193 -12415 -43.888 97 98 99 max -.181 5.469 mm -1.607 -10.278 max -.181 4.386 0_ 0 49.299 -60.012 119.623 100 mm -1607 -1136 -91.476 101 Mil max 6.116 5.206 78.734 102 103 104 105 106. 107 108 109 110 111 112 113 114 115 116 117 mm max mm .j4.544 6.116 -4.544 -18.572 5.164 -18.613 3 Imax! 6.116 min I -4.544 I max I mm 6.116 -4.544 5 Imaxi 6.116 I 5 5.123 -18.655 5.081 _ -1_8j9_7 5.039 min I -4.544 M12 1 max Imin I 7.165 -3.843 J8J.38 9.739 Imaxt 7.165 i 6 I I min I -3.843 3 max! 7.165 5 6 Imini -3.843 I 5 I imax 118. 119 120 mm max I min 7.165 -3.843 7.165 -3.843 6 5^ d 5 _-1.034 7.d86 _-2.227_ 4.248 -3.8d7_ _2.64.5_ -5.3_86_ 1.495 -6.728 0 0 d 0 0_ 0 0 d 2 2 0_ 0 _0_ 0_ 0 4 "21 _0 0 _0 _0 0 -7341 83.382 -74.706 2 I 88.041 2 I -75.992 92.71 2 ^ -77.268 : 4 2 2 I 2 _97^389 -J8^533_ 69\669 ji32.361_ 20J29 -22.63 -3.02 -21098 26.858 -3"5.232' 5 3 66^464 5 -47^389 i 4 Envelope ASD Steel Code Checks Member Shape Code •.. Loc[ft] Ic Shear... Loc[.. Dir Ic Fa [ksi] Ft [ksi] Fb v-y •. Fbz-z.. Cb Cmy Cmz ASD £•• 1 Ml W14X90 .376 12 3 .092 0 Y 3 25.977 30 35^674 32.27 1.75 .6 .6 H1-2 2 M2 W14X90 .281 12 3 •066 0 Y 3 25.977 30 35^674 32.27 1.75 •6 .6 HI-2 3 M3 W18X50 .442 15 3 .082 0 Y 3 12.573 30 37^5 30 2.3 .6 .338 H1-2 4 M4 W18X50 .319 15 3 •059 0 Y 6 12.573 30 37^5 30 2.3 .6 •35 H1-2 5 M5 W18X50 .588 26 5 .112 26 J,L 6 4.185 30 37.5 21.007 2.3 .6 •85 H1-3 6 M6 W18X50 417"" 1 3 .190 1 Y 6 29.481 30 37.5 33 1.1 .6 •85 H1-2 7 M7 W18X50 412 26 5 .069 26 JL. 6 4^185 30 37.5 21.007 2.3 .6 •85 H1-3 8 M8 14X90 .278 12 5 .d66 0 y 5 25^977 30 35.674 32.27 1.75 •6 •6 H1-2 9 M9 W18X50 .287 15 5 .056 0 Y 5 12.573 30 37.5 33 2.3 •6 •354 H1-2 10 M10 W18X50 .588 26 4 .122 0 Y 6 4^185 30 37.5 21.007 2.3 •6 .85 H1-3 11 M11 W18X50 412 1 5 .147 1 Y 5 29.481 30 37.5 33 1.097 .6 .85 H1-2 12 M12 W18X50 412 26 4 .076 0 6 4^185 30 37.5 21.007 2.3 .6 •85 H1-3 RISA-3D Version 5^0d [P:V..V.^\^^^\^^^V\nalysis\Structural\Risa\3d\btdg1\bldg1recalc\omf@line 8^1.r3d] Page 8 Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.00 OMF@Line1.2 Sept 29, 2006 9:58 AM Checked By:_ Load Combinations 1 dl onlv 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-eg Yes 1 •9 3 -1 6 dl+.75IH-.75eq Yes •] 1 2 •75 3 •75 7 1 •4eg (drift) 3 •933 8 eg 3 1 9 Joint Deflections (By Combination) LC Joint Label X[in] Y[in] Z[in] X Rotation [rad] Y Rotation [radl Z Rotation Iradl 10 11 TT TT 7 7 I 7 7 N1 N2 _N3 N4 N5 N6 N7 N8 _N9 N10 0 0 •725_ •725 •725 1248_ 1252 0 •725 Nil •725 1252 .0_ 0._ 0 •032 -.002 0 0 0 _0 d 0 0 0 0 0 •031_ d _ -.032 .002 -•031 0 d d_ 0 0 d 0 0 0 0 0 0 0 -6.119e-3 -5.737e-3 -2.333e-3 -2.814e-3 •3,289e-3 -9ji3_e-_4. -16_22e-3 -5.731e-'3 -2.8146-3 -3.289e-3 -1.622e-3 RISA-3D Version 5.0d [P:\..^V^^\.^^\^^^\Analysis\Structural\Risa\3d\bldg1\bldg1recalc\omf@line 8.1r3d] Page 9 ? Tn &3 Thomton-Tomasetti Group Project Project #: Date: By: Sheet of. Checked by: Drawing #: -T = 1^^' \ 4- ^- R .. ^^^^^ , U-^ C-^-^) /tx{^ C» 1^"' — - 4 ^ ' r ^-^.S*/ FJ-1 ^Vftycrhaeuser Business TJ-BeamOe.ZO Serial Number: 7005108334 User: 2 10/11/2006 10:43:58 AM 1 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 Overall Dimension: 15' 6" I -ir «'• n|2j -J. r Product Diagram Is Conceptual. LOADS: Analysis Is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 26.5 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Floor{1.00) 16.0 18.0 13'6" To 15" 6" Replaces SUPPORTS: 1 Stud wall 2 Stud wall Input Widtli 3.50" 3.50" Bearing Length 2.25" 3.50" Vertical Reactions (lbs) Live/Dead/Upliftn'otal 362/235/0 / 597 405/290/0/694 Detail Other A3: Rim Board E1: Blocking -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A3: Rim Board,E1: Blocking DESIGN CONTROLS: 1 Ply 1 1/4" X 14" 0.8E TJ-Strand Rim Board® 1 Ply 14"TJI®110 1 Maximum Design Control Control Location Fnear (lbs) -591 571 1860 Passed (31%) Lt. end Span 1 under Floor ALTERNATE span loading Vertical Reaction (lbs) 579 579 1018 Passed (57%) Bearing 1 under Floor ALTERNATE span loading Moment (Ft-Lbs) 1888 1888 3565 Passed (53%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (In) 0.099 0.329 Passed (L/999+) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.161 0.657 Passed (L/979) MID Span 1 under Floor ALTERNATE span loading TJPro 55 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). Additional checks follow. -Right Overhang:(LL:0.200", TL:2L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Braclng(Lu): All compression edges (top and bottom) must be braced at 3' 8" 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 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: Celling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.38 PROJECT INFORMATION: Crescent Del Sol GG5532.00 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 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\FJ-l.sms "-^ ff) *^>XtvErluiniscr Business dl Att ^ ll/Sv A jtrk /Cv A oil — f_ TJ-Beam®6.20SerialNumi»rTOS51083^^ 14" TJI® 110 @ 16" O/C User: 2 10/11/2006 10:43:58 AM 2 Engine version 6 2016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not ail products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: OPERATOR INFORMATION: Crescent Del Sol Angela Hernandez GG5532.00 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\TJl\FJ-l.sms ^^^^^^^^^ Nn TJ-Beam®6.20SerialNumijerToSsiOM 14" TJI® 110 @ 16" O/C l^Y User 2 10/11/2006 10:43:58 AM ,ge3 EngineVe.sh,n 6 2016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group ^ 13' 1.75" 2' 1.75" Max. Vertical Reaction Total (lbs) 597 694 Max. Vertical Reaction Live (lbs) 362 405 Selected Bearing Length (in) 2.25(W) 3.50(W) Max. Onbraced Length (in) 44 88 88 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 225 -219 48 Max Shear at Support (lbs) 228 -236 53 Member Reaction (lbs) 228 290 Support Reaction (lbs) 235 290 Moment (Ft-Lbs) 736 -55 0 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 567 -547 91 Max Shear at Support (lbs) 575 -591 104 Member Reaction (lbs) 575 694 Support Reaction (lbs) 593 694 Moment (Ft-Lbs) 1863 -105 0 Live Deflection (in) 0.096 -0.040 Total Deflection (in) 0.159 -0.066 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 571 -544 48 Max Shear at Support (lbs) 579 -587 53 lember Reaction (lbs) 579 640 pport Reaction (lbs) 597 640 'noment (Ft-Lbs) 1888 -55 N/A Live Deflection (in) 0.099 -0.042 Total Deflection (in) 0.161 -0.068 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 221 -223 91 Max Shear at Support (lbs) 224 -240 104 Member Reaction (lbs) 224 344 Support Reaction (lbs) 232 344 Moment (Ft-Lbs) 712 -105 0 Live Deflection (in) -0.003 0.002 Total Deflection (in) 0.060 -0.024 PROJECT INFORMATION: OPERATOR INFORMATION: Crescent Del Sol Angela Hernandez GG5532.00 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\FJ-l.sms Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : 6 Building Construction Job#GG5532.00 10:50AIWI. 11 OCT 06 Scope: New Construction 51 General Timber Beam R«v: 580004 User: KW-0600037, Ver 5.8.0.1-D6C-2003 (c)1983-2003 ENERCALC Engineering Software Description FJ-2 Page 1 gg5532.ecw:Calculations | I General Information Code Ref: 1997/2001 NDS, 2000/2003IBC, 2003 NFPA SOOO. Base allowables are user defined | Section Name 2-2x12 Center Span 10.00 ft Lu 0.00 ft Beam Width 3.000 In Left Cantilever 5.00ft Lu O.OOft Beam Depth 11.250 in Right Cantilever ft Lu O.OOft Member Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 875.0 psi Load Dur. Factor 1.000 Fv Allow 85.0 psi Beam End Fixity Pin-Pin Fc Allow 625.0 psi Wood Density 35.000 pcf E 1,300.0 ksi Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 35.30 m LL 79.80 #/ft 35.30 #/ft LL 79.80 #/ft #/ft LL m 5 —m Point Loads Dead Load 160.0 lbs lbs Live Load lbs lbs ...distance -5.000 ft 0.000 ft lbs lbs lbs lbs lbs 0.000 ft lbs 0.000 ft lbs 0.000 ft lbs 0.000 ft lbs lbs 0.000 ft Summary Span= 10.00ft, Left Cant= 5.00ft, Beam Width = 3.000in x Depth = 11.25in, Ends are Pin-Pin Beam Design OK Max Stress Ratio 0.507 : 1 IVIaximum Moment -2.3 k-ff Maximum Shear * 1.5 1.1 k Allowable 4.6 k-ft Allowable 2.9 k Max. Positive Moment 0.94 k-ft at 6.108 ft Shear. Left 0.85 k Max. Negative Moment -1.34 k-ft at 0.000 ft @ Right 0.48 k Max @ Left Support -2.34 k-ft Camber: (§ Left 0.130 in Max Right Support 0.00 k-ft @ Center 0.019 in Max. M allow 4.61 Reactions... @ Right O.OOOin fb 443.98 psi fv 32.88 psi LeftDL 0.73 k Max 1.63 k Fb 875.00 psi Fv 85.00 psi Right DL 0.08 k Max 0.48 k Deflections Center Span... Deflection ...Location ...Length/Defl Dead Load 0.013 in 3.054 ft 9,478.0 fmmmsssiVsmmimsBmsissrsm'mss Total Load -0.029 in 5.629 ft 4,103.60 Camber ( using 1.5 * D.L. Defl) ... @ Center 0.019 in ©Left 0.130 in @ Right 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load -0.087 in 1,382.1 0.000 in 0.0 Total Load -0.172 in 698.9 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 : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : Q Building Constmction Job # GG5532.00 10:50AM, 11 OCT 06 Scope; New Construction Rev: 580004 User KW-0600037, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Description FJ-2 General Timber Beam Page 2 gg5532.ecw: Calculations Stress Calcs Bending Analysis Ck 31.260 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 1.34 k-ft 2.34 k-ft 0.00 k-ft @ Left Support 1.11 k 13.057 in2 85.00 psi 1.63 k 0.48 k Sxx 63.281 in3 CI 0.000 Sxx Rea'd 18.43 in3 32.11 in3 0.00 in3 @ Right Support 0.56 k 6.554 in2 85.00 psi Bearing Length Req'd Bearing Length Req'd Area 33.750 in2 Allowable ft? 875.00 psi 875.00 psi 875.00 psi 0.868 in 0.257 in Query Values M, V, & D @ Specified Locations @ Center Span Location = 0.00 ft @ Right Cant. Location = 0.00 ft @ Left Cant. Location = 0.00 ft Moment -2.34k-ft 0.00 k-ft -2.34 k-ft Shear 0.85 k 0.00 k 0.85 k Deflection 0.0000 In 0.0000 In 0.0000 in "AVttyeniacuser Business TJ-BeamO 6.20 Serial Number 7005108334 FJ-2A User 2 10/11/200611:00:32 AM Bage 1 Engine Version: 6.20.16 14" TJI® 360 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED E EH 1^ -16'- 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(ibs) Floor(1.00) 399 83 10' SUPPORTS: 1 Stud wall 2 Stud wall Input Bearing Vertical Reactions (lbs) Detail Width Length LIve/Dead/Upllftrrotal 3.50" 3.50" 788/314/0/1102 A1: Blocking 3.50" 2.25" 891/335/0/1226 A3: Rim Board Other 1 Ply 14" TJI® 360 1 Ply 1 1/4" X 14" 0.8E TJ-Strand Rim Board® -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): A1: Blocking,A3: Rim Board • DESIGN CONTROLS: Maximum Design Control Control Location jhear (lbs) -1202 -1192 1955 Passed (61%) RL end Span 1 under Floor loading Vertical Reaction (lbs) 1202 1202 1202 Passed (100%) Bearing 2 under Floor loading Moment (Ft-Lbs) 5036 5036 7335 Passed (69%) MID Span 1 under Floor loading Live Load Defl (in) 0.272 0.390 Passed (L/687) MID Span 1 under Floor loading Total Load Defl (in) 0.372 0.779 Passed (L/503) MID Span 1 under Floor loading TJPro 54 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). -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 4' o/c unless detailed othenivise. Proper attachment and positioning of lateral bracing is required to achieve member stability. TJ-Pro RATING SYSTEiW -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 wails. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.77 PROJECT INFORiWATiON: Crescent Del Sol GG5532.00 OPERATOR iNFORMATiON: Angela Hernandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AIHernandez@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\FJ-2.sms user. FJ-2A TJ-Beam*8.20SerialNumiwrToSsiOBM^ 14" TJI® 360 @ 16" O/C X<( f\ User 2 10/11/200611:00:33 AM I 2 EngineVerston 6 2016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ wan-ants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier orTJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORIMATiON: OPERATOR INFORiVIATION: Crescent Del Sol Angela Hernandez GG5532.00 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-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\FJ-2.sms TJ-Beam® 6.20 Serial Number: 7005108334 14" TJI® 360 (® 16" O/c User 2 10/11/2006 11:00:33 AM ^age3 Engine Version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 15' 7.00" Max. Vertical Reaction Total (lbs) 1102 1226 Max. Vertical Reaction Live (lbs) 788 891 Selected Bearing Length (in) 3.50(W) 2.25(W) Max. Unbraced Length (in) 48 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 303 -325 Max Shear at Support (lbs) 306 -327 Shear Within Span (lbs) -123 Member Reaction (lbs) 306 327 Support Reaction (lbs) 314 335 Moment (Ft-Lbs) 1326 Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) 1068 -1192 Max Shear at Support (lbs) 1078 -1202 Shear Within Span (lbs) -534 Member Reaction (lbs) 1078 1202 Support Reaction (lbs) 1102 1226 Moment (Ft-Lbs) 5036 Live Deflection (in) 0.272 Total Deflection (in) 0.372 PROJECT INFORiWATION: OPERATOR INFORiWATION: Crescent Del Sol Angela Hernandez GG5532.00 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 3ol\Analysls\Structural\TJI\FJ-2.sms Thomton-Tomasetti Group Ul Project. Project #: By: Checked by: Date: Sheet of. Drawing #: ^.5 I 1*^ 7f 4 1^ ( Tliornton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.tliettgroup.com Title : Crescent Dei Sol Condominium Job # GG5532.00 Dsgnr: SW/MS/AH Date: 11:19AM, 11 OCT 06 Description : 6 Building Constmction Scope: New Construction Rev: 560006 User KW.Oe00037, Ver 5.8.0.1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 | gg5532.ecw:Calculatlons | Description FB-1 General Information Steel Section: W12X26 Center Span Left Cant. Right Cant Lu: Unbraced Length 17.00 ft 0.00 ft 0.00 ft 0.00 ft Code Ref: AiSC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 L Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL & ST Act Together Distributed Loads #1 #2 Notel Short Term Loads Are WIND Loads. #3 #4 #5 #6 #7 DL LL ST Start Location End Location 0.345 0.494 17.000 k/ft k/ft k/ft ft ft Summary | Using: W12X26 section, Span = 17.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000 Actual Moment 31.248 k-ft fb: Bending Stress 11.227 ksi fb / Fb 0.473 :1 Beam OK Static Load Case Governs Stress Shear fv: Shear Stress fv/Fv 7.352 k 2.616 ksi 0.182 :1 Allowable 66.132 k-ft 23.760 ksi 40.473 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.275 in 1,731.2 :1 742.5 :1 Force & Stress Summary Maximum 31.25 k-ft DL Onlv 13.40 «- These columns are Dead + Live Load placed as noted • Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per Eq. E2-1, K*L/r< Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 7.35 k 7.35 k -0.275 in O.OOOin 0.000 in 0.000 ft 7.35 7.35 3.15 3.15 -0.118 0.000 0.000 0.000 3.15 3.15 LL 0>. Center 31.25 7.35 7.35 -0.275 0.000 0.000 0.000 LL+ST (3>. Center LL @ Cants LL+ST (9! Cants 7.35 7.35 -0.275 0.000 0.000 0.000 7.35 7.35 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 Tliornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Job # GG5532.00 Dsgnr: SW/MS/AH Date: 11:19AM, 11 OCT 06 Description : 6 Building Construction Scope: New Construction m Rev: 580006 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Softwrare — ^^:^?!ai'3isw5!?E?T,v'''-rT.:^?rf5'--s<"^^ Steel Beam Design Description FB-1 Page 2 fc gg5532.ecw: Calculations C [Section Properties W12X26 awawwiiiiuiiii',nii»wiiiiiwi' Depth 12.220 in Weight 25.98 #m Web Thick 0.230 in Ixx 204.000 in4 Width 6.490 in lyy 17.300 in4 Flange Thick 0.380 in Sxx 33.400 in3 Area 7.65 in2 Syy 5.340 in3 Rt 1.720 in R-xx 5.170 in Values for LRFD Design. R-yy 1.510 in J 0.300 in4 Zx 37.200 in3 Cw 606.00 in6 Zy 8.170 in3 K 0.680 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Job # GG5532.00 Dsgnr: SW/MS/AH Date: 11:19AM, 11 OCT06 Description : Q Building Construction Scope: New Construction Rev: 580004 User; KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Erigineeririg Software Description FB-2 General Timber Beam Page 1 ggS532.ecw:Calculations General Information Section Name 4x12 Beam Width Beam Depth Member Type Bm Wt. Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 13.50 ft Lu O.OOft 3.500 in Left Cantilever ft Lu 0.00 ft 11.250 in Right Cantilever ft Lu O.OOft Sawn Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi 1.000 Fv Allow 85.0 psi Pin-Pin Fc Allow 625.0 psi 35.000 pcf E 1,300.0 ksi Full l-ei^th Uniform Loads Center Left Cantilever Right Cantilever mmsmsmm^^^m^mp'xm^HS "j-w •r^^'^i/r^ ^^^^^'^^^ ^ska ssssfarv^s^jsw* DL 73.00 m LL 110.00 #m DL m LL m DL m LL m Summary | Beam Design OK Span= 13.50ft, Beam Width = 3.500in x Depth = 11.25in, Ends are Pin-Pin Max Stress Ratio 0.741 : 1 Maximum Moment 4.4 k-ft Maximum Shear* 1.5 1.7 k Allowable 5.9 k-ft Allowable 3.3 k Max. Positive Moment 4.39 k-ft at 6.750 ft Shear: @ Left 1.30 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 1.30 k Max @ Left Support 0.00 k-ft Camber: (g Left O.OOOin Max @ Right Support 0.00 k-ft @ Center 0.171 in Max. M allow 5.92 Reactions... @ Right O.OOOin fb 713.06 psi fv 42.78 psi LeftDL 0.56 k Max 1.30 k Fb 962.50 psi Fv 85.00 psi Right DL 0.56 k Max 1.30 k Deflections iiS^BSIMilBWWBBHFBBftpBaKEro^aiBj^fiT . Center Span... Dead Load Deflection -0.114 in ...Location 6.750 ft ...Length/Defl 1,417.3 Total Load -0.267 in 6.750 ft 607.72 Camber ( using 1.5 * D.L. Defl) J Center @ Left @ Right 0.171 in 0.000 in 0.000 in Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 In 0.0 Bending Analysis Ck 31.260 Le 0.000 ft Sxx 73.828 in3 Area 39.375 in2 Cf 1.100 Rb 0.000 CI 0.000 Max Moment Sxx Rea'd Allowable fb Ig Center 4.39 k-ft 54.69 in3 962.50 psi @ Left Support 0.00 k-ft 0.00 in3 962.50 psi l§ Right Support 0.00 k-ft 0.00 in3 962.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.68 k 1.68 k Area Required 19.819 In2 19.819 in2 Fv: Allowable 85.00 psi 85.00 psi Bearing @ Supports Max. Left Reaction 1.30 k Bearing Length Req'd 0.594 in Max. Right Reaction 1.30 k Bearing Length Req'd 0.594 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 : Crescent Dei Sol Condominium Job # GG5532.00 Dsgnr: SW/MS/AH Date: 11:19AM, 11 OCT06 Description : Q Building Construction Scope: New Construction Rev: 580004 User KW-0600037, Ver 5.8.0.1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-2 General Timber Beam Page 2 h gg5532.ecw:Calculatk>ns | I Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = O.OOft 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 1.30 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 : Crescent Del Sol Condominium Job # GG5532.00 Dsgnr: SW/MS/AH Date: 11:21AM, 11 OCT 06 Description : e Building Constmction Scope: New Construction Rev: 580006 User KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-3 Steel Beam Design Page 1 gg5532.ecw:Calculations General Information Steel Section : W12X26 Center Span Left Cant. Right Cant Lu: Unbraced Length Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC. 2003 NFPA 5000 \ 20.00 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 #1 DL 0.345 LL 0.429 #2 #3 #4 Notel Short Temi Loads Are WIND Loads. | ST Start Location End Location 20.000 #5 #6 #7 k/ft km k/ft ft ft Summary % Using: W12X26 section, Span = 20 End Fixity = Pinned-Pinned, Lu = 0 Moment fb: Bending Stress fb/Fb Shear fv: Shear Stress fv/Fv 00ft, Fy = 36.0ksi .00ft, LDF = 1.000 Actual 39.999 k-ft 14.371 ksi o.eos: 1 8.000 k 2.846 ksi 0.198 :1 Allowable 66.132 k-ft 23.760 ksi 40.473 k 14.400 ksi Beam OK Static Load Case Governs Stress Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.487 in 1,063.1 :1 493.0 :1 Maximum 40.00 k-ft 8.00 k 8.00 k -0.487 in O.OOOin 0.000 in 0.000 ft 8.00 8.00 DL Onlv 18.55 «- These columns are Dead + Live Load placed as noted ~» Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Fa calc'd per Eq. E2-1, K*L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 3.71 3.71 -0.226 0.000 0.000 0.000 3.71 3.71 LL \ Center 40.00 8.00 8.00 -0.487 0.000 0.000 0.000 8.00 8.00 LL+ST (S Center -0.487 0.000 0.000 0.000 8.00 8.00 LL gj Cants 0.000 0.000 0.000 0.000 LL+ST (3) Cants k-ft k-ft k-ft k-ft k k 0.000 In 0.000 in 0.000 in 0.000 in k k Thornton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Crescent Del Sol Condominium Job # GG5532.00 Dsgnr: SW/MS/AH Date: 11:21AM, 11 OCT 06 Description : Q Building Construction Scope: New Construction Rev: 580006 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-3 Steel Beam Design Page 2 gg5532.ecw:Calculations | [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 Thomton-Tomasetti Group Project. Project #:. By: Checked by:. Date: Sheet Drawing #:. of ? > ^ p •TT" P, ^ U<_. - (=:> '=1 2-- 5~ V pVf &5D Thomton-Tomasetti Group Project Project #: Date:. By: Sheet of. Checked by: Drawing #: 2 C S O S" ' Thomton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : 6 Building Constmction Job#GG5532.00 11:42AM, 11 OCT 06 Scope: New Constmction Rev: 580004 User KW-0600037, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Description FB-4 General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 5.125x13.5 Center Span 15.00 ft Lu 0.00 ft Beam Width 5.125 in Left Cantilever 2.50 ft Lu 0.00 ft Beam Depth 13.500 in Right Cantilever ft Lu 0.00 ft Member Type GiuLam Douglas Fir, 24F - V4 Bm Wt. Added to Loads Fb Base Allow 2,400.0 psi Load Dur. Factor 1.000 Fv Allow 240.0 psi Beam End Fixity Pin-Pin Fc Allow 650.0 psi Wood Density 35.000 pcf E 1,800.0 ksi Full Length Uniform Loads J Center DL 100.30 m LL 75.00 m Left Cantilever DL 100.30 m LL 75.00 #m Right Cantilever DL m LL #/ft Trapezoidal Loads #1 DL @ Left DL @ Right 234.00 #/ft 234.00 m LL @ Left LL (g Right 83.00 m start Loc 2.500 ft 83.00 m End Loc 15.000 ft Dead Load Live Load ...distance 413.0 lbs 240.0 lbs -2.500 ft lbs lbs \bs lbs 0.000 ft lbs 0.000 ft lbs 0.000 ft lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft 1 Summary i Beam Design OK Span= 15.00ft, Left Cant= 2.50ft, Beam Width = 5.125in x Depth = 13.5in, Ends are Pin-Pin Max stress Ratio 0.422 : 1 l^aximum IVIoment 13.1 k-ft Maximum Shear * 1.5 4.6 k Allowable 31.1 k-ft Allowable 16.6 k Max. Positive Moment 13.15 k-ft at 7.814 ft Shear: @ Left 3.24 k Max. Negative Moment -1.40 k-ft at 0.000 ft @ Right 3.66 k Max @ Left Support -2.23 k-ft Camber: @ Left 0.128 in Max @ Right Support 0.00 k-ft @ Center 0.277 In Max. M allow 31.13 Reactions-@ Right O.OOOin fb 1,013.60 psi fv 67.01 psi Left DL 2.90 k Max 4.37 k Fb 2,400.00 psi Fv 240.00 psi Right DL 2.49 k Max 3.66 k Deflections Center Span... Dead Load Deflection -0.184 in ...Location 7.674 ft ...Length/Defl 976.5 Camber ( using 1.5 * D.L. Defl)... @ Center 0.277 in @Left 0.128 In @ Right 0.000 in Total Load -0.276 in 7.605 ft 651.69 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.085 in 703.8 0.000 in 0.0 Total Load 0.131 in 456.5 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 : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : 6 Building Constmction Job#GG5532.00 11:42AM, 11 OCT 06 Scope: New Construction Rev: 580004 User; KW-0600037, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Description FB-4 Page 2 gg5S32.ecw:Calculattons Bending Analysis Ck 22.210 Cv 1.000 @ Center (g Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 13.15 k-ft 2.23 k-ft 0.00 k-ft @ Left Support 4.54 k 18.914 In2 240.00 psi 4.37 k 3.66 k Sxx CI 155.672 in3 Area 0.000 Sxx Rea'd 65.75 In3 11.16 In3 0.00 In3 @ Right Support 4.64 k 19.317 in2 240.00 psi Bearing Length Req'd Bearing Length Req'd 69.188 in2 Allowable fb 2,400.00 psi 2,400.00 psi 2,400.00 psi 1.313 in 1.098 In Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = (ffi Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment -2.23 k-ft 0.00 k-ft -2.23 k-ft Shear 3.24 k 0.00 k 3.24 k : Deflection 0.0000 in 0.0000 in 0.0000 in 'Solution: Envelope M1 mi The Thornton-Tomasetti... IT Department May 5, 2006 at 11:36 AM FB-5.r3d 00 00 CM COt-co CO Q O - <D 'f- > o o _J w to < (0 CO o o CM o I m u. m a: o _c c£ 2 O E (D 0> (C E o c E CD O. 0 Q CM CO m in CD CD CO CO 5 CM I 5 Csl CO -I 0) + £3. _l O Q 03 ~ > Oi c -> c O o _J CO CO in CO CO o o CM o O •o ui I CQ m I m o c d. 3 2 CD B 0) CO CQ E o 1- 0) c CD E •c CD Q. <D Q CvJ CO m in CD CD Company : The Thomton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532 RB-5 Oct 11, 2006 11:50 AM Checlced By: Global Display Sections for Member Calcs 5 Max Intemal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warpina Yes Area Load Mesh (in'^2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Vertical Axis Y IHot 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 Panne Beta Factor (PCA) .65 Concrete Stress Block Rectangular Use Cracked Sections Yes Bad Framing Warnings No Unused Force Wamings Yes Hot Rolled Steel Properties Label E [ksi] G [ksi] Nu Therm (\1E5 F) Density[km''3] Yield[ksi] 1 A36 29000 11154 .3 .65 .49 36 2 A572Grade50 29000 11154 .3 .65 .49 50 3 A992 29000 11154 .3 .65 .49 50 4 A500 42 29000 11154 .3 .65 .49 42 5 A500 46 29000 11154 .3 .65 .49 46 Hot Rolled Steel Section Sets Label Shape Design List Type Material Design Rules A [in2) lyy [in4] izz [in4] J [in4] Beam TU8X4X4 Tube I Beam I A500_46 I Typical 5.59 15.3 45.1 37.5 Member Primary Data 1 M1 N1 N2 90 Beam Tube Beam A500 46 Tvoical 2 M2 N2 N3 90 Beam Tube Beam A500 46 Typical 3 M3 N3 N4 90 Beam Tube Beam A500 46 Tvoical 4 M4 N4 N5 90 Beam Tube Beam A500 46 Typical Joint Coordinates and Temperatures Label Xfft] Yfftl zfftl Temp fF] Detach From Diap... 1 N1 0 0 0 0 2 N2 3 0 0 0 3 N3 8.167 -3.833 0 0 4 N4 10.583 -7.0833 0 0 5 N5 11.333 -14 0 0 RISA-3D Version 5.0d [P:\...\...\...\GG5532.00 - Cresent Del SolV\nalysis\Structural\Risa\3d\FB-5.r3d] Page 1 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532 RB-5 Oct 11,2006 11:50 AM Checked By: Joint Boundary Conditions Joint Label Xfk/in] Yfk/inl Zfk/inl X Rot.fk-ft/radI Y RoLfk-ft/rad] Z RoLfk-ft/rad] 1 N1 Reaction Reaction Reaction Reaction Reaction Reaction 2 N5 Reaction Reaction Reaction Reaction Reaction Reaction Joint Loads and Enforced Displacements (BLC 1: DL) Joint Labe LD.M Direction Maanitude[k.k-ft in.rad k*s'*2/ft] 1 N2 L Z 2.88 2 N3 L Z 1.142 Joint Loads and Enforced Displacements (BLC 2: LL) Joint Label LD.M Direction Maqnitudefk.k-ft in.rad k*s'^2/ft] 1 N2 L Z 1.48 2 N3 L Z .692 Member Distributed Loads (BLC 1 •DL) Member Label Direction Start Magnitudefk/ft.... End Magnitude[k/ft.d... Start Locationfft.%] End Location[ft.%] 1 M3 Z .165 .165 0 0 2 M4 Z .165 .165 0 0 Member Distributed Loads (BLC 2 •LL) Member Label Direction start Magnitude[k/ft.... End Magnitude[k/ft.d... Start Locationfft.%] End Location[ft.%] 1 M3 Z .096 .096 0 0 2 M4 Z .096 .096 0 0 Basic Load Cases BLC Description Category X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (... 1 DL DL -1 2 2 2 LL LL 2 2 Load Combinations Description Sol,. PD... SR.,, BLC Factor BLC Factor BLC Factor BLC Factor PLC Factor BLC Factor BLC Factor BLC Factor 1 DL Yes 1 1 1 1 1 2 DL+LL Yes 1 1 1 2 1 1 1 Envelope Joint Displacements 1 N1 max 0 1 0 1 0 2 0 1 0 1 0 1 2 min 0 1 0 1 0 1 0 2 0 2 0 1 3 N2 max 0 •J 0 1 .087 2 -6.415e-5 1 -2.276e-3 1 0 1 4 min 0 •J 0 1 .055 1 -1.865e-4 2 -3.634e-3 2 0 1 5 N3 max 0 •\ 0 1 .311 2 3.14e-3 2 -2.774e-3 1 0 1 6 min 0 -J 0 1 .192 1 1.957e-3 1 -4.506e-3 2 0 1 7 N4 max 0 •\ 0 1 .262 2 4.455e-3 2 -1.784e-3 1 0 1 8 min 0 1 0 1 .161 1 2.743e-3 1 -2.913e-3 2 0 1 9 N5 max 0 1 0 1 0 2 0 2 0 2 0 1 10 mm 0 1 0 1 0 1 0 1 0 1 0 1 RISA-3D Version 5.0d [P:\...\...\...\GG5532.00 - Cresent Del Sol\Analysis\Structural\Risa\3d\FB-5.r3d] Page 2 Company : The Thomton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532 RB-5 Oct 11, 2006 11:50 AM Checked By: Envelope Joint Reactions Joint xfk] Ic Y[kl Ic Zfk] Ic MX [k-ft] ic MY [k-ft] ic MZ [k-ft] Ic 1 N1 max 0 0 -3.531 1 .181 2 19.315 2 0 1 2 min 0 -| 0 •\ -5.523 2 .062 1 12.216 1 0 1 3 N5 max 0 i 0 1 -1.919 1 -8.847 1 -.09 1 0 1 4 min 0 1 0 1 -3.155 2 -14.465 2 -.151 2 0 1 5 Totals: max 0 1 0 1 -5.449 1 6 min 0 1 0 1 -8.678 2 Envelope Member Section Forces Member Sec Axiai[k] ic y Shear[k] zShear[k] ic Torque[k-ft] ic v-yMomen... ic z-z Momen. M1 max 0 -3.531 .181 -12.216 mm -5.523 .062 -19.315 max -3.545 .181 -9.563 mm -5.537 .062 -15.168 max -3.559 .181 -6.898 mm -5.551 .062 -11.01 max -3.574 .181 -4.224 mm -5.565 .062 -6.841 max -3.588 .181 -1.538 10 mm -5.58 .062 -2.662 11 M2 max .708 -.867 -1.272 12 mm -1.22 -1.441 -2.245 13 max -.738 -.867 -.109 14 mm -1.25 -1.441 -.259 15 max -.769 .867 1.777 16 mm -1.281 -1.441 1.103 17 max -.8 .867 3.862 18 mm -1.312 -1.441 2.364 19 max -.83 •867 5.996 20 mm -1.342 -1.441 3.675 21 M3 max .492 .354 6.156 22 mm .312 .233 3.769 23 max .737 .354 5.534 24 mm .46 .233 3.378 25 max .982 .354 4.664 26 mm .607 .233 2.838 27 max 1.227 .354 3.546 28 mm .755 .233 2.148 29 max 1.472 .354 2.18 30 mm .903 .233 1.309 31 M4 max 1.472 1.41 1.7 32 mm .903 .864 1.01 33 max 1.893 1.41 -.781 34 mm 1.157 .864 -1.226 35 max 2.314 1.41 -3.014 36 mm 1.411 .864 -4.884 37 max 2.734 1.41 -5.689 38 mm 1.665 .864 -9.275 39 max 3.155 1.41 -8.805 40 mm 1.919 .864 -14.397 Envelope Member Section Stresses Member Sec Axial[ksi] Ic y Shear[... Ic z Shear[... Ic y-Top[ksi] Ic y-Bot[ksl] Ic z-Top[ksi] ic z-Bot[ksl] Ic 1 M1 1 max 0 1 -.883 1 0 1 20.557 2 -13.002 1 1 0 1 0 1 2 min 0 1 -1.381 2 0 1 13.002 1 -20.5571 2 0 1 0 1 RISA-3D Version 5.0d [P:\...\...\...\GG5532.00 - Cresent Del Sol\Analysis\Structural\Risa\3d\FB-5.r3d; Page 3 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532 RB-5 Oct 11, 2006 11:50 AM Checked By:_ Envelope Member Section Stresses (Continued) Member Sec Axial[ksll Ic y Shear[... Ic z Shear[... Ic y-Top[ksi] ic y-Bot[ksi] ic z-Top[ksi] Ic z-Bot[ksi] ic 3 2 max 0 -.886 1 0 1 16.143 2 -10.178 1 0 1 0 1 4 min 0 -1.384 2 0 1 10.178 1 -16.143 2 0 1 0 1 5 3 max 0 -.89 1 0 1 11.718 2 -7.342 1 0 1 0 1 6 min 0 -1.388 2 0 1 7.342 1 -11.718 2 0 1 0 1 7 4 max 0 -.893 1 0 1 7.281 2 -4.495 1 0 1 0 1 8 min 0 -1.391 2 0 1 4.495 1 -7.281 2 0 1 0 1 9 5 max 0 -.897 1 0 1 2.833 2 -1.637 1 0 1 0 1 10 min 0 -1.395 2 0 1 1.637 1 -2.833 2 0 1 0 1 11 M2 1 max 0 -.177 1 0 1 2.39 2 -1.354 1 0 1 0 1 12 min 0 -.305 2 0 1 1.354 1 -2.39 2 0 1 0 1 13 2 max 0 -.185 1 0 1 .276 2 -.116 1 0 1 0 1 14 min 0 -.313 2 0 1 .116 1 -.276 2 0 1 0 1 15 3 max 0 -.192 1 0 1 -1.174 1 1.891 2 0 1 0 1 16 min 0 -.32 2 0 1 -1.891 2 1.174 1 0 1 0 1 17 4 max 0 -.2 1 0 1 -2.516 1 4.11 2 0 1 0 1 18 min 0 -.328 2 0 1 -4.11 2 2.516 1 0 1 0 1 19 5 max 0 -.208 1 0 1 -3.911 1 6.381 2 0 1 0 1 20 min 0 -.336 2 0 1 -6.381 2 3.911 1 0 1 0 1 21 M3 1 max 0 .123 2 0 1 -4.011 1 6.552 2 0 1 0 i 22 min 0 .078 1 0 1 -6.552 2 4.011 1 0 1 0 i 23 2 max 0 .184 2 0 1 -3.595 1 5.89 2 0 1 0 1 24 min 0 .115 1 0 1 -5.89 2 3.595 1 0 1 0 •j 25 3 max 0 .245 2 0 1 -3.021 1 4.964 2 0 1 0 1 26 min 0 .152 1 0 1 -4.964 2 3.021 1 0 1 0 1 27 4 max 0 .307 2 0 1 -2.286 1 3.774 2 0 1 0 1 28 min 0 .189 1 0 1 -3.774 2 2.286 1 0 1 0 1 29 5 max 0 .368 2 0 1 -1.393 1 2.32 2 0 1 0 1 30 min 0 .226 1 0 1 -2.32 2 1.393 1 0 1 0 1 31 M4 1 max 0 .368 2 0 1 -1.075 1 1.809 2 0 1 0 1 32 min 0 .226 1 0 1 -1.809 2 1.075 1 0 1 0 1 33 2 max 0 .473 2 0 1 1.305 2 -.831 1 0 1 0 1 34 min 0 .289 1 0 1 .831 1 -1.305 2 0 1 0 1 35 3 max 0 .578 2 0 1 5.198 2 -3.208 1 0 1 0 1 36 min 0 .353 1 0 1 3.208 1 -5.198 2 0 1 0 1 37 4 max 0 .684 2 0 1 9.871 2 -6.054 1 0 1 0 1 38 min 0 .416 1 0 1 6.054 1 -9.871 2 0 1 0 1 39 5 max 0 .789 2 0 1 15.322 2 -9.371 1 0 1 0 1 40 min 0 .48 1 0 1 9.371 1 -15.322 2 0 1 0 1 Envelope Member Section Deflec ons Member Sec X rinl Ic y [in] ic zfin] Ic X Rotate [r... ic (n^ L/y Ratio Ic (n^ L/z Ratio ic 1 Ml 1 max 0 1 0 1 0 1 0 1 NC 1 NC 1 2 min 0 -| 0 1 0 1 0 1 NC 1 NC 1 3 2 max 0 1 .008 2 0 1 -1.604e-5 1 4567.962 2 NC 1 4 min 0 1 .005 1 0 1 -4.662e-5 2 7212.539 1 NC 1 5 3 max 0 1 .027 2 0 1 -3.208e-5 1 1331.667 2 NC 1 6 min 0 1 .017 1 0 1 -9.325e-5 2 2106.66 1 NC 1 7 4 max 0 .054 2 0 1 -4.811e-5 1 662.151 2 NC 1 8 min 0 1 .034 1 0 1 -1.399e-4 2 1049.191 1 NC 1 9 5 max 0 1 .087 2 0 1 -6.415e-5 1 414.812 2 NC 1 10 min 0 .055 1 0 1 -1.865e-4 2 658.449 1 NC 1 11 M2 1 max 0 1 .087 2 0 1 2.015e-3 2 NC 2 NC 1 12 min 0 .055 1 0 1 1.305e-3 1 NC 1 NC 1 13 2 max 0 1 .149 2 0 1 2.813e-3 2 NC 2 NC 1 14 min 0 1 .093 1 0 1 1.784e-3 1 NC 1 NC 1 15 3 max 0 1 .211 2 0 1 3.611e-3 2 6298.735 2 NC 1 RISA-3D Version 5.0d [P:\...\...\...\GG5532.00 - Cresent Del SolV\nalysis\Structural\Risa\3d\FB-5.r3d] Page 4 Company : The Thomton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532 RB-5 Oct 11,2006 11:50 AM Checked By: Envelope Member Section Deflections (Continued) 16 min 0 1 .131 1 0 1 2.264e-3 1 NC 1 NC 1 17 4 max 0 •l .268 2 0 1 4.409e-3 2 6062.545 2 NC -| 18 niin 0 •l .165 1 0 1 2.744e-3 1 9805.509 1 NC 1 19 5 max 0 1 .311 2 0 1 5.207e-3 2 NC 2 NC 1 20 min 0 1 .192 1 0 1 3.224e-3 1 NC 1 NC 21 M3 1 max 0 1 .311 2 0 1 5.49e-3 2 NC 2 NC 1 22 niin 0 1 .192 1 0 1 3.393e-3 1 NC 1 NC •1 23 2 max 0 1 .309 2 0 1 5.366e-3 2 4890.117 2 NC l 24 min 0 1 .19 1 0 1 3.312e-3 1 8025.713 1 NC •| 25 3 max 0 1 .299 2 0 1 5.243e-3 2 3916.326 2 NC 1 26 mm 0 1 .184 1 0 1 3.231 e-3 1 6434.907 1 NC "I 27 4 max 0 •J .283 2 0 1 5.119e-3 2 5656.434 2 NC •| 28 min 0 1 .174 1 0 1 3.149e-3 1 9305.656 1 NC 29 5 max 0 1 .262 z 0 1 4.996e-3 2 NC 2 NC 1 30 min 0 .161 1 0 1 3.068e-3 1 NC 1 NC •| 31 M4 1 max 0 .262 2 0 1 3.376e-3 2 318.324 2 NC 1 32 min 0 1 .161 1 0 1 2.07e-3 1 518.668 1 NC 1 33 2 max 0 1 .174 2 0 1 2.532e-3 2 480.826 2 NC •\ 34 min 0 1 .106 1 0 1 1.552e-3 1 784.256 1 NC "1 35 3 max 0 .09 2 0 1 1.688e-3 2 926.195 2 NC •| 36 min 0 I .055 1 0 1 1.035e-3 1 1512.119 1 NC 37 4 max 0 1 .026 2 0 1 8.441e-4 2 3160.797 2 NC 38 min 0 1 .016 1 0 1 5.174e-4 1 5165.015 1 NC 1 39 5 max 0 1 0 1 0 1 0 1 NC 1 NC •| 40 min 0 1 0 1 0 1 0 1 NC 1 NC 1 Enye/ope Member Section Torsion Member Sec Torauefk-ftl ic Torsion Sh.. ic v-v Warn S... ic z-z Warn S... ic z-TooWar... Ic z-BotWar... ic 1 Ml 1 max .181 2 .149 2 NC NC NC NC 2 min .062 1 .051 1 NC NC NC NC 3 2 max .181 2 .149 2 NC NC NC NC 4 min .062 1 .051 1 NC NC NC NC 5 3 max .181 2 .149 2 NC NC NC NC 6 min .062 1 .051 1 NC NC NC NC 7 4 max .181 2 .149 2 NC NC NC NC 8 min .062 1 .051 1 NC NC NC NC 9 5 max .181 2 .149 2 NC NC NC NC 10 min .062 1 .051 1 NC NC NC NC 11 M2 1 max -.867 1 -.716 1 NC NC NC NC 12 min -1.441 2 -1.19 2 NC NC NC NC 13 2 max -.867 1 -.716 1 NC NC NC NC 14 min -1.441 2 -1.19 2 NC NC NC NC 15 3 max -.867 1 -.716 1 NC NC NC NC 16 min -1.441 2 -1.19 2 NC NC NC NC 17 4 max -.867 1 -.716 1 NC NC NC NC 18 min -1.441 2 -1.19 2 NC NC NC NC 19 5 max -.867 1 -.716 1 NC NC NC NC 20 min -1.441 2 -1.19 2 NC NC NC NC 21 M3 1 max .354 2 .293 2 NC NC NC NC 22 min .233 1 .193 1 NC NC NC NC 23 2 max .354 2 .293 2 NC NC NC NC 24 min .233 1 .193 1 NC NC NC NC 25 3 max .354 2 .293 2 NC NC NC NC 26 min .233 1 .193 1 NC NC NC NC 27 4 max .354 2 .293 2 NC NC NC NC 28 min .233 1 1 .193 1 NC NC NC NC RISA-3D Version 5.0d [P:\...\...\...\GG5532.00 - Cresent Del Sol\Analysis\Stmctural\Risa\3d\FB-5.r3d] Page 5 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532 RB-5 Oct 11,2006 11:50 AM Checked By: Envelope Member Section Torsion (Continued) Member TorqM9[k-ft] Torsion Sh... Ic y-y Warp S. z-z Warp S. z-Top War. JSL z-BptWar„ 29 max •354 NC NC -Ne_ NC 30 mm .233 NC _b!C_ NC 31 M4 max 1.41 1.164 NC NC NC 32 mm .864. .714 NC NC NC 33 max 1.41 1.164 NC NC NC 34 mm •864 •714 NC NC NC NC 35 max 1^41 1^164 NC NC NC NC mm •864 NC _NC_ NC NC 37 max 1.41 1.164 NC NC NC 38 mm •864 NC NC NC NC 39 max 1.41 1.164 NC -NQ_ NC NC 40 mm .864 .714 NC NC NC NC Envelope ASD Steel Code Checks Member Shape Code Check Loc[ft] Shear. Locfft] Dir ic. Fa [ksH , Ft [ksn Fb v-v Fbz-z, Cb Cmy Cmz ASD E Ml TU8X4X4 .677 .084 25.95 27^6 27^6 30.36 A. H1-2 M2 TU8X4X4 6.433 Ml. 6.433 23.135 27.6 27.6 30-36 H1-2 M3 TU8X4X4 •216 .036. AM. 25^185 27^6 27^6 30^36 •85 H1-2 M4 TU8X4X4I •505 6.957 .106 6.957 22.63 27.6 27.6 30.36 35 H1-2 RISA-3D Version 5.0d [P:\...\...\...\GG5532.00 - Cresent Del Sol\Analysis\Structural\Risa\3d\FB-5.r3d] Page 6 Thomton-Tomasetti Group ject ^J^^ys i^ CStTL^ Project Project #: By: Checked by:. Date: ^ " £3 Sheet of Drawing #: 4 X. o Thomton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : e Building Constmction Job#GG5532.00 2:11PM, 17 OCT 06 Scope: New Constmction Rev: 580004 User: KW-0600037, Ver S.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RJ-1 General Timber Beam Page ggSS32.ecw:Calculatlon8 "8 J I General Information Section Name 2x8 Beam Width 1.500 in Beam Depth 7.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 12.00 ft Lu O.OOft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 95.0 psi Fc Allow 625.0 psi E 1,600.0 ksi [FUII Length Uniform Loads —mmtm.nm i iiiliiiiiiiiiiiiiiiiiWiii«iiiMiMi«BBWBis Center Left Cantilever Right Cantilever DL DL DL 24.00 #m m m LL LL LL 21.30 m m m I 5 Summary | g> mu WHIM HMmmwuaiwiiMwjiiii^ Beam Design OK Spans 12.00ft, Beam Width = 1.500in x Depth = 7.25in, Ends are Pin-Pin Max Stress Ratio 0.751 : 1 Maximum Moment 0.9 k-ft Maximum Shear * 1.5 0.4 k Allowable 1.1 k-ft Allowable 1.0 k Max. Positive Moment 0.86 k-ft at 6.000 ft Shear: @Left 0.29 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 0.29 k Max @ Left Support 0.00 k-ft Camber: @Left O.OOOin Max @ Right Support 0.00 k-ft @ Center 0.245 in Max. M allow 1.15 Reactions... @ Right O.OOOin fb 788.07 psi fv 35.87 psi LeftDL 0.16 k Max 0.29 k Fb 1,050.00 psi Fv 95.00 psi Right DL 0.16 k Max 0.29 k Deflections Center Span.- Dead Load Deflection -0^163 in ...Location 6.000 ft ...Length/Defl 882.9 Camber ( using 1.5 * D.L^ Defl) ... @ Center 0.245 in @ Left 0.000 in @ Right 0.000 in TQt^i |,oad -0.293 in 6.000 ft 490.66 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 34.680 Le 0.000 ft Sxx 13.141 in3 Area 10.875 in2 Cf 1.200 Rb 0.000 CI 0.000 Max Moment Sxx Rea'd Allowable fb @ Center 0.86 k-ft 9.86 in3 1,050.00 psi @ Left Support 0.00 k-ft 0.00 In3 1,050.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,050.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.39 k 0.39 k Area Required 4.106 in2 4.106 in2 Fv: Allowable 95.00 psi 95.00 psi Bearing @ Supports Max. Left Reaction 0.29 k Bearing Length Req'd 0.307 in Max. Right Reaction 0.29 k Bearing Length Req'd 0.307 in Thomton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 Inrlne. CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Crescent Dei Sol Condominium Dsgnn SW/MS/AH Date: Description : 6 Building Constmction Job # GG5532.00 2:11PM, 17 OCT 06 , Scope: New Constmction Rev: 580004 User: KW-0600037, Ver 5.8.0.1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Description RJ-1 Page 2 gg5532.ecw:Caloulations M, V, & D @ Specified Locations Moment @ Center Span Location = O.OOft 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 0.29 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thomton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Crescent Del Sol Condominium Job # GG5532.00 Dsgnr SW/MS/AH Data: 2:10PM, 17 OCT 06 Description : 6 Building Constmction Scope: New Constmction Rev: 580004 User KW-0600037, Ver 5.8,0, l-Deo-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Description RJ-2 Page 1 gg5532.ecw:Calculation8 I General Information Section Name 4x6 Beam Width 3.500 in Beam Depth 5.500 in Member Type Sawn 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 deflned Center Span 7.00 ft Lu O.OOft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 95.0 psi Fc Allow 625.0 psi E 1,600.0 ksi I Trapezoidal Loads #1 DL@Left DL @ Right #/ft 33.00 #m LL @ Left LL @ Right #/ft 29.30 #m Start Loc End Loc 0.000 ft 7.000 ft I Point Loads Dead Load Live Load ...distance 189.0 lbs 168.0 lbs 1.500 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs 0.000 ft lbs lbs lbs 0.000 ft lbs 0.000ft b Summary Beam Design OK Span= 7.00ft, Beam Width •• Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 369.95 psi Fb 1,137.50 psi 3.500in X Depth = 5.5in, Ends are Pin-Pin 0.325 : 1 0.5 k-ft 1.7 k-ft 0.54 k-ft -0.00 k-ft 0.00 k-ft at at 1.512 ft 7.000 ft Maximum Shear' Allowable Shear: 1.5 0.00 1.67 ^ Fv k-ft 28.56 psi 95.00 psi Reactions... LeftDL Right DL Camber 0.20 k 0.13 k @Left @ Right @Left @ Center @ Right Max Max 0.5 k 1.8 k 0.37 k 0.24 k O.OOOin 0.049 In O.OOOin 0.37 k 0.24 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber (using 1.5' @ Center ©Left @ Right Dead Load -0.033 in 3.304 ft 2,546.0 D.L. Defl)... 0.049 in 0.000 in 0.000 in Total Load -0.059 in 3.304 ft 1,413.54 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 5 Total Load 0.000 in 0.0 0.000 in 0.0 Stress Calcs Bending Analysis Ck 34.680 Le 0.000 ft Sxx 17.646 in3 Area 19.250 in Cf 1.300 Rb 0.000 CI 0.000 Max Moment Sxx Rea'd Allowable ft> @ Center 0.54 k-ft 5.74 in3 1,137.50 psi @ Left Support 0.00 k-ft 0.00 in3 1,137.50 psi @ Right Support 0.00 k-ft 0.00 in3 1,137.50 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.55 k 0.31 k Area Required 5.788 in2 3.302 in2 Fv: Allowable 95.00 psi 95.00 psi Bearing @ Supports Max. Left Reaction 0.37 k Bearing Length Req'd 0.169 in Max. Right Reaction 0.24 k Bearing Length Req'd 0.109 In Thomton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Dei Sol Condominium Dsgnr: SW/MS/AH Data: Description : e Building Constmction Job # GG5532.00 2:10PM, 17 OCT 06 Scope: New Constmction Rev: 580004 User KW-0800037, Ver 5.8.0.1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software mmms^mmum General Timber Beam Page 2 gg5532.ecw:Calculatlons Description RJ-2 M, V, & D @ Specified Locations Moment @ Center Span Location - 0.00 ft 0.00 k-ft @ Right Cant. Location = 0.00 ft 0.00 k-ft Left Cant. Location = O.OOft 0.00 k-ft Shear 0.37 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thomton-Tomasetti Group Project Project #:. By: Checked by:, Date: Sheet of. Drawing #: p, 4. RJ-3 'A\(6veiiiaeuser Business TJ-Beame 6.20 Serial Number 7005108334 User 2 10/11/200612:04:02 PM 1 Engine Version: 8.20.16 16" TJI® 560 @ 16" O/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ^1 Overal Dimension: 29' 6" * 1 IF -25' 6" Product Diagram is ConceptuaL LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 10.0 Live at 100 % duration, 9.5 Dead Vertical Loads: Type Class LK^e Dead Location Application Comment Uniform(psf) Floor(1.00) 30.0 17.0 6'6" To 23' Adds To Point(lbs) Floor(1.00) 69 78 0 Point(ibs) Floor(1.00) 69 78 29'6" Point(lbs) Floor(1.00) 69 211 6'6" Point(ibs) Floor(1.00) 69 211 23' SUPPORTS: Stud wail Stud wail Input Bearing Vertical Reactions (lbs) Detail Width Length Live/Dead/Upliftrrotal 3.50" 3.50" 672 / 663/0/1335 E1: Blocking 3.50" 3.50" 672 / 663/0/1335 E1: Blocking Other 1 Ply 16" TJI® 560 1 Ply 16" TJI® 560 ^ee TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): El: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 1132 -1095 2710 Passed (40%) RL end Span 1 under Floor ADJACENT span loading Vertical Reaction (lbs) 1335 1335 3000 Passed (44%) Bearing 2 under Floor ADJACENT span loading Moment (Ft-Lbs) 7472 7472 12925 Passed (58%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0.385 0.630 Passed (L/786) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.699 1.260 Passed (L/433) MID Span 1 under Floor ALTERNATE span loading TJPro 35 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). Additional checks follow. -Left Overhang:(LL:0.200", TL:2L/240). -Right Overhang:(LL:0.200", TL:2L/240). -Deflection analysis is based on composite action with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): Ail compression edges (top and bottom) must be braced at 6' 8" o/c unless detailed othenvise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include altemate and adjacent member pattern loading. PROJECT INFORIWATION: Crescent Dei Sol GG5532.00 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\Analysls\Structural\TJI\RJ-3. sms ^^^^^ „ fp^l- TJ-Beame8.20SerialNum^TO^lOB^™*' 16" TJI® 560 @ 16" O/C User 2 10/11/200612:04:02 PM ,2 Enginev«.k,„:82016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provides additional floor perfonnance 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: 2.37 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 provkled 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 ttie TJ Distribution product listed above. -Live load on portion of joist area is very low. PROJECT INFORMATION: OPERATOR INFORMATION: Crescent Del Sol Angela Hernandez GG5532.00 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\TJl\RJ-3.sms RJ-3 ^'Xfeyrrhaaijet Business TJ-Beam« 6.20 Serial Number 7005108334 User: 2 10/11/200612:04:02 PM 1^3 Engine Version: 6.20.16 16" TJI® 560 @ 16" O/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 2' 1.75 Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Onbraced Length (in) 175 ' 25' 2 1335 672 3.50(W) 175 80 .50" 2' 1.75" 1335 672 3.50(W) 175 175 Loading on all spans, LDF » 0.90 , 1.0 Dead Shear at Support (lbs) -103 540 -540 Max Shear at Support (lbs) -105 558 -558 Shear Within Span (lbs) N/A -503 Member Reaction (lbs) 663 663 Support Reaction (lbs) 663 663 Moment (Ft-Lbs) N/A -197 3314 -197 103 105 N/A 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) Live Deflection (in) Total Deflection (in) LDF = 1.00 , 1.0 Dead -I- 1.0 Floor -199 1088 -1088 199 -203 1125 -1125 203 N/A 1012 N/A 1328 1328 1328 1328 N/A -375 7293 -375 0 -0.085 0.366 -0.085 -0.159 0.679 -0.159 ALTERNATE span loading on odd # spans, LDF ^hear at Support (lbs) K Shear at Support (lbs) "shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) -199 -203 1.00 540 558 N/A N/A 0.006 -0.068 760 760 -375 -503 3135 -0.020 0.294 0 Dead +1.0 Floor -540 199 -558 203 N/A 760 760 -375 0 0.006 -0.068 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + Shear at Support (lbs) -103 1088 -1088 103 Max Shear at Support (lbs) -105 1125 -1125 105 Shear Within Span (lbs) N/A 1012 Member Reaction (lbs) 1230 1230 Support Reaction (lbs) 1230 1230 Moment (Ft-Lbs) N/A -197 7472 -197 Live Deflection (in) -0.091 0.385 Total Deflection (in) -0.166 0.699 1.0 Floor N/A 0 -0.091 -0.166 PROJECT INFORMATION: Crescent Del Sol GG5532.00 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. OPERATOR INFORMATION: Angela (Hernandez 2415 Campus Dr. Suite 110 livine, CA 92612 Phone: 9492713300 AHemandez@thettgroup.com P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysi5\Structural\TJI\RJ-3.3ms TJ-Beam®6.20SerialNumi»n?W5t^ 16" TJI® 560 @ 16" O/C Us^ 2 10/11/2006 12*04*02 PM 1^4 Engineve»ion 62016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN F CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 1, LDF =1.00, 1.0 Dead + 1.0 Floor Shear at Support (lbs) -199 1095 -1081 103 Max Shear at Support (lbs) -203 1132 -1118 105 Shear Within Span (lbs) N/A 1019 N/A Member Reaction (lbs) 1335 1223 Support Reaction (lbs) 1335 1223 Moment (Ft-Lbs) N/A -375 7383 -197 0 Live Deflection (in) -0.087 0.375 -0.089 Total Deflection (in) -0.161 0.689 -0.164 ADJACENT span loading over support # 2, LDF =1.00, 1.0 Dead + 1.0 Floor Shear at Support (lbs) -103 1081 -1095 199 Max Shear at Support (lbs) -105 1118 -1132 203 Shear Within Span (lbs) N/A -1019 N/A Member Reaction (lbs) 1223 1335 Support Reaction (lbs) 1223 1335 Moment (Ft-Lbs) N/A -197 7383 -375 0 Live Deflection (in) -0.089 0.375 -0.087 Total Deflection (in) -0.164 0.689 -0.161 PROJECT INFORMATION: OPERATOR INFORMATION: Crescent Dei Sol Angela Hernandez GG5532.00 2415 Campus Dr. Suite 110 In/ine, CA 92612 Phone: 9492713300 AHemandez@thettgroup.com Copyright <5) 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Beam® are registered trademarks of Trus Joist. e-I Joist*", Pro*" and TJ-Pro** are trademarks of Trus Joist. P:\CAI\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\RJ-3.sms Project Thomton-Tomasetti Group Project #:. By: Checked by:. Date: <S OG? Sheet of Drawing #: i UD/2, RJ-4 ^VKyeiliaeusei Business TJ-BeamO 6.20 Serial Number 700S108334 User. 2 10/11/200612:09:43 PM 11 Engine Version: 6.20.16 5 1/4" X16" 2.0E Paraliam® PSL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Overall Dimension: 29' 6" t 2* -25" 6" -i T Product Diegrnn is ConceptusL LOADS: Analysis is for a Joist Member. Primary Load Group - Residential Vertical Loads: Type Class Live Dead Location UnifonTj(psO Floor(1.00) 30.0 17.0 16'6" To 23' Uniform(psf) Floor(1.00) 200.0 17.0 6'6" To 16'6" Point(ibs) Floor(1.00) 69 78 0 Point{lbs) Floor(1.00) 69 78 29'6" Point(lbs) Floor<1.00) 69 211 6'6" Point(ibs) Floor<1.00) 69 211 23' Exterior Balconies (psf): 10.0 Live at 100 % duration, 9.5 Dead Application Adds To Adds To Comment SUPPORTS: ki Stud wall Stud wall Input Bearing Vertical Reactions (lbs) Width Length Live/DeadAJpliftrTotal 3.50" 1.50" 2097 / 663 / 0 / 2760 3.50" 1.50" 1513/663/0/2176 Detail El: Blocldng El: Blocking Other 1 Ply 1 1/4" X16" 1.3E TimberStrand® LSL 1 Ply 1 1/4" X16" 1.3E TimberStrand® LSL -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): El: Blocking DESIGN CONTROLS: Maximum Design Control Control Location Shear (lbs) 2557 2519 16240 Passed (16%) Lt. end Span 1 under Floor ADJACENT span loading Vertical Reaction (lbs) 2760 2760 7809 Passed (35%) Bearing 1 under Floor ADJACENT span loading Moment (Ft-Lbs) 18039 18039 54529 Passed (33%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0.442 0.630 Passed (L/685) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.549 1.260 Passed (L/551) MID Span 1 under Floor ALTERNATE span loading TJPro 52 30 Passed Span 1 -Deflection Criteria: STANDARD(LLU480,TLL/240). Additional checks follow. -Left Overhang:(LL:0.200", TL:2L/240). -Right Overhang:(LL:0.200", TL:2L/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 21' 10" 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 altemate and adjacent member pattern loading. PROJECT INFORMATION: Crescent Del Sol GG5532.00 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 ParallamS is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analy3is\Structural\TJI\RJ-4.sms * Tj.Bean*6'2o's«ie>NtSi^Ss&^ 5 1/4" X16" 2.0E Paraliam® PSL @ 16" o/c f?^'^ Z:^^^^:^ THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN W CONTROLS FOR THE APPLICATION AND LOADS LISTED 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: 11 ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ wanrants 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 applteation, 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 availal}ility. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Live load on portion of joist area is very low. PROJECT INFORMATION: OPERATOR INFORMATION: Crescent Del Sol Angela Hernandez GG5532.00 2415 Campus Dr. Suite 110 In/ine, CA 92612 Phone: 9492713300 AHemandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business ParallamcB is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJl\RJ-4.sms RJ-4 ^A^tfcyeihaeuser Business TJ-BeanKD 6.20 Serial Number 7005108334 User 2 10/11/2006 12:09:44 PM 3 Engine Version: 6.20.16 5 1/4" X16" 2.0E Paraliam® PSL @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 1.75" Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) 263 25' 2760 2097 ,50(W) 2.50" 2' 2176 1513 1.50(W) 1.75" 263 263 263 263 Loading on all spans, LDF = Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) N/A Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) N/A 0.90 , 1.0 Dead -86 539 -539 86 -105 558 -558 105 503 N/A 663 663 663 663 -197 3314 -197 N/A 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) Live Deflection (in) Total Deflection (in) LDF = 1.00 , 1.0 Dead +1.0 Floor -164 2512 -1927 164 -203 2550 -1966 203 N/A 2437 N/A 2753 2169 2753 2169 N/A -375 17860 -375 N/A -0.116 0.435 -0.104 -0.143 0.542 -0.132 _ALTERNATE span loading on odd # spans, LDF = 1.00 |ear at Support (lbs) -164 539 Fx Shear at Support (lbs) -203 558 ahear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) N/A N/A 0.002 -0.025 760 760 -375 503 3135 -0.007 0.100 0 Dead +1.0 Floor -539 164 -558 203 N/A 760 760 -375 N/A 0.002 -0.025 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead + Shear at Support (lbs) -86 2512 -1927 86 Max Shear at Support (lbs) -105 2550 -1966 105 Shear Within Span (lbs) N/A 2437 Member Reaction (lbs) 2655 2071 Support Reaction (lbs) 2655 2071 Moment (Ft-Lbs) N/A -197 18039 -197 Live Deflection (in) -0.118 0.442 Total Deflection (in) -0.146 0.549 1.0 Floor N/A N/A -0.106 -0.134 PROJECT INFORMATION: Crescent Del Sol GG5532.00 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 Paraliam® is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\RJ-4.sms RJ-4 AVfcyeiliaeusa'Business Tj-Bea,n«62osert,i.:;;iSSI^S!sr^ 5 1/4" X16" 2.0E Paraliam® PSL @ 16" o/c fPf\ User 2 10/11/200612:09:44 PM ^4 Engine version 6 2016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support # 1, LDF =1.00, 1.0 Dead +1.0 Floor Shear at Support (lbs) -164 2519 -1920 86 Max Shear at Support (lbs) -203 2557 -1959 105 Shear Within Span (lbs) N/A 2444 N/A Member Reaction (lbs) 2760 2064 Support Reaction (lbs) 2760 2064 Moment (Ft-Lbs) N/A -375 17940 -197 N/A Live Deflection (in) -0.116 0.438 -0.105 Total Deflection (in) -0.144 0.545 -0.133 ADJACENT span loading over support # 2, LDF = 1.00, 1.0 Dead + 1.0 Floor Shear at Support (lbs) -86 2505 -1934 164 Max Shear at Support (lbs) -105 2543 -1973 203 Shear Within Span (lbs) N/A 2430 N/A Member Reaction (lbs) 2648 2176 Support Reaction (lbs) 2648 2176 Moment (Ft-Lbs) N/A -197 17960 -375 N/A Live Deflection (in) -0.117 0.439 -0.105 Total Deflection (in) -0.145 0.546 -0.132 PROJECT INFORMATION: OPERATOR INFORMATION: Crescent Del Sol Angela Hemandez GG5532.00 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHemandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business ParallamE) is a registered trademark of Trus Joist. P:\CAl\Projects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\RJ-4.sms 4 Project. Thomton-Tomasetti Group mo Project #: By: Checked by: Date: S 'iPCp Sheet of Drawing #: • . • ''L .y ,, " ... . . . : '^•f^l C^^l l.^^ - SS-b.'*'-^' RJ-5 16" TJI® 560 @ 16" O/C ^M,^Xb"ah>eiiser Bunncss TJ-Baarn96.25 Serial Number ' l^i^e.^t^;^^7i THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED user. Overall Dimension: 29' 6" I 1 2" 4--25' -* r Product nagram to ConceptuaL LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(lbs) Floor(1.00) 106 120 0 Polnt(lbs) Floor(1.00) 154 174 10'6" PoinKlbs) Floor(1.00) 96 108 15'6" PolnKlbs) Floor(1.00) 59 66 29-6" Unifomi(plf) Floor(1.00) 14.0 13.0 0 To 29" 6" Adds To SUPPORTS: 1 Stud wall 2 Stud wall Input Width 3.50" 3.50" Bearing Length 3.50" 3.50" Vertical Reactions (ibs) LIvemead/UpHfl/Total 471 /483 / 0 / 954 374 / 368 / 0/742 Detail Other El: Blocking E1: Bk>cking TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): El: Blocking DESIGN CONTROLS: 1 Ply 16" TJI® 560 1 Ply16"TJI®560 Shear (Ibs) Vertk»l Reaction (ttjs) Moment (Ft-Lbs) Live Load Defl (in) Total Load Defl (in) TJPro Maximum Design Control Control Location 670 658 2710 Passed (24%) Lt end Span 1 under Fk)or ADJACENT span k>ading 954 954 3000 Passed (32%) Bearing 1 under Fk>or ADJACENT span toading 4496 4496 12925 Passed (35%) MID Span 1 under Floor ALTERNATE span toading 0.210 0.630 Passed (L/99g->-) MID Span 1 under Fk>or ALTERNATE span loading 0.402 1.260 Passed (LA752) MID Span 1 under Floor ALTERNATE span toading 35 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:U480,TL:L/240). Additional checks follow. -Left Overhang:(LL0.200", TL:2L/240). -Right Overhang:(LL0.200", TL:2L«40). -Deflection analysis is based on composite actton with single layer of 19/32" Panels (20" Span Rating) GLUED & NAILED wood decking. -Bracing(Lu): All comprossfon edges (top and bottom) must be braced at 8' T o/c unless detailed otherwise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load condittons consktered in this design analysis include attemate and adjacent member pattern loading. PROJECT INFORMATION: Cresent del Sol OPERATOR INFORMATION: Stephanie Welsh Thornton Tomasetti 2415 Campus Drive STE 110 Irvine, CA 92612 Phone: 949 271-3300 stephwelsh@cox.net Copyright -4' 2006 by Trus Joist, a Weyerhaeuser Business TJI* and TJ-Beamf, are registered trademarks of Trus Joist. e-I Joist",Pro" and TJ-Pro" are trademarks of Trus Joist. ^Awodhaeuser RJ-5 A^Xbdhaeuser BusDos TJ-eaame 6.25 Sarial Numbar. Usar2 9Q7/2005 8:48:32 AM 2 Engine Varslon: 6.25.71 16" TJKS) 560 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED TJ-Pro RATING SYSTEM -The TJ-Pro Rating System value provkies addittonal fk>or perfonnance infonnation and is based on a GLUED & NAILED 19/32" Panels (20" Span Rating) decking. The controlling span is supported by walls. Additional consklerattons for this rating include: Ceiling - None. A structural analysis of the deck has not been perfbnned by the program. Comparison Value: 2.37 ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software devetoped by Tms Joist (TJ). TJ warrants the sizing of Its products by this software will be accompltehed in accordance with TJ product design critsria and code accepted design values. The spedfk: product «4)pncatk>n, input design loads, and stated dimensk>ns have been provfcied by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your suppHar or TJ technk^al representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for BuiMing Code UBC analyzing the TJ Distribution product listed above. -Dead load on portion of joist area is less than minimum alknvsd. -Live load on portkm of joist area is very low. PRQJPPTIHFQRB^TIQN: Cresent del Sol OPERATOR INFORMATION: Stephanie Welsh Thornton Tomasetti 2415 Campus Drive STE 110 Irvine, CA 92612 Phone:949271-3300 stephwelsh@cox.net Copyright ? 2006 by Trus Joist, a Weyerhaeuser Business TJI* and TJ-Beam! are registered trademarks of Trus Joist. e-1 Joist",Pro" and TJ-Pro" are trademarks of Trus Joist. '^^^ " •'A\(fcvedil!eiijerl RJ-5 TJKS) 560 @ 16" O/C A^>hrmriw(T Business <fC TJ-eaan« 6.25 Sarial Nutnbar 10 3 Engi^arsicn 62571 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Onbraced Length (in) 175 .75" ^ 25 954 471 3.50(W) 175 103 2.50" 2' 1.75" 742 374 3.50(W) 175 175 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 -146 329 -148 336 227 483 483 -287 2170 -269 92 -274 94 N/A 368 368 -172 N/A Loading on all spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) -280 652 -537 179 Max Shear at Support (lbs) -284 664 -548 183 Shear Within Span (lbs) N/A 439 N/A Member Reaction (lbs) 948 731 Support Reaction (lbs) 948 731 Moment (Ft-Lbs) 0 -547 4285 -330 N/A Live Deflection (in) -0.043 0.188 -0.041 Total Deflection (in) -0.086 0.379 -0.083 ALTERNATE span loading on odd # spans, LDF = 1.00 , 1.0 Dead + 1.0 Floor Shear at Support (lbs) -280 333 -265 179 Shear at Support (lbs) -284 340 -270 183 ar Within Span (lbs) N/A 231 N/A Smber Reaction (lbs) 624 453 Support Reaction (lbs) 624 453 Moment (Ft-Lbs) 0 -547 1961 -330 N/A Live Deflection (in) 0.008 -0.023 0.007 Total Deflection (in) -0.035 0.169 -0.035 ^eml 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 -146 -148 0 -0. -0. 051 094 1.00 , 1 648 660 435 808 808 -287 4496 0.210 0.402 .0 Dead + -541 92 -552 94 646 '646 -172 1.0 Floor N/A N/A -0.048 -0.089 PROJECT INFORMATION: Cresent del Sol Copyright ! 2006 by Trus Joist, a Weyerhaeuser Business TJI* and TJ-Bea»t' are registered trademarks of Trus Joist. e-1 Joist", Pro" and IJ-Pro" are trademarks of Trus Joist. OPERATOR INFORMATION- Stephanie Welsh Thomton Tomasetti 2415 Campus Drive STE 110 Irvine, CA 92612 Phone: 949 271-3300 stephwelsh@cox.net •••»«5».3«i-lv;J RJ-5 I^^Xbiediaeuser Business TJ-BeamO 6.25 Sarial Numbar User 2 9C7/2005 8:48:32 AM 4 Engine Vacsion: 8.25.71 16" TJKS) 560 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADJACENT span loading over support 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, LDF -280 -284 N/A 0 -0.044 -0.088 1.00, 1.0 Dead +1.0 Floor 658 -531 92 670 -542 94 445 N/A 954 636 954 636 -547 4365 -172 N/A 0.196 -0.045 0.388 -0.086 ADJACENT span loading over support # 2, LDF = 1.00, 1.0 Dead + 1.0 Floor Shear at Support (lbs) -146 641 -548 179 Max Shear at Support (lbs) -148 654 -559 183 Shear Within Span (lbs) N/A 428 N/A Member Reaction (lbs) 802 742 Support Reaction (lbs) 802 742 Moment (Ft-Lbs) 0 -287 4419 -330 N/A Live Deflection (in) Total Deflection (in) -0.049 -0.092 0.202 0.394 -0.044 -0.085 PROJECT INFORMATION. Cresent del Sol OPERATOR INFORMATION: Stephanie Welsh Thomton Tomasetti 2415 Campus Drive STE 110 Irvine, CA 92612 Phone:949271-3300 stephwelsh(gcox.net Copyright c- 2006 by Trus Joist, a Weyerhaeuser Business TJI* and TJ-Beamt are registered trademarks of Trus Joist. e-I Joist", Pro" and TJ-Pro" are trademarks of Trus Joist. Thomton-Tomasetti Group Wo Project. Project #: By: Checked by: Date: Sheet of. Drawing #: . •^A'VCfeyeihaeuscr Business TJ-Beam(S 6.20 Serial Number 7005108334 _ User 2 10/12/2006 3:18:51 PM ^^^^ige 1 Engine Version: 6.20.16 RJ-6 16" TJI® 560 @ 16" O/C THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED boy Overall Dimension: 21' 6" 1 En -19' 6" Product Diagram is ConceptuaL LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 40.0 Live at 100 % duration, 28.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Point(ibs) Fioor(1.00) 160 512 6' 6" Point(ibs) Fioor(1.00) 43 148 13' Point(ibs) Floor{1.00) 43 148 21'6" SUPPORTS: 1 Stud wall 2 Stud wail Input Bearing Vertical Reactions (Ibs) Detail Width Length LIve/DeadAJplift/Total 3.50" 3.50" 643/737/0/1380 A1:Bloci<ing 3.50" 3.50" 761/874 / 0/1634 El: Blocicing Other 1 Ply 16" TJi® 560 1 Piy 16" TJi® 560 ee TJ SPECiFiER'S / BUILDERS GUIDE for detaii(s): A1: Biocl(ing,E1: Biocicing iSIGN CONTROLS: Maximum Design Control Control Location Shear (ibs) 1361 1354 2710 Passed (50%) Lt. end Span 1 under Floor ALTERNATE span loading Vertical Reaction (ibs) 1361 1361 1725 Passed (79%) Bearing 1 under Floor ALTERNATE span loading IVIoment (Ft-Lbs) 6849 6849 12925 Passed (53%) MID Span 1 under Floor ALTERNATE span loading Live Load Defi (in) 0.181 0.479 Passed (L/999-)-) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.393 0.957 Passed (L/585) MID Span 1 under Floor ALTERNATE span loading TJPro 54 30 Passed Span 1 -Deflection Criteria: STANDARD(LL:L/480,TL:L/240). Additional checks follow. -Right Overhang:(LL:0.200", TL:2L/240). -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 6' 11" o/c unless detailed othenvise. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include altemate 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: 2.37 PROJECT INFORMATION: Crescent Del Sol GG5532.00 OPERATOR INFORMATION: Angela Hemandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone:9492713300 AHemandeziSthettgroup.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\RJ-6.sms RJ-6 ^Vbvtfaseuser Business TJ-Beame 6.20 Serial Number 7005108334 User 2 10/12/2006 3:18:51 PM 2 Engine Version: 6.20.16 16"TJI(E) 560@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ wanrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ Associate. -Not all products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLYI PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. PROJECT INFORMATION: Crescent Del Sol GG5532.00 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-Bearo© 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\Analysls\Structural\TJI\RJ-6.sms RJ-6 ^A^Otfcyeriweuser Business TJ-Beam® 6.20 Seriai Number 7005108334 User 2 10/12/2006 3:18:51 PM 3 Engine Version: 6.20.16 16" TJI® 560@16"o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 19' 1.75" " 2' 1.75" Max. Vertical Reaction Total (lbs) 1380 1634 Max. Vertical Reaction Live (lbs) 643 761 Selected Bearing Length (in) 3.50(W) 3.50(W) Max. Unbraced Length (in) 83 175 175 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) 726 -612 223 Max Shear at Support (lbs) 729 -646 228 Shear Within Span (lbs) 494 N/A Member Reaction (lbs) 729 874 Support Reaction (lbs) 737 874 Moment (Ft-Lbs) 3849 -404 0 Loading on all spans, LDF = 1.00 Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) 1350 Support Reaction (lbs) 1369 Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) 1.0 Dead +1.0 Floor 1343 -1182 372 1350 -1249 386 780 6764 0.174 0.385 1634 1634 -619 N/A 0 -0.047 -0.102 ALTERNATE span loading on odd # spans, LDF = 1.00 ear at Support (lbs) 1354 -1171 X Shear at Support (lbs) 1361 -1237 onear Within Span (lbs) 791 Member Reaction (lbs) 1361 Support Reaction (lbs) 1380 Moment (Ft-Lbs) 6849 Live Deflection (in) 0.181 Total Deflection (in) 0.393 1.0 Dead 223 228 N/A 1466 1466 -404 0 -0.051 -0.106 + 1.0 Floor ALTERNATE span loading on even # spans, LDF = 1.00' Shear at Support (lbs) 715 -623 Max Shear at Support (lbs) 718 -657 Shear Within Span (lbs) 483 Member Reaction (lbs) 718 Support Reaction (lbs) 726 Moment (Ft-Lbs) 3778 Live Deflection (in) -0.008 Total Deflection (in) 0.205 1.0 Dead + 1.0 Floor 372 386 N/A 1042 1042 -619 0 0.004 -0.050 PROJECT INFORMATION: Crescent Del Sol GG5532.00 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-BeamE) are registered trademarks of Trus Joist. e-I Joist", Pro" and TJ-Pro" are trademarks of Trus Joist. P:\Cftl\Projects\GG5 YEAR 2005\GG5532. 00 - Cresent Del Sol\Analysis\Structural\TJI\RJ-6. sms Thomton-Tomasetti Group Project. Project #:. By: Checl<ed by:. Date: Sheet Drawing #:. of ViO /L.£>- '^i/z^d:\.a,v^ X <??e>''2_ Thomton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 wwvy.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 1:57PM, 28 SEP 06 Rev: S60004 User KW-0600037, Ver 5.8.0,1-Dec-2003 (c)198^2003 ENERCALC Engineering SoRware General Timber Beam Page 1 jj gg5532recalc.ecw£alculatians | Description Bldg2:RJ-7 General information Code Ret 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Ba se allowables are user defined b Section Name 2x8 Beam Width 1.500 in Center Span 6.50 ft . Lu Left Cantilever 4.80 ft Lu 0.00 ft 0.00 ft Beam Depth 7.250 in Member Type Sawn Bm Wt Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Right Cantilever ft Douglas Fir - Larch, No.1 Fb Base Allow 1,000.0 psi Fv Allow 95.0 psi Fc Allow 625.0 psi E 1,700.0 Icsi .Lu 0.00 ft I Fuii t-engtii Uniform Loads center Left Cantilever Right Cantilever DL DL DL 12.60 #«l 12.60 #m m LL LL LL 13.20 m 13.20 m m I Trapezoidal Loads #1 DL @ Left DL @ Right 22.60 22.60 m LL( LL( iLeft i Right 39.90 #m 39.90 m start Loc End Loc 1.500 ft 6.500 ft I Point Loads Dead Load Uve Load ...distance 72.0 Ibs 64.0 Ibs -4.800 ft 170.4 Ibs 64.0 Ibs 1.500 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 6.50ft, Left C:ant= Max Stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow fb 895.36 psi Fb 1,200.00 psi 4.80ft, Beam Width = 1.500in x Depth = 0.765 : 1 -1.0 k-ft 1.3 k-ft 0.37 k-ft -0.52 k-ft -0.98 k-ft 0.00 1.31 fv Fv k-ft at at 72.70 psi 95.00 psi 3.656 ft 0.000 ft 7.25in, Ends are Pin-Pin Maximum Shear' Allowable Shear: 1.5 Reactions... LeftDL Right DL Camber 0.45 k 0.08 k @Left @ Right @ Left @ Center @ Right Max Max Beam Design OK 0.8 k 1.0 k 0.54 k 0.26 k 0.172 in 0.005in O.OOOin 0.82 k 0.26 k I Deflections Center Span... Deflection ...Location ...Length/Defl Camt>er (using 1.5 * D.L. @ Center ©Left @ Right Dead Load 0.003 in 0.948 ft 24,013.3 Defl)... 0.005 in 0.172 in 0.000 in Total Load -0.031 in 3.476 ft 2,555.76 Left Cantilever... Deflection ...Length/Defl Right Cantilever... IDeflection ...Length/Defl Dead Load -0.115 in 1,004.4 0.000 in 0.0 Total Load -0.284 in 405.1 0.000 in 0.0 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Date: Job# 1:57PM, 28 SEP 06 Rev; 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 gg5532recalc.ecw:Calculatlons | Description Bldg2:RJ-7 I Stress Calcs Bending Analysis Ck 33.438 Le 0.000 ft Sxx 13.141 in3 Area 10.875 in! Cf 1.200 Rb 0.000 CI 816.309 Max Moment Sxx Rea'd Allowable ft) @ Center 0.52 k-ft 5.21 in3 1,200.00 psi @ Left Support 0.98 k-ft 9.80 in3 1,200.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,200.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.79 k 0.31 k Area Required 8.322 in2 3.241 in2 Fv: Allowable 95.00 psi 95.00 psi Bearing @ Supports Max. Left Reaction 0.82 k Bearing Length Req'd 0.871 in Max. Right ReacUon 0.26 k Bearing Length Req'd 0.276 in I Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft -0.98 k-ft @ Right Cant Location = 0.00 ft 0.00 k-ft @ Left Cant Location = 0.00 ft -0.98 k-ft Shear 0.54 k 0.00 k 0.54 k Deflection 0.0000 in 0.0000 in 0.0000 in Thomton-Tomasetti Group Project. Project #:. By: Checked by: Date: Sheet of. Drawing #: ^ F7 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 1:57PM, 28 SEP 06 Rev: 580004 User: KW-0600037. Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page gg5532recalc.ecw:Caleulallons Description Bldg2:RJ-8 I General InformatiorT Section Name 2-2x8 Beam WidUi Beam Depth Member Type Bm Wt Added to Loads Load Dur. Factor Beam End Fixity Wood Density Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user deflned 3.000 in 7.250 in Sawn 1.000 Pin-Pin 35.000 pcf Center Span Left Cantilever Right Cantilever Douglas Fir - Larch, Fb Base Allow Fv Allow Fc Allow E No.1 6.50 ft Lu 4.80ft Lu ft Lu 1,000.0 psi 95.0 psi 625.0 psi 1,700.0 ksi 0.00 ft 0.00 ft 0.00 ft I Fuii Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 12.60 #/ft 12.60 m m LL LL LL 13.20 m 13.20 m m I Trapezoidal Loads" #1 DL @ Left DL @ Right 164.40 m 164.40 m LL( LL( !Left ! Right 87.80 m 87.80 m Start Loc End Loc 1.500 ft 6.500 ft I Point Loads Dead Loai Live Load ...distance 72.0 Ibs 64.0 Ibs -4.800 ft 288.0 Ibs 256.0 Ibs 1.500 ft Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000 ft ibs Ibs 0.000 ft Ibs Ibs 0.000 ft Beam Design OK Span= 6.50ft, Left Cant= 4.80ft, Beam Width = 3.000in x Deptti = 7.25in, Ends are Pin-Pin Max Stress IRatio 0 829 : 1 Maximum Moment 1.5 k-ft Maximum Shear * 1.5 1.7 k Allowable 2.6 k-ft Allowable 2.1 k Max. Positive Moment 1.49 k-ft at 3.250 ft Shear: ©Left 1.16k Max. Negative Moment -0.55 k-ft at 0.000 ft @ Right 0.92 k Max @ Left Support -1.01 k-ft Camber @Left 0.032 in Max @ Right Support 0.00 k-ft @ Center 0.054 in Max. M allow 2.63 Reactions... @ Right O.OOOin fb 678.68 psi fv 78.74 psi LeftDL 0.84 k Max 1.45 k Fb 1,200.00 psi Fv 95.00 psi Right DL 0.55 k Max 0.92 k I Deflections Center Span... Deflection ...Location ...LengUi/Defl Camber (using 1.5 * D.L. @ Center @Left @ Right Dead Load -0.036 in 3.385 ft 2,166.3 Defl)... 0.054 in 0.032 in 0.000 in Total Load -0.068 in 3.295 ft 1,141.12 Left Cantilever... Deflection ...Lengtti/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.021 in 5,483.7 0.000 in 0.0 Total Load 0.101 in 1,144.9 0.000 in 0.0 Thomton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description; Scope: Job# Date: 1:57PM, 28 SEP 06 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-t)ec-2003 (0)1983-2003 ENERCALC Engineering SoWvare General Timber Beam Page 2 gg5532reealc.ecw:Calculatlons I Description Bldg2:RJ-8 I Stress Caics Bending Analysis Ck 33.438 Le 0.000 ft Sxx 26.281 in3 Area 21.750 in: Cf 1.200 Rb 0.000 CI 1445.233 Max Moment Sxx Rea'd Allowable fb ©Center 1.49 k-ft 14.86 in3 1,200.00 psi @ Left Support 1.01 k-ft 10.11 in3 1,200.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,200.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 1.71 k 1.13 k Area Required 18.028 In2 11.865 In2 Fv: /MIowable 95.00 psi 95.00 psi Bearing @ Supports Max. Left Reaction 1.45 k Bearing Lengtti Req'd 0.771 in Max. Right Reaction 0.92 k Bearing Length Req'd 0.489 in I Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = O.OOft -1.01 k-ft @ Right Cant Location = 0.00 ft 0.00 k-ft @ Left Cant Location = 0.00 ft -1.01 k-ft Shear 1.16 k 0.00 k 1.16 k Deflection 0.0000 in 0.0000 in 0.0000 in Thomton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Date: Job# 1:57PM, 28 SEP 06 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 | gg5532recalc.ecw£alculations | Description Bldg2:RJ@hip General Information Code Ref. 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Ba se allowables are user defined | Section Name 4x6 BeamWidtti 3.500 in (Center Span O.OOft Lu Left Cantilever ft Lu 0.00 ft 0.00 ft Beam Deptti 5.500 in Member Type Sawn Bm Wt Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Right (Cantilever ft Douglas Rr- Larch, No.1 Fb Base Allow 1,000.0 psi Fv Allow 95.0 psi Fc Allow 625.0 psi E 1,700.0 ksi .Lu 0.00 ft I Trapezoidal Loads #1 DL @ Left m LL @ Left m. Start Loc 0.000 ft DL @ Right 108.00 m LL@ Right 96.00 m End Loc 8.000 ft 1 Summary | Beam Design OK Span= 8.00ft, Beam Widtti = 3.500in x Deptii = 5.5in, Ends are Pin-Pin Max Stress Ratio 0.457 : 1 Maximum Moment 0.9 k-ft Maximum Shear * 1.5 0.7 k Allowable 1-9 k-ft Allowable 1.8 k Max. Positive Moment 0.87 k-ft at 4.608 ft Shear: a Left 0.29 k Max. Negative Moment -0.00 k-ft at 8.000 ft @ Right 0.56 k Max @ Left Support 0.00 k-ft Camber @ Left O.OOOin Max @ FUght Support 0.00 k-ft ©Center 0.098in Max. M allow 1.91 Reactions... @ Right O.OOOin fb 594.42 psi fv 36.76psi LeftDL 0.16 k Max 0.29 k Fb 1,300.00 psi Fv 95.00 psi Right DL 0.31 k Max 0.56 k 1 Deflections Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.066 in -0.119 in Deflection 0.000 In 0.000 in ...Location 4.128 ft 4.160 ft ...Lengtii/Defl 0.0 0.0 ...LengUi/Defl 1,462.3 804.23 Right Cantilever... Camber (using 1.5 * D.L. Defl)... Deflection 0.000 in 0.000 in @ (Center 0.098 in ...Lengtti/Defl 0.0 0.0 @Left 0.000 in @ Right 0.000 in I Stress Calcs Bending Analysis Ck 33.438 Le 0.000 ft Sxx 17.646 in3 Area 19.250 in2 Cf 1.300 Rb 0.000 CI 290.715 Max Moment Sxx Rea'd Allowable fb @ Center 0.87 k-ft 8.07 in3 1,300.00 psi @ Left Support 0.00 k-ft 0.00 in3 1,300.00 psi @ Right Support 0.00 k-ft 0.00 in3 1,300.00 psi Shear Analysis @ Left Support @ Right Support Design Shear 0.43 k 0.71 k Area Required 4.517 in2 7.449 in2 Fv: Allowable 95.00 psi 95.00 psi Bearing @ Supports Max. Left Reaction 0.29 k Bearing Lengtti Req'd 0.133 in Max. Right Reaction 0.56 k Bearing Lengtii Req'd 0.257 in Thomton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Date: Job# 1:57PM, 28 SEP 06 Rev: 580004 User KW-0600037, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Softviera General Timber Beam Page 2 gg5532recalc.ecw:Calculattcns | Description Bldg2:RJ(ghip I Query Values M, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft 0.00 k-ft @ Right Cant Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft 0.00 k-ft Shear 0.29 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thomton-Tomasetti Group ^(fl Project Project #: Date: By: Sheet of. Checked by: Drawing #: ^ f o«./ T.»t4 go - 6> —- /) \ I II III lllpffigBCKBI^Ut Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engli^^ Thornton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : 6 Building Constmction Scope: New Construction Job#GG5532.00 3:23PM, 12 OCT 06 General Timber Beam Description RB-1 Page 1 | gg5S32.ecw:Calculation8 | I General information Section Name 3.125x18 Beam Width 3.125 in Beam Deptti 18.000 in Member Type GluLam Bm Wt Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined | Center Span 13.50 ft Lu O.OOft Left Cantilever ft Lu O.OOft Right Cantilever ft Lu 0.00 ft Douglas Fir, 24F - V8 Fb Base Allow 2,400.0 psi Fv Allow 190.0 psi Fc Allow 650.0 psi E 1,800.0 ksi 1 Fuii Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 555.00 #m LL m LL #m LL 484.00 m m #/ft Summary Summary Beam Design OK Span= 13.50ft, Beam Width = 3.125in X Depth = 18.in, Ends are Pin-Pin Max Stress Ratio 0.782 : 1 Maximum Moment 24.0 k-ft Maximum Shear * 1.5 8.4 k Allowable 33.7 k-ft Allowable 10.7 k Max. Positive Moment 23.98 k-ft at 6.750 ft Shear @ Left 7.11 k Max. Negative Moment 0.00 k-ft at 13.500 ft @ Right 7.11 k Max @ Left Support 0.00 k-ft Camber ©Left O.OOOin Max @ Right Support 0.00 k-ft @ Center 0.233 in Max. M allow 33.75 Reactions... @ Right O.OOOin fb 1,705.33 ps i fv 148.55 psi LeftDL 3.84 k Max 7.11k Fb 2,400.00 psi Fv 190.00 psi Right DL 3.84 k Max 7.11 k I Deflections Center Span... Dead Load Deflection -0.155 in ...Location 6.750 ft ...Length/Defl 1,042.1 Camlier (using 1.5 * D.L. Defl )... @ Center 0.233 in @ Left 0.000 in @ Right 0.000 in Total Load -0.288 in 6.750 ft 562.96 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 22.210 Cv 1.000 @ Center @ Left Support @ Right Support Shear Analysis •Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 23.98 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 8.36 k 43.980 in2 190.00 psi 7.11 k 7.11 k Area 56.250 in2 Sxx CI 168.750 in3 0.000 Sxx Rea'd 119.91 in3 0.00 in3 0.00 in3 @ Right Support 8.36 k 43.980 in2 190.00 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 2,400.00 psi 2,400.00 psi 2,400.00 psi 3.498 in 3.498 in Thornton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 inline, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Job # GG5532.00 Dsgnr: SW/MS/AH Date: 3:23PM, 12 OCT 06 Description : 6 Building Constmction Scope: New Constmction m Rev: 580004 User KW-0600037. Ver 5.8.0.1-Deo-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Description RB-1 Page 2 | gg5532.ecw:Catcufation8 i I Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 7.11 k 0.00 k 0.00 k Deflection 0.0000 in 0.0000 in 0.0000 in Thomton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 ireine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : e Building Constmction Job # GG5532.00 4:36PM, 11 OCT 06 Scope: New Constmction B10 Rev: 580004 User KW-0600037. Ver 5.8.0, l-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Description RB-2 Page 1 gg5532.ecw:Calculations General information Section Name 6.75x16.5 Beam Width 6.750 in Beam Deptti 16.500 in Member Type GluLam Bm Wt. Added to Loads Load Dur Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined ^ Center Span 25.50 ft Lu O.OOft Left Cantilever 2.00ft Lu 0.00 ft Right Cantilever 2.00ft Lu 0.00 ft Douglas Fir, 24F - V4 Fb Base Allow 2,400.0 psi Fv Allow 240.0 psi Fc Allow 650.0 psi E 1,800.0 ksi Trapezoidal Loads -#1 DL^ gLeft 38.00 m ILeft 40.00 m Start Loc -2.000 ft DL€ i Right 38.00 m LL^ S Right 40.00 m End Loc 4.000 ft #2 DL^ SLeft 38.00 m LL^ Heft 40.00 m Start Loc 21.500 ft DL^ i Right 38.00 m LL€ g Right 40.00 m End Loc 27.500 ft #3 DL€ ^Left 106.00 m LL(? SLeft 160.00 m Start Loc 4.000 ft DLg g Right 106.00 m LL| i Right 160.00 m End Loc 21.500 ft Point Loads Dead Load Live Load ...distance 176.0 lbs 156.0 lbs -2.000 ft 176.0 Ibs 156.0 Ibs 27.500 ft 526.0 Ibs 156.0 lbs 4.000 ft 526.0 Ibs Ibs Ibs 156.0 lbs Ibs 21.500 ft 0.000 ft Ibs 0.000 ft Ibs Ibs 0.000 ft Span= 25.50ft, Left Cant= 2.00ft, Right Cant= 2.00ft Beam Widtti = 6.750in x Depth Beam Design OK •• 16.5in, Ends are Pin-Pin Max Stress Ratio 0.434 : 1 Maximum Moment 24.6 k-ft Maximum Shear* 1.5 5.3 k Allowable 56.6 k-ft Allowable 26.7 k Max. Positive Moment 24.56 k-ft at 12.809 ft Shear @ Left 3.68 k Max. Negative Moment -0.48 k-ft at 0.000 ft @ Right 3.68 k Max @ Left Support -0.87 k-ft Camber @ Left 0.108 in Max @ Right Support -0.87 k-ft @ Center 0.465 in Max. M allow 56.61 Reactions... @ Right 0.110 in fl> 962.35 psi fv 47.76 psi LeftDL 2.26 k Max 4.22 k Fb 2,218.13 psi Fv 240.00 psi Right DL 2.26 k Max 4.22 k Center Span... Dead Load Deflection -0.310 in ...Location 12.691 ft ...Length/Defl 987.9 Camber ( using 1.5 * D.L. Defl )... @ Center 0.465 in (gLeft 0.108 in ©Right 0.110 in Total Load -0.634 in 12.691 ft 482.74 Left Cantilever... Deflection ...Lengtti/Defl Right Cantilever... Deflection ...Length/Defl Dead Load 0.072 in 666.0 0.073 in 654.3 Total Load 0.147 in 325.9 0.150 in 320.2 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Crescent Del Sol Condominium Dsgnn SW/MS/AH Date: 4:36PM, Description : Q Building Constmction Job # GG5532.00 11 OCT 06 Scope: New Constmction Rev: 580004 User KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 gg5532.ecw:Calculations Description RB-2 Stress Calcs Bending Analysis Ck 22.210 Cv 0.924 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 24.56 k-ft 0.87 k-ft 0.87 k-ft @ Left Support 5.32 k 22.164 in2 240.00 psi 4.22 k 4.22 k Sxx 306.281 in3 CI 0.000 Sxx Rea'd 132.88 in3 4.73 in3 4.73 in3 @ Right Support 5.32 k 22.164 in2 240.00 psi Bearing Length Req'd Bearing Length Req'd Area 111.375 in2 Allowable flj 2,218.13 psi 2,218.13 psi 2,218.13 psi 0.963 in 0.963 in Query Values IM, V, & D (§ Specified Locations @ Center Span Location = @ Right Cant Location = @ Left Cant Location = Moment 0.00 ft -0.87 k-ft 0.00 ft -0.87 k-ft 0.00 ft -0.87 k-ft Shear 3.67 k 3.67 k 3.67 k Defiectlon 0.0000 in 0.0000 in 0.0000 in Thomton-Tomasetti Group bit Project. Project #: By: Checked by: Date: Sheet of. Drawing #: f 4, U9t 15^ Thornton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : e Building Constmction Job # GG5532.00 2:55PM, 12 OCT 06 Scope: New Constmction 673 Rev: 580004 User KW-0600037, Ver 5.8.0,1-0ec-2003 (0)1983-2003 ENERCALC Engine^ Description RB-3&RB-4 General Timber Beam Page 1 ggS532.ecw:Calculatlons | General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Prilm: 3.5x16.0 Center Span 14.00 ft Lu O.OOft Beam Width 3.500 in Left Cantilever ft Lu 0.00 ft Beam Depth 16.000 in Right Cantilever ft Lu O.OOft Member Ty|3e Manuf/So.Pine Tmss Joist - MacMillan, Paraliam 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 Fuii Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 417.00 #/ft LL 136.00 #m #m LL m #m LL #m Summary Beam Design OK Span= 14.00ft, Beam Widtii -3.500in X I3epth = 16.in, Ends are Pin-Pin Max Stress Ratio 0.385 : 1 Maximum Moment 13.9 k-ft Maximum Shear * 1.5 4.9 k Allowable 36.1 k-ft Allowable 16.2 k Max. Positive Moment 13.88 k-ft at 7.000 ft Shear @ Left 3.97 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 3.97 k Max Left Support 0.00 k-ft Camber @ Left O.OOOin Max @ Right Support 0.00 k-ft @ Center 0.234 in Max. M allow 36.09 Reactions... @ Right O.OOOin fb 1,115.52 psi fv 86.69 psi LeftDL 3.01 k Max 3.97 k Fb 2,900.00 psi Fv 290.00 psi Right DL 3.01 k Max 3.97 k Deflections Center Span... Dead Load Deflection -0.156 in ...Location 7.000 ft ...Length/Defl 1,078.5 Camber ( using 1.5 * D.L. Defl )... @ Center 0.234 in @ Left 0.000 in @ Right 0.000 in Total Load -0.205 in 7.000 ft 819.63 Left Cantilever. Deflection ...Lengtii/Defl Right Cantilever... Deflection ...Length/Defl Dead 1-oad 0.000 in 0.0 0.000 in 0.0 Total Load 0.000 in 0.0 0.000 In 0.0 Bending Analysis Ck 21.298 Le 0.000 ft Sxx 149.333 in3 Area 56.000 in: Cf 1.000 Rb 0.000 CI 0.000 Max Moment Sxx Rea'd Allowable fb @ Center 13.88 k-ft 57.44 in3 2,900.00 psi @ Left Support 0.00 k-ft 0.00 in3 2,900.00 psi @ Right Support 0.00 k-ft 0.00 in3 2,900.00 psi Shear Analysis @ Left Support @ Right Support [Resign Shear 4.85 k 4.85 k Area Required 16.740 in2 16.740 in2 Fv: Allowable 290.00 psi 290.00 psi Bearing @ Supports Max. Left Reaction 3.97 k Bearing Length Req'd 1.743 in Max. Right Reaction 3.97 k Bearing Length Req'd 1.743 in Thomton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 wvinv.thettgroup.com Title : Crescent Del Sol Condominium Job # GG5532.00 Dsgnr: SW/MS/AH Date: 2:55PM, 12 OCT 06 Description : 6 Building Constmction Scope: New Construction Rev: 580004 User KW-0600037, Ver 5.8.0,1-l3ec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Description RB-3 & RB-4 Page 2 | ggS532.eow:Calculations I Query Values M, V, & D @ Specified Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 3.97 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: Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : e Building Constmction Job # GG5532.00 2:55PM, 12 OCT 06 Scope: New Constmction Rev: 580004 User KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 | Sg5532.ecw:Calculatlons S Description RB-5 General information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user deflned -' •. •: •• Section Name Beam Widtii Beam Depth Member Type Bm Wt. Added to Loads Load Dur Factor Beam End Fixity Wood Density Prilm: 3.5x16.0 3.500 in 16.000 in Manuf/So.Pine 1.000 Pin-Pin 35.000 pcf Center Span 6.50 ft Lu Left Cantilever 2.00ft Lu Right Cantilever ft Lu Tmss Joist - MacMillan, Paraliam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 0.00 ft 0.00 ft 0.00 ft Center Left Cantilever Right Cantilever DL DL DL 417.00 #m 13.00 #m LL LL LL 136.00 #m 13.30 #m m Point Loads Dead Load Live Load ...distance 3,030.0 Ibs 950.0 Ibs -2.000 ft Ibs OOOOft lbs Ibs lbs Ibs Ibs 0.000 ft Ibs 0.000 ft Ibs 0.000 ft Ibs 0.000 ft Ibs Ibs 0.000 ft 5 Beam Design OK Span= 6.50ft, Left Cant= 2.00ft, Beam Widtti = 3.500in x Depth = 16.in, Ends are Pin-Pin Max Stress Ratio Maximum Moment Allowable Max. Positive Moment 0.72 k-ft Max. Negative Moment -6.11 k-ft Max @ Left Support -8.04 k-ft Max @ Right Support 0.00 k-ft Max. M allow 36.09 fb 646.06 psi fv Fb 2,900.00 psi Fv 0.370 : 1 -8.0 k-ft 36.1 k-ft at at 107.31 psi 290.00 psi 4.909 ft 0.000 ft Maximum Shear' Allowable Shear 1.5 Reactions... LeftDL Right DL Camber 5.42 k 0.46 k @Left @ Right @Left @ Center @ Right Max Max 6.0 k 16.2 k 4.06 k 0.90 k 0.027 in O.OOOin O.OOOin 7.14k 0.90 k Deflections Center Span. Deflection Dead Load 0.005 in ...Location 2.099 ft ...Length/Defl 14,873.5 Camber ( using 1.5 * D.L. Defl )... @ Center 0.008 in @ Left 0.027 in @ Right 0.000 in Total Load 0.003 in 1.659 ft 22,735.37 Left Cantilever... Deflection ...Length/Defl Right Cantilever... Deflection ...Length/Defl Dead Load -0.018 in 2,706.1 0.000 in 0.0 Total Load -0.026 in 1,881.9 0.000 in 0.0 Thomton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : Q Building Constmction Job # GG5532.00 2:55PM, 12 OCT 06 Scope: New Constmction Rev: 580004 User KW-0600037, Ver S.8.0.1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Description RB-5 Page 2 gg5532.ecw:Calculatlons | 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 ReacUon Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 6.11 k-ft 8.04 k-ft 0.00 k-ft @ Left Support 6.01 k 20.721 in2 290.00 psi 7.14 k 0.90 k Sxx 149.333 in3 Area CI 0.000 Sxx Rea'd 25.30 in3 33.27 in3 0.00 in3 @ Right Support 0.61 k 2.100 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 56.000 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 3.138 in 0.396 in Query Values M, V, & D Speclfled Locations @ Center Span Location = @ Right Cant. Location = @ Left Cant Location = 0.00 ft 0.00 ft 0.00 ft Moment -8.04 k-ft 0.00 k-ft -8.04 k-ft Shear 3.08 k 0.00 k 3.08 k Deflection 0.0000 in 0.0000 in 0.0000 in Thomton -Tomasetti Group (jf] Project Project*: Date: '5-c> By: Sheet of Checked by: Drawing #: Jit- I • • I. i u - ijii,. m.....^— 7'- "~ to T V 4v Thornton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description: 6 Building Constmction Job # GG5532.00 4:47PM, 11 OCT 06 Scope: New Constmction Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB-6 General Timber Beam Page 1 gg5532.ecw:Caloulations General Information Section Name 2x8 Beam Widtii 1.500 in Beam Depth 7.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur Factor 1.250 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 4.50 ft Lu O.OOft Left Cantilever 3.50ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Fb Base Allow Fv Allow Fc Allow E 2,400.0 psi 165.0 psi 625.0 psi 1,800.0 ksi I Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL m LL 12.00 #m LL #m LL 12.50 #m #1 DL@Left DL @ Right #2 DL @ Left DL @ Right 12.00 m 12.00 m. 20.00 #m 20.00 m LL @ Left LL @ Right LL @ Left LL @ Right 12.50 m. 12.50 m 30.00 m 30.00 m Start Loc End Loc Start Loc End Loc 0.000 ft 2.500 ft 2.500 ft 4.500 ft Dead Load Uve Load ...distance 68.0 Ibs 60.0 Ibs -3.500 ft 208.0 Ibs Ibs 60.0 Ibs 2.500 ft Ibs 0.000 ft . _ _ . _ rsBjwwmajKSWBKi'S'as'^ . lbs Ibs Ibs Ibs Ibs ibs Ibs Ibs 0.000 ft 0.000 ft 0.000 ft 0.000 ft Beam Design OK Span= 4.50ft, Left Cant= 3.50ft, Beam Widtii = 1.500in x Depth = 7.25in, Ends are Pin-Pin Max Stress Ratio 0.209 : 1 Maximum Moment -0.6 k-ft Maximum Shear * 1.5 0.5 k Allowable 3.9 k-ft Allowable 2.2 k Max. Positive Moment 0.25 k-ft at 2.521 ft Shear @ Left 033 k Max. Negative Moment -0.33 k-ft at 0.000 ft @ Right 0.18 k Max @ Left Support -0.61 k-ft Camber @ Left 0.056 in Max @ Right Support 0.00 k-ft @ Center 0.003 in Max. M allow 3.94 Reactions... @ Right O.OOOin fb 560.93 psi fv 43.09 psi LeftDL 0.32 k Max 0.55 k Fb 3,600.00 psi Fv 206.25 psi Right DL 0.09 k Max 018k I Deflections Center Span... Dead Load Deflection -0.002 in ...Location 2.936 ft ...Lengtti/Defl 27,797.2 Camber (using 1.5 * D.L. Defl) ... @ Center 0.003 in @ Left 0.056 in @ Right 0.000 in Total Load -0.006 in 2.649 ft 8,832.86 Left Cantilever... Deflection ...Lengtti/Defl Right Cantilever... Deflection ...Lengtti/Defl Dead Load -0.037 in 2,248.7 0.000 in ao Total Load -0.090 in 937.6 0.000 in 0.0 Thomton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : e Building Constmction Job # GG5532.00 4:47PM, 11 OCT 06 Scope: New Construction Rev: 580004 User KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Description RB-6 Page 2 ggS532.ecw:Calculatk)n8 Stress Calcs Bending Analysis Ck 19.865 Le Cf 1.200 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 0.33 k-ft 0.61 k-ft 0.00 k-ft @ Left Support 0.47 k 2.272 in2 206.25 psi 0.55 k 0.18 k Sxx CI 13.141 in3 0.000 Sxx Rea'd 1.09 in3 2.05 in3 0.00 in3 @ Right Support 0.22 k 1.066 in2 206.25 psi Bearing Length Req'd Bearing Length Req'd Area 10.875 in2 Allowable flj 3,600.00 psi 3,600.00 psi 3,600.00 psi 0.588 in 0.189 in Query Values M, V, & D @ Speclfled Locations @ Center Span Location = @ Right Cant Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment -0.61 k-ft 0.00 k-ft -0.61 k-ft Shear 0.33 k 0.00 k 0.33 k Deflection 0.0000 in 0.0000 in 0.0000 in Thomton-Tomasetti Group Project. Project #: By: Checked by: Date: Sheet of. Drawing #: K9, ^'5 o Thornton-Tomasetti Group, inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Crescent Del Sol Condominium Dsgnr. SW/MS/AH Date: Description : 6 Building Constmction Job # GG5532.00 5.07PM, 11 OCT 06 Scope: New Constmction m Rev: 580004 User KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1083-2003 ENERCALC Engineering Software ' iut»MiBwi!iiMa«wauiiua^^ Description (K^ - General Timber Beam Page 1 gg5532.eow:Caloulations I General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name 2x8 Center Span 6.50 ft Lu 0.00 ft Beam Widtti 1.500 in Left Cantilever 4.50 ft Lu 0.00 ft Beam Depth 7.250 in Right Cantilever ft Lu 0.00 ft Memlier Type Sawn Douglas Fir - Larch, No.2 Bm Wt. Added to Loads Fb Base Allow 875.0 psi Load Dur Factor 1.250 Fv Allow 95.0 psi Beam End Fixity Pin-Pin FcAllovK 625.0 psi Wood Density 35.000 pcf E 1,600.0 ksi 1 Trapezoidal Loads 1 #1 DL@Left 28.00 #m LLg ^Left 26.00 #m Start Loc -4.500 ft DL @ Right 68.00 m LL€ 3 Right 58.00 #m End Loc 1.500 ft #2 DL @ Left 68.00 #m LLd {Left 58.00 m Start Loc 1.500 ft DL @ Right 68.00 m LL^ 1 Right 58.00 #m End Loc 6.500 ft Summary Span- 6.50ft, Left Cant= 4.50ft, Beam Widtii = Beam Design OK 1.500in X Depth = 7.25in, Ends are Pin-Pin Max Stress Ratio 0.531 : 1 Maximum Moment -0.8 k-ft Maximum Shear * 1.5 0.7 k Allowable 1.4 k-ft Allowable 1.3 k Max. Positive Moment 0.49 k-ft at 3.733 ft Shear @ Left 0.52 k Max. Negative Moment -0.41 k-ft at 0.000 ft @ Right 0.35 k Max @ Left Sup|x>rt -0.76 k-ft Camber. @Left 0.080 in Max @ Right Support 0.00 k-ft @ Center 0.020 in Max. M allow 1.44 Reactions... @ Right O.OOOin ft} 690.17 psi fv 63.00 psi LeftDL 0.49 k Max 0.90 k Fb 1,312.50 psi -Fv 118.75 psi Right DL 0.17 k Max 0.35 k I Deflections Center Span... Dead Load Deflection -0.013 in ...Location 3.865 ft ...Length/Defl 5,918.6 Camber ( using 1.5 * D.L. Defl )... @ Center 0.020 in @ Left 0.080 in @ Right 0.000 in Total Load -0.043 in 3.470 ft 1,811.51 Left Cantilever... Deflection ...Length/Defl Right Cantilever... [Deflection ...Length/Defl Dead Load -0.053 in 2,024.3 0.000 in 0.0 Total Load -0.167 in 645.7 0.000 in 0.0 Bending Analysis Ck 31.019 Cf 1.200 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le 0.000 ft Sxx 13.141 in3 Area Rb 0.000 CI 0.000 Max Moment Sxx Rea'd 0.49 k-ft 4.45 in3 0.76 k-ft 6.91 in3 0.00 k-ft 0.00 in3 @ Left Support @ Right Support 0.69 k 0.42 k 5.770 in2 3.541 in2 118.75 psi 118.75 psi 0.90 k Bearing Length Req'd 0.35 k Bearing Length Req'd 10.875 in2 Allowable fb 1,312.50 psi 1,312.50 psi 1,312.50 psi 0.958 in 0.377 in Rev: 580004 User KW'0600037, Ver 5.8.0,1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title : Crescent Del Sol Condominium Dsgnr: SW/MS/AH Date: Description : Q Building Constmction Job#GG5532.00 5:07PM, 11 OCT 06 Scope: New Constmction Description General Timber Beam Double Cantilevered Beam Page 2 ggS532.eow:Calculations Query Values M, V, & D @ Specified Locations •Moment @ Center Span Location = 0.00 ft -0.76 k-ft @ Right Cant Location " 0.00 ft 0.00 k-ft @ Left Cant Location -0.00 ft -0.76 k-ft Shear 0.52 k 0.00 k 0.52 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. CEJCULU, 1^.. \4l ;E4jf-i,._ j ...bk. £ [.d4\ -4-^ iU.. .'©Li^ ilfii t L?b, M_ 4iaL._^ _i^,54ojfe. t- -rl^^ fi^io^ i 'C^X\<L. iu-ii^. /I .•^^ J _ I : ^fih ^ ( f^^AjL^, Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT l^xVL^tKir^ \ CHECKED BY DRAWING NO. wt- )4- «a.Afe:;Aja^ „ * ^ j;. ,]fe> ; K: n^(J ^1 M- 44, L t..<^'.^j Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET Of SUBJECT fe^x\l^\^«r^ \ CHECKED BY DRAWING NO. •30? .Ld»4.<-\r:u.5=»i,.fe^*ys. i .C^,i„.fgji4^^,,ti^ : ..3 4.1 .'SO. ...CL... 4." ilk V "^o Thomton-Tomasetti Group Project. Project #:. By: Checked by: Date: Sheet of. Drawing #: --'77 5 3 ~ i . ! . ' ; I : •}. , L -2.-2-' 1'' ' ; '\ i '1 1 ; ; Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET Of SUBJECT CHECKED BY DRAWING NO. bite t^...,m .iL. Usi^: L 1 Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. 4cLb3f .y.^ ' (Sj ' vs." Ok/ r v L t m>4 "Cf) 4 i i iP,.tws cs C43C> i „ .CA£^; L^J feX^? Thomton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. 1 4 i^h%^4^ i'^,L...\'?)...jj (JM \A^i5r..i.._ [f'^^Cfi ; ^ *^ Thornton Tomasetti ^0 PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. i. ...V^k'fiMw -^4 07 L-^..,.-fc-..:\^Liia:i>...yn AA.sfe-._..,L iteiS b,,] _...! ct^Ae. 4 U.1 Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT ^Ai_0\a<ri ^ CHECKED BY DRAWING NO. \\L-t ^ iy±.^^ 4 IM^ ..U£2fe.^„...4lB .CL.- ^1 _ X ife ! xi\a^ =i :=^J i _..\.fe...:.L\S..l.. .a Thornton Tomasetti mi PROJECT PROJECT NO. DATE BY SHEET of SUBJECT ^\L.™silrs ^ CHECKED BY DRAWING NO. 4. : iEUo=kL.L f^.ils«.d.ic34.._J .€-J .^Lr.^ 4^ .....X ..i u3 Thomton-Tomasetti Group Project. Project #:. By: Checked by:. Date: Sheet of. Drawing #: BLD6r % - SeCOK) D> Thornton Tomasetti m PROJECT PROJECT NO. DATE BY SHEET of SUBJECT 1{i,^vUO(slfe, ^ CHECKED BY DRAWING NO. 2^- r vu/a : ^ \s> p.C>."l l45k ifi>..,,.&>,.,_T ^.\.-..'L'3.Z..lf^ ,^,d^ ^ .... V,j.„ ,»-..L. Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT ^^^^ CHECKED BY DRAWING NO. : LiUB- VJVAJ. .s>.\*:i.~ ^o.'u 1 gl.aF i H 1.^ •'^..,4.,^±.^^/d' _\ ^ ..i^:te><!^.Ai.\ '^<4 ..\\.. Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT buU^Diaiq ^ CHECKED BY DRAWING NO. ID ± ^rP..!^: 4 ^ i^i£ 1\:I4 1 HI So iKio. - 1 At j:..0|*>..L» \\-«4c.... vi.y'^ i.l=*='L»'...fe? U..'^ .b.t{^.si(^...d4 \cm^^: Thornton Tomasetti mi PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. 4^- j M^m- L Me. Ma M&-f .=r 5 b?p4^ ! _^t:^ i= -Li^i. i lis ><;..,..^...^1..K; O'b K'z?, UfSfc...J ^s^jCk^ ..IcLv^. ^...Ui2S.4 ya 4 1 inljM/. .^.^.a.'^^^^^^^^ I ^.1 •R?. i*: 4 Thomton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. ..Ulkfe:. iI4. E (la 4 \oi _j-......L iM.-.ai;^4 * I.,... c>.d..^...R [, U^::......[.P..I:^ i .'ra...«..-4».y^. i^..j...^^....L.. Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT bUlUC>iiJi(« ^ CHECKED BY DRAWING NO. 1.S .02 a. Cm Li^y - I ^ ± ui.ci.i^^.,M%^ Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT e5UVi_0>Nitrx ^ CHECKED BY DRAWING NO. 4. \.k>.e2- fo 4- A i"^ ; ± -'1^-3= ±. Xbj^ ~ ^6-^.1 i..>cj.,g>...i??„.A../.1.^ M... 6 in \jb C i^h^ /f^J'X 1 -...i .'i i/dj^ ! Thomton-Tomasetti Group Project. 1^UlL,Q(Cfr>, Q=. Project #: By: Checked by: Date: Sheet of. Drawing #: 5'— -7^ 11' fc —=• 1 o. - V^^v ^ . <4o^^\ X fe' TfiL-iG:, r 'P7/^-, ^ 2 u Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. .6 ^-...X.4ii?.. .(f^U.-._9> 4;^. .dJ^MI^....; iLx^?!^*^ 4 ci^^ X bJ;,.. A .,.C 4:...!...t^,«Q Xi k :^ \^L^^.. i k \\^. ^1 V Thomton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. \rvl\4-x I. i I 0 .X....L 4>--%t---^- ••^J -10'O?' >- N 00 U5 (0 CO O O CM O O •o c c @ LL IS o cn UJ z o o _c d. 3 2 o 0) (0 (0 E o c E t: CO Q. 0) Q o CM' CO U5 lO CD (5 Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.01 OMF@Line 9.1.1 Oct 3, 2006 1:20 PM Checl<ecl By Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping "Yes Area Load Mesh (in'^2) 144 Merge Tolerance (in) .12 P-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 Desian Parameters 1 Ml col 12 2 M2 col 12 3 M3 rf col 12 4 M4 rf col 12 5 M5 fir beam 17 6 6 M6 fir beam 7 7 M7 rf beam 17 6 Hot Rolled Steel Properties Label A992 E [ksi] 29000 G [ksi] Nu 11154 Therm (\1 E5 F) .65 Density[k/ft^3] Yield[ksi] .49 50 Hot Rolled Steel Section Sets Label Shape Desian List Type Material Desian Rules A [in2] Iw [in4] Izz [in4] J [in4] 1 fir beam W18X40 Wide Flange Beam A992 Tvoical 11.8 19.1 612 .81 2 col W14X90 Wide Flange Column A992 Typical 26.5 362 999 4.06 3 rf beam W14X30 Wide Flange Beam A992 Tvoical 8.85 19.6 291 .38 4 rf col W14X30 Wide Flange Column A992 Typical 8.85 19.6 291 .38 Joint Coordinates and Temperatures 1 N1 0 0 0 0 1 2 N2 24 0 0 0 3 1 N3 0 12 _^ 0 0 4 1 N4 17 12 0 0 i 5 1 N5 24 12 0 ~0 1 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg2&5\bldg2recalc\omf@line 9.1.1 .r3d] Page 1 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.01 OMF@Line 9.1.1 Oct 3, 2006 1:20 PM Checked By: Joint Coordinates and Temperatures (Continued) Label X ffti Y rfti Zfftl Temp fF1 Detach From Qiao... 6 N6 0 1 24 0 r 0 7 N7 17 1 24 0 i 0 Member Primary Data Label 1 Joint J Joint K Joint Rotate(dea) Section/Shape Design List Type Material Desian Rules 1 Ml N1 N3 col Wide Flange Column A992 Typical 2 M2 N2 N5 col Wide Flanae Column A992 Tvpical 3 M3 N3 N6 rf col Wide Flanqe Column A992 Typical 4 M4 N4 N7 1 rf col Wide Flanqe Column A992 Tvpical 4 M4 N4 N7 1 rf col Wide Flanqe Column A992 Tvpical 5 M5 N3 N4 fir beam Wide Flange Beam A992 Tvpical 6 M6 N4 N5 fir beam Wide Flange Beam A992 Tvpical 7 M7 N6 N7 rf beam Wide Flange Beam A992 Tvpical Joint Boundary Conditions Joint Label X [k/in] Y [k/in] Z fk/inl X Rot.fk-ft/radl Y Rot.[k-ft/radl Z Rot.[k-ft/radl 1 N1 Reaction Reaction Reaction 1 2 N2 Reaction Reaction Reaction 3 ALL Fixed Fixed Basic Load Cases BLC Description Cateaorv X Gravity Y Gravity Z Gravitv Joint Point Distributed Area (Me... Surface dl DL -1 LL _eg_ EL Load Combinations 1 dl onlv 1 1 2 dl+ll Yes -| 1 2 1 3 di+eq Yes Y 1 1 3 1 A H-.9dl+eg \/— \/ I 1 .i> o A 1 5 .9dl-eg Yes Y 1 .9 3 -1 6 dl+.75ll+.75eq Yes Y 1 1 2 .75 3 .75 7 m 1.4eq (drift) eg 3 3 1.4 1 Member Distributed Loads (BLC 1: di) Member Label Direction Start Maanitudefk/ft.d.. End Maanitudelk/ft.d... Start Locationrft,%l End Locationfft,%l 1 M5 Y -.24 -.24 3.5 17 2 M6 Y -.04 -.04 1.5 0 O M7 T -.38 -.38 0 0 4 M6 Y -.24 -.24 0 1.5 5 M5 Y -.053 -.053 0 3.5 Member Distributed Loads (BLC 2 : II) Member Label Direction Start Maanitude[k/ft,d..End Magnitudefk/ft.d Start Location[ft.%] End Location;ft.%] M5 M6 M7 Y Y Y .54 .04 .32 .54 .04 -.32 3^5 1.5 _0_ 17 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg2&5\bldg2recalc\omf(gline 9.1.1.r3d] Page 2 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.01 OMF@Line 9.1.1 Oct 3, 2006 1:20 PM Checked By: Member Distributed Loads (BLC 2: II) (Continued) Member Label Direction Start Maanitudefk/ft.d.. End Maanitudefk/ft.d... Start Locationrft,%l End Locationfft.%1 4 M6 i Y -.54 -.54 0 1 1.5 5 M5 Y -.12 -.12 0 1 3.5 Joint Loads and Enforced Displacements (BLC 3 : eo) Joint Label LD.M Direction Maanitudefk.k-ft in.rad k*s'^2/ftl 1 2 N3 N6 L L 1 X \ X 1 3 1 9.1 Member Point Loads (BLC 1: dl) 1 M6 Y -2.88 1.5 2 M5 Y -3.1 12 3 M5 Y -.5 3.5 Member Point Loads (BLC 2 : II) Member Label Direction Magnitude[k.k-ft] Location[ft.%] 1 M6 Y -1.5 1.5 2 M5 Y -4.7 12 3 M5 Y -1 3.5 Joint Reactions (Bv Combination) LC Joint Label Xfkl Y[kl Z[kl MX [k-ft] MY [k-ft] MZ [k-ft] 1 1 N1 2.1 11.318 1 0 0 0 0 2 1 N2 -2.1 9.99 ! 0 0 0 0 3 1 Totals: 0 21.308 1 0 4 1 COG "(ft): X: 11.252 Y: 15.52 i Z: 0 Member Section Forces LC Member Label Sec Axial[kl y Stiear[k] z Stiear[kl Torque[k-ftl v-v Moment[k-.. z-z Momentfk-.. 1 1 M1 1 11.318 -2.1 0 0 0 0 2 2 11.047 -2.1 0 0 0 6.3 3 ! 3 10.777 -2.1 0 0 0 12.599 4 4 10.506 -2.1 0 0 0 18.899 5 5 10.2'36 -2.1 0 0 0 25.198 6 " 1 M2 1 9.99 2.1 0 0 0 0 7 2 9.72 2.1 0 0 0 -6.3 8 3 9.449 2.1 0 0 0 -12.599 9 4 9.179 2.1 0 0 0 -18.899 10 5 8.908 2.1 0 0 0 -25.198 11 ...1. M3 1 4.161 -1.445 0 0 0 -6.651 12 _. 2___ 4.071 _.-1.,445, 0 0 0 -2.316 13 3 o.ab 1 A A A r--1 .-4-40 0 u 0 2.02 14 4 3.32 -1.445 0 0 0 6.355 14 4 3.32 -1.445 0 0 0 6.355 15 5 3.8 -1.445 0 0 0 10.691 16 1 M4 1 3.533 1.445 0 0 0 11.988 17 2 3.443 1.445 0 0 0 7.652 18 3 3.353 1.445 0 0 n 3.317 19 4 3.262 1.445 0 0 0 -1.019 20 ""5" 3.172 1.445 0 0 0 -5.354 20 ""5" 3.172 1.445 0 0 0 -5.354 21 1 M5 1 .655 6.074 0 0 0 31.849 22 2 .655 5.038 0 b 0 7.302 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg2&5\bldg2recalc\omf@line 9.1.1 .r3d] Page 3 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532.01 OMF@Line 9.1.1 Oct 3, 2006 1:20 PM Checked By: Member Section Forces (Continued) LC Member Label Sec Axial[k] v Shear[kl z Shearfk] Torque[k-ft] v-v Moment[k-.. z-z Momentfk-.. 23 3 .655 3.848 0 0 0 -11.58 24 4 .655 -.443 0 0 0 -23.076 25 5 .655 -1.634 0 0 0 -18.663 26 1 M6 1 2.1 -5.167 0 0 0 -30.651 27 2 2.1 -8.487 0 0 0 -20.466 28 3 2.1 -8.628 0 0 0 -5.49 29 4 2.1 -8.768 0 0 0 9.731 30 5 2.1 -8.908 0 0 0 25.198 31 1 M7 1 1.445 3.8 0 0 0 10.691 32 2 1.445 2.057 0 0 0 -1.755 33 3 1.445 .314 0 0 0 -6.793 34 4 1.445 -1.429 0 0 0 -4.423 35 5 1.445 -3.172 0 0 0 5.354 Member ASD Steel Code Checks (By Combination) LC Member Shape UC Max Loc[ft] Shear Loc[ft] Dir Fa[ksi] Ft[ksi] Fbvfksi] Fbzfksi] Cb Cmy Cmz Eqn Ml W14X90 079 12 .017 0 25.977 30 35.674 32.27 1.75 .6 .6 H1-2 M2 W14X90 077 12 .017 25.977 30 35.674 32.27 1.75 .6 HI-2 M3 W14X30 116 12 .019 15.447 30 37.5 30 2.3 .6 .351 H1-2 M4 W14X30 127 .019 15.447 30 37.5 30 2.279 .6 .421 H1-2 M5 W18X40 188 .054 5.808 30 37.5 30 2.3 .6 .85 H1-2 M6 W18X40 185 0 .079 21.663 30 37.5 30 2.3 .6 .85 H1-2 M7 W14X30 143 9.208 •051 7.947 30 37.5 16.07 1.299 .85 H1-3 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg2&5\bldg2recalc\omf@line 9.1.1 .r3d] Page 4 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number: GG5532.01 OMF@Line 9.1.1 Oct 3, 2006 1:21 PM Checked By: Load Combinations 1 dl onlv 1 1 1 2 dl+ll Yes -] 1 2 1 3 dl+eg Yes Y 1 1 3 1 4 .9dl+eq Yes Y .9 3 1 4 .9dl+eq Yes Y 1 .9 3 1 5 .9dl-eg (HIi yt^ll-u 7l^ctr% Yes Y .9 ,4 3 -1 b 7 UI+. / oii+. / oeq 1.4ea (drift) Yes Y 3 T 1.4 2 .75 3 .75 8 eg Yes 3 1 Envelope Joint Reactions Joint Xfkl Ic Ylkl Ic Zfkl Ic MX [k-ft] Ic MY fk-ft] Ic MZ fk-ft] Ic 1 N1 max 7.65 5 23.181 2 0 2 0 2 0 2 0 2 2 min -5.806 8 -10.6 8 0 2 0 2 0 2 0 2 3 N2 max 4.45 5 25.132 6 0 2 0 2 0 2 0 2 4 min -8.772 6 -1.655 5 0 2 0 2 0 2 0 2 5 Totals: max 12.1 5 42.688 2 0 2 6 min -12.1 8 0 8 0 2 Envelope Member Section Forces Member Sec Axialfk] Ic y Shear[k] , Ic z Shear[k] Ic Torquefk-ft] Ic y-y Momen. Ic z-z Momen.. Ic Ml max 23.181 5.806 I 8 0 0 0 0 2 3 4 5 6 I Z 8 mm -10.6 -7.736 2 maxi 22.91 mini -10.6 max I min 22.64 -10.6 4 max 22.369 mm -10.6 I 8 5.806 -7.736 0 0 5.806 I 8 ji7.736 5.806 -7.736 _0_ 0 0 _0_ 0 _b 0 0 0 0 L2„ i 2 0_ 6 0 0 2 YT 23.209 -17.418 46.418 -34.837 69.628 -52.255 _L8 10 I 11 :i2:i 13_4 14 M2 2 ! max min max min max min 22J)99 -10.6 8 5.806 -7.736 25.132 -1.655 24.862 -1.898 6 I 8.83_2 -4.441 0 0 0_ 0 0_ 6 I 6_ 5 8.832 -4.441 0 0 2 0 0 92.837 -69.673 I 8 _0 0 13.324 -26.495 15 max 24.591 8.832 26.647 16 17 18 mm -2.142 -4.441 max min 24.321 -2.385 8.832 -4.441 j:52.99J_ 39.971 -79.486 19 20 21 22 max min i 24.05 -2.629 M3 1 I max 7.244 8.832_ -4.441 2.894 6 I mm -3.273 -4.192 0_ _d o' 12 53.294 -105.981 i 6 9.41 -15.805 8 23 max 7.154 2.894 .727 94. mm -3.273 -4.192 -6.661 25 max 7.063 2.894 9.839 26 27 28 mm -3.273 -4.192 jmax I min 6.973 -3.273 2^894_ -4.192 0_ 0 0 6 -7.956 22.416 2 1 -16.639 29 30 31 32 tmax 6.883 2.894 I 8 I mm -3.273 I 8 -4.192 0 _CL M4 I 1 Imax mm 7.771 -.104 7.669_ -4.923 0 _0_ I 2| 12 34.992 -25.322 I 8 56.752 -33.485 33 max 7.681 7.669 34.781 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg2&5\bldg2recalc\omf@line 9.1.1 .r3d] Page 5 Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.01 OMF@Line 9.1.1 Oct 3, 2006 1:21 PM Checked By: Envelope Member Section Forces (Continued) Member Sec Ajcialfkl Ic vShear[kl Ic z Shearfkl Ic Torauefk-ftl Ic v-v Momen.. Ic z-z Momen.. . Ic 34 min -.186 5 -4.923 5 0 2 0 2 0 2 -18.717 5 35 3 max 7.59 6 7.669 3 0 2 0 2 0 2 12.81 6 36 min -.267 5 -4.923 5 0 2 0 2 0 2 -3.949 5 37 4 max 7.5 6 7.669 3 0 2 0 2 0 2 10.819 5 38 min -.348 5 -4.923 5 0 2 0 2 0 2 -12.7'57 3 39 i 5 max 7.41 6 7.669 3 0 2 0 2 0 2 25.587 5 40 min -.429 5 -4.923 5 0 2 0 2 0 2 -35.763 3 41 M5 1 max 1.675 2 14.855 2 0 2 0 2 0 2 108.15 5 42 min .088 8 -7.327 8 0 2 0 2 0 2 -79.083 8 43 2 max 1.675 2 11.994 2 0 2 0 2 0 2 54.769 5 44 min .088 8 -7.327 8 0 2 0 2 0 2 -47.945 8 45 3 max 1.675 2 10.825 5 0 2 0 2 0 2 6.486 5 46 min .088 8 -7.327 8 0 2 0 2 0 2 -38.864' 6 47 4 max 1.675 2 6.963 5 0 2 0 2 0 2 14.332 8 48 min .088 8 -7.805 3 0 2 0 2 0 2 -53.898 2 49 5 max 1.675 2 5.892 5 __0 2 0 2 0 2 45.47 8 50 min .088 8 -10.64 6 0 2 0 2 0 2 -62.467 5 51 M6 1 J rnax 8.772 6 6.003 5 0 2 0 2 0 2 1.327 1 8 52 min -4.45 5 -18.426 6 0 2 0 2 0 2 -61.995 2 52 min -4.45 5 -18.426 6 0 2 0 2 0 2 -61.995 2 53 2 max 8.772 6 3.015 5 0 2 0 2 0 "2" 19.877 8 54 min -4.45 5 -23.487 6 0 2 0 2 0 2 -38.459 5 54 min -4.45 5 -23.487 6 0 2 0 2 0 2 -38.459 5 55"' 3 max 8.772 6 2.889 5 0 2 0 2 0 2 38.427 8 56 min -4.45 5 -23.679 6 0 2 0 2 0 2 -43.625 5 57 4 max 8.772 6 2.763 5 0 2 0 2 0 2 67.04 3 58 min -4.45 5 -23.872 6 0 2 ' 0 2 0 2 -48.57 5 59 max 8.772 6 2.636 5 0 2 0 2 0 2 105.981 6 60 min -4.45 5 -24.065 6 0 2 0 2 0 2 -53.294 5 61 M7 1 max 7.653 3 6.883 2 0 2 0 2 0 2 34.992 5 62 min -4.923 5 -3.273 8 0 2 0 2 0 2 -25.322 8 63 2 max 7.653 3 5.132 5 0 2 0 2 0 2 9.847 5 64 min -4.923 5 -3.273 8 0 2 0 2 0 2 -13.186 3 65 3 max 7.653 3 3.563 5 0 2 0 2 0 2 2.502 8 66 min -4.923 5_ -3.273 8 0 2 0 2 0 2 -11.356 2 67 4 max 7.653 3 1.995 5 0 2 0 2 0 2 16.413 8 68 min -4.923 5 -4.711 3 0 2 0 2 0 2 -20.442 5 69 5 max 7.653 3 .426 5 0 2 0 2 0 2 35.763 70 min -4.923 5 -7.405 0 2 0 _ 2 0 2 -25.587 5 Envelope ASD Steel Code Checks Member Shape Code... Locfft] Ic Shear... Locf.. Dir Ic Fa fksi] Ft fksi] Fb v-v.. Fb z-z.. Cb Cmv Cmz ASD E... 1 Ml W14X90 .267 12 5 .063 0 Y 5 25.977 30 35.674 32.27 1.75 .6 .6 H1-2 2 M2 W14X90 .307 12 6 .072 0 V 6 25.977 30 35.674 32.27 1.75 .6 .6 H1-2 3 M3 W14X30 .358 12 5 .056 0 V 5 15.447 3"6 37.5 30 2.267 .6 .425 H1-2 4 M4 W14X30 .569 0 6 .103 0 .y.. 3 15.447 30 37.5 r 30 2.3 .6 .381 H1-2 5 M5 W18X40 .702 11.156 6 .132 0 2 5.808 30 37.5 10.378 1 .6 .85 H1-2 6 M6 W18X40 .645 7 6 .213 7 V 6 21.663 30 37.5 30 2.3 .6 .85 H1-2 7 M7 W14X30 .374 17 3 .099 17 Y 6 7.947 30 37.5 33 1 .6 .85 H1-1 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg2&5\bldg2recalc\omf@line 9.1.1 .r3d] Page 6 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.01 OMF@Line9.1. Oct 3, 2006 1:21 PM Checked By: Load Combinations 1 dl onlv 1 1 2 dl+ll Yes 1 1 2 1 3 dl+eq Yes Y 1 1 3 1 4 .9dl+eg Yes Y 1 .9 3 1 5 C .9dl-eg Yes Y \/ ^-.9 A 3 o -1 —J r-o "7 C D 7 8 Ul~. / 31M . / OcLj 1.4ea (drift) - m ^ Yes Yes Y - CO CO 1 1.4 1 2 O .lb Joint Deflections (By Combination) LC Joint Label Xfinl Yfinl Zfin] X Rotation frad] Y Rotation frad] Z Rotation frad] 1 7 N1 0 0 0 =: L J- 0 0 -6.335e-3 2 7 N2 0 0 0 0 0 -6.389e-3 3 7 N3 .792 .003 0 0 0 -3.426e-3 4 7 N4 .792 .079 0 6 0 -1.806e-4 5 7 N5 .79 -.003 0 0 0 -3.236e-3 6 7 N6 1.256 .005 0 0 0 -1.145e-3 7 7 N7 1.249 .076 0 0 0 -2.161 e-3 RISA-3D Version 5.0d [P:\...\...\...\...\...\Structural\Risa\3d\bldg2&5\bldg2recalc\omf@line 9.1.1 .r3d] Page 7 ^^^^ Thornton -Tomasetti Group Project. Project #:. By: Checked by: mo Date: Sheet of _ Drawing #: V- 4 - \ o S> '\ ' 'V ^ A S O .7 /q,Sr| Mi 1^ CD CD O O CM 00 0) O O CM 00 CD c CO UJ o ro m u c a. o i_ CD 'B 0 CO CO E o X «i ' <h o c 1 o sz \- (D (D E •c cc OL a> Q I- o CO in LO CD CD Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.01 OMF@Line 8.1 Oct 3, 2006 1:31 PM Checked By: Global Display Sections for Member Calcs 5 Max Internal Sections for Member Calcs 97 Include Shear Deformation Yes Include Warping Yes Area Load Mesh (in'^2) 144 Merge Tolerance (in) .12 P-Delta Analysis Tolerance 0.50% Vertical Axis Y Hot Rolled Steel Code AISC: ASD 9th Cold Formed Steel Code AISI 99: ASD NDS Wood Code NDS 91: ASD NDS Temperature < 100F Concrete Code 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 Desian Parameters 1 Ml col 12 2 M2 col 12 3 M3 beam 12 6 Hot Rolled Steel Properties Label E fksi] G fksi] Nu Therm (\1E5 F) Densityfk/ft^3] Yieldfksi] A992 29000 11154 .65 .49 50 Hot Rolled Steel Section Sets Label Shape Desian List Type Material Desian Rules A tin2] lyy fin4] Izz fin4] J fin4] 1 beam W12X30 Wide Flange Beam A992 1 Tvoical 1 8.79 20.3 238 .46 2 col W14X26 Wide Flange Column A992 i Tvpical i 7.69 8.91 245 .36 Joint Coordinates and Temperatures Label Xfftl Yfft] Zfftl Temp fF] Detach From Diap... 1 2 N1 M9 0 0 n 0 n 0 n 3 4 ivy N3 N4 0 12 u 12 12 U 0 0 0 0 Member Primary Data Label 1 Joint J Joint K Joint Rotate(dea) Section/Shape Desian List Tvpe Material Desian Rules 1 Ml N1 N3 col Wide Flange Column A992 Typical 2 M2 N2 N4 col Wide Flanae Column A992 Tvpical 3 M3 1 N3 N4 beam Wide Flanae Beam A992 Tvoical RISA-3D Version 5.0d [P:\...\...\...\...\Analysis\Structural\Risa\3d\bldg2&5\bldg2recalc\omf@line 8.1 .r3d] Page 1 Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.01 OMFlgLine 8.1 Oct 3, 2006 1:31 PM Checked By: Joint Boundary Conditions Joint Label X [Mm] Y fk/inl Z fk/in] X Rot.fk-ft/rad] Y Rot.fk-ft/rad] Z Rot.[k-fVrad] 1 N1 Reaction Reaction Reaction 2 N2 Reaction Reaction Reaction 3 ALL Fixed Fixed Basic Load Cases BLC Description Cateaorv X Gravitv Y Gravity Z Gravitv Joint Point Distributed Area (Me... Surface (... 1 o dl II DL 1 1 -1 1 Z 3 II eg LL EL 1 1 Load Combinations 1 dl onlv 1 1 2 dl+ll Yes A 1 2 dl+ll Yes 1 1 2 1 3 dl+ea Yes 1 1 3 1 4 .9dl+eg Yes 1 .9 3 1 5 .9dl-ea Yes 1 .9 3 -1 6 dl+.75ll+.75eq Yes 1 2 .75 3 .75 7 1.4ea (drift) Yes 3 1.4 8 eg Yes ...3;;:;.. Member Distributed Loads (BLC 1: dl) Member Label Direction Start Maanitudefk/ft.d..End Magnitudefk/ft.d... Start Locationfft.%] End Locationfft.%] M3 Y .33 -.33 0 0 Member Distributed Loads (BLC 2 : II) Member Label Direction Start Magnitudefk/ft.d..£nd Magnitudefk/ft.d... Start Locationfft.%] End Locationfft.%] M3 Y -.75 -.75 0 0 Joint Loads and Enforced Displacements (BLC 3: ea) Joint Label L.D.M Direction Maanitudefk.k-ft in.rad k*s^2/ft] N3 L X Joint Reactions (By Combination) LC Joint Label Xfk] Yfk] Zfk] MX fk-ft] MY fk-ft] MZ fk-ft] 1 1 N1 .216 2.473 0 0 0 0 2 1 N2 -.216 2.473 0 0 0 0 3 1 Totals: 0 4.947 0 4 1 COG (ft): X: 6 Y: 11.238 Z: 0 Member Section Forces LC Member Label Sec /^ialfk] V Shearfk] z Shearfk] Torquefk-ft] y-y Momentfk-.. z-z Momentfk-.. 1 1 M1 1 2.473 -.216 0 0 0 0 2 2 2.395 -.216 0 0 0 .648 3 3 2.316 -.216 1 0 L„ 0 0 1.296 4 4 2.238 -.216 0 0 0 1.944 5 5 2.159 -.216 0 0 0 2.592 RISA-3D Version 5.0d [P:\...\...\...\...V\nalysis\Structural\Risa\3d\bldg2&5\bldg2recalc\omf@line 8.1 .r3d] Page 2 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.01 OMF@Line 8.1 Oct 3, 2006 1:31 PM Checked By: Member Section Forces (Continued) 6 1 M2 1 2.473 .216 0 0 0 0 7 2 2.395 .216 0 0 0 -.648 8 3 2.316 .216 0 0 0 -1.296 9 4 2.238 .216 0 0 0 -1.944 10 5 2.159 .216 0 0 0 -2.592 11 1 M3 1 .216 2.159 0 0 0 2.592 12 2 .216 1.08 0 0 0 -2.267 13 3 .216 0 0 0 0 -3.887 14 4 .216 -1.08 0 0 0 -2.267 15 5 .216 -2.159 0 0 0 2.592 Member ASD Steel Code Checks (By Combination) LC Member Shape UC Max Locfft] Shear... Locfft] Dir Fafksi] Ftfksil Fbvfksi] Fbzfksi] Cb Cmy Cmz Eqn 1 1 Ml W14X26 .073 12 .003 0 V 8.344 30 37.5 13.432 1 .6 .6 H1-1 2 1 M2 W14X26 .073 12 .003 0 Y 8.344 30 37.5 13.432 1 .6 .6 H1-1 3 1 M3 W12X30 .056 6 .034 12 V 15.897 30 37.5 22.012 1 .6 .85 H1-2 RISA-3D Version 5.0d [P:\...\...\...\...V\naiysis\Structural\Risa\3d\bldg2&5\bldg2recalc\omf@line 8.1 .r3d] Page 3 Company Designer Job Number The Thornton-Tomasetti Group, Inc. IT Department GG5532.01 OMF(gLine 8.1 Oct 3, 2006 1:31 PM Checked By:_ Basic Load Cases BLC Description Cateaory X Gravity Y Gravity Z Gravity Joint Point Distributed Area (Me... Surface (... 1 dl DL -1 1 2 II LL 1 3 eq EL 1 Envelope Joint Reactions Joint Xfkl Ic Yfkl Ic Zfk] Ic MX fk-ft] Ic MY fk-ft] Ic MZ fk-ft] Ic 1 N1 max 1.195 5 6.973 2 0 2 0 2 0 2 0 2 2 min -1.401 7 -2.8 7 0 2 0 2 0 2 0 2 3 N2 max .805 5 7.348 6 0 2 0 2 0 2 0 2 4 min -1.399 7 .226 5 0 2 0 2 0 2 0 2 5 Totals: max 2 5 13.947 2 0 2 6 min -2.8 7 0 8 0 2 Envelope Member Section Forces Member Sec Axialfkl Ic v Shearlkl Ic z Shearfkl Ic Torauefk-ftl Ic v-v Momen.. Ic z-z Momen.. Ic 1 M1 1 max 6.973 2 1.401 7 0 2 0 2 0 2 0 2 2 min -2.8 7 -1.195 5 0 2 0 2 0 2 0 2 3 2 max 6.895 2 1.401 7 0 2 1 0 2 0 2 3.585 5 4 min -2.8 7 -1.195 5 0 2 0 2 0 2 -4.203 7 5 3 max 6.816 2 1.401 7 0 2 0 2 0 2 7.171 5 6 min -2.8 7 -1.195 5 0 2 0 2 0 2 -8.407 7 7 4 max 6.738 2 1.401 7 0 2 0 2 0 2 10.756 5 8 min -2.8 7 -1.195 5 0 2 0 2 0 2 -12.61 7 9 5 max 6.659 2 1.401 7 0 2 0 2 0 2 14.342 5 10 min -2.8 7 -1.195 5 0 2 0 2 0 2 -16.813 7 11 M2 1 max 7.348 6 1.399 7 0 2 0 2 0 2 0 2 12 min .226 5 -.805 5 0 2 0 2 0 2 0 2 13 2 max 7.27 6 1.399 7 0 2 0 2 0 2 2.415 5 14 min .155 5 -.805 5 0 2 0 2 0 2 -4.197 7 15 3 max 7.191 6 1.399 7 0 2 0 2 0 2 4.829 5 16 min .085 5 -.805 5 0 2 0 2 0 2 -8.393 7 17 4 max 7.113 6 1.399 7 0 2 0 2 0 2 7.244 5 18 min .014 c _ OQC 5 0 0 z 0 2 -12.59 7 19 5 max 7.034 6 1.399 7 0 2 0 2 0 2 9.658 5 20 min -.056 5 -.805 5 0 2 0 2 0 2 -16.787 7 21 M3 1 max 1.399 7 6.659 2 0 2 0 2 0 2 14.342 5 22 min -.805 5 -2.8 7 0 2 0 2 0 2 -16.813 7 23 1 2 max 1.399 7 3.33 2 0 2 0 2 0 2 3.969 5 24 min -.805 5 -2.8 7 0 2 0 2 0 2 -10.318 6 25 3 max 1.399 7 2 5 0 2 0 2 0 2 -.009 8 26 min -.805 1 5 -2.8 7 0 2 0 2 0 2 -11.987 2 27 4 max 1.399 7 1.028 5 0 2 0 2 0 2 8.387 7 28 min -.805 5 -4.267 6 0 2 0 2 0 2 -8.031 5 29 5 max 1.399 7 .056 5 0 2 0 2 0 2 16.787 7 30 min -.805 5 -7.034 6 0 2 0 2 0 2 -9.658 5 Envelope ASD Steel Code Checks 1 Ml W14X26 .280 12 5 .020 0 V 7 8.344 30 37.5 13.432 1 .6 .6 H1-1 2 M2 W14X26 .348 12 6 .020 0 y 7 8.344 30 37.5 13.432 1 .6 .6 H1-1 3 M3 W12X30 .180 0 7 .110 12 Y 6 15.897 30 37.5 30 2.3 .6 .201 H1-2 RISA-3D Version 5.0d [P:\...\...\...\...\Analysis\Structural\Risa\3d\bldg2&5\bldg2recalc\omf@line 8.1 .r3d] Page 4 Company : The Thornton-Tomasetti Group, Inc. Designer : IT Department Job Number : GG5532.01 OMF@Line 8.1 Oct 3, 2006 1:32 PM Checked By: Joint Deflections (By Combination) LC Joint Label Xfin] Yfin] Zfin] X Rotation frad] 1 7 N1 0 0 0 0 2 7 N2 0 o" 0 0 3 7 N3 .319 .002 0 0 4 7 N4 .318 -.002 0 0 Y Rotation frad] 0 Z Rotation frad] -2.857e-3 -2.85e-3 -8.122e-4 -8.089e-4 RISA-3D Version 5.0d [P:\...\...\...\...VKnalysis\Structural\Risa\3d\bldg2&5\bldg2recalc\omf@line 8.1 .r3d] Page 5 Thornton-Tomasetti Group Project. Project #: By: Checked by:, p^(^f: Fl^^^Al^J(T k^'f PtAf^ Date: Sheet Drawing #: of -/ CT 7- ±1 ..... L—i ._4.~ 1 - -'r Thornton Tomasetti CI PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. — —— " — — b> \ — —— " — — i 1 1' i 1 1 T 1 : i i I ! , X -i 4- 4- ^ r I I ! 8.S ! r —3 * 1 -I' 1 ! J 1 i ' 1 h' • .. h ) -^\ f 1 . . c vV duo j r — 1 ^ ...1 [^L r — 1 9 * 3 —- t VVs 4 On " .1 -L.Ai..oi ; : Lc .. . i 1 • ' • 1 ~^ 1 i \ \ \ \ i j ! ! i : i . ....] : Ml • i' ae > a i I i 1 i i ,..,! ! p ^0 I. „. . J. . ... j.-.-^. • 1.1»c> — r — U J. 0- 4- ^ u- X X X r r i 1 i 1 I j i 1 I ill' \ ' \ \ i c A->vf 1 j -"-^ 1 \ -I j 1 i ^ ; i 11 11 1 1 i ! 1 1 ; • ; ' 1 ! i • 1 1 • ! • • ' i i. ! i — ;-..-1-..-^.. i—-j-"-- I ' i 1 f _.i ;. ,._„i [ ^ ' i Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description ; Scope: Job# Date: 11:45AM, 12 OCT 06 C3 Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB1 Steel Beam Design Page 1 bidg3.4.ecw:Revi5ed [General Information Steel Section : W14X30 Center Span Left Cant. Right Cant Lu : Unbraced Length Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 17.00 ft 0.00 ft 0.00 ft 0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Load Duration Factor Elastic Modulus 36.00 ksi 1.00 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL LL ST Start Location End Location 0.234 0.260 Dead Load Live Load Short Term Location 0.999 1.110 8.500 km m km fi ft Note! Short Term Loads Are WIND Loads. k k k ft Summary Using: W14X30 section. Span = 17.00ft, Fy = SS.Oksi End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000 Actual Moment 27.895 k-ft fb : Bending Stress 7.970 ksi fb / Fb 0.335 : 1 Beam OK static Load Case Governs Stress Shear fv : Shear Stress fv/Fv 5.509 k 1.474 ksi 0.102 : 1 Allowable 83.160 k-ft 23.760 ksi 53.810 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.161 in 2,558.4 : 1 1,267.9 : 1 Force & Stress Summary Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Maximum 27.89 k-ft 5.51 k 5.51 k -0.161 in O.OOOin 0.000 in 0.000 ft 5.51 5.51 DL Onlv 13.78 2.74 2.74 -0.080 0.000 0.000 0.000 2.74 2.74 • These columns are Dead + Live Load placed as noted • LL (Si Center 27.89 5.51 5.51 -0.161 0.000 0.000 0.000 LL+ST @ Center LL @ Cants LL+ST (5) Cants 5.51 5.51 -0.161 0.000 0.000 0.000 5.51 5.51 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Fa calc'd per Eq. E2-1, K*L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description Scope: Job# Date: 11:45AM, 12 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RBI Steel Beam Design Page 2 bldg3.4.ecw: Revised [section Properties W14X30 Depth 13.840 in Weight 30.06 #/ft Web Thick 0.270 in Ixx 291.000 in4 Width 6.730 in lyy 19.600 in4 Flange Thick 0.385 in Sxx 42.000 in3 Area 8.85 in2 Syy 5.820 in3 Rt 1.740 in R-xx 5.730 in Values for LRFD Design.... R-yy 1.490 in J 0.380 in4 Zx 47.300 in3 Cw 887.00 in6 Zy 8.990 in3 K 0.785 in Thornton Tomasetti C5 PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. , i r i ! ; T T T ! i i ! . J i 1 ! ! " j 1 > ' t 1 1 i 1 ! ' ! 1 1 1 i sU -vu "X- •X' -»X- s 1 ! ' ! 1 1 / s V r 1 i A V . 1 ... . 1 i ' ' i i i i ' — Co AC -— Co AC %-— AC %-— — ; 1 use A-^8 x'/ — i . i... ! r .1 ; ! i i 1 ! \ _ _i. .. L. '. ...... : j ; ; ; ^ 1 ; ; . . , J 9. ( h 1 ; 1 i ! 1 (^ ._ _ \ j ' 1 ] • i i i > - 1 / \ : : \ * — ^ p —--t 1 -a" : ; • — ^ p —--t 1 -a" \ : 1 La r I : 1 t r I • U t 1 1 .. JL> SlE \ Kl U ; :!•••' 1 i ; I i ! i i ; : 1 • 1 ( ! 1 i M 1 : 1 1 ! i ! ! ..... _ L..._ ... I 1 • • • • 1 ! f T" - 'T I j Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 11:50AM, 12 OCT 06 Rev: 580006 User: KW-D600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Steel Beam Design Description RB3 Page 1 bldg3.4.ecw:Revised general Information Steel Section : TS8X4X1/4 Center Span 4.00 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Minor Axis Bending ! Fy Load Duration Factor Elastic Modulus 36.00 ksi 1.00 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL LL ST Start Location End Location 0.216 0.240 k/ft k/ft km ft ft Summary Using: TS8X4X1/4 section. Span = 4.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000 Actual Moment 0.950 k-ft fb : Bending Stress 1.494 ksi fb / Fb 0.063 : 1 Shear fv : Shear Stress fv/Fv 0.950 k 0.475 ksi 0.033 : 1 Allowable 15.107 k-ft 23.760 ksi 14.400 k 14.400 ksi Beam OK Static Load Case Governs Stress Max. Deflection -0.006 in Length/DL Defl 15,735.3:1 Length/(DL+LL Defl) 7,784.6 : 1 Force & Stress Summary «- These columns are Dead + Live Load placed as noted —» DL LL LL+ST LL LL+ST Maximum Onlv (5) Center (3). Center (3) Cants (3) Cants Max. M + 0.95 k-ft 0.47 0.95 k-ft Max. M -k-ft Max. M @ Left k-ft Max. M @ Right k-ft Shear @ Left 0.95 k 0.47 0.95 k Shear @ Right 0.95 k 0.47 0.95 k Center Defl. -0.006 in -0.003 -0.006 -0.006 0.000 0.000 in Left Cant Defl O.OOOin 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 0.95 0.47 0.95 0.95 k Reaction @ Rt 0.95 0.47 0.95 0.95 k Fa calc'd per Eq, E2-1, K*L/r < Cc Section Properties TS8X4X1/4 1 Depth 8.000 in Weight 18.99 #/ft Thickness 0.250 in Ixx 45.100 in4 Width 4.000 in lyy 15.300 in4 Sxx 11.300 in3 Area 5.59 in2 Syy 7.630 in3 Rt 2.000 in R-xx 2.840 in Values for LRFD Design... R-yy 1.650 in J 37.500 in4 Zx 14.100 in3 Zy 8.720 in3 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 11:36AM, 13 OCT 06 C7 Rev: 580004 User: KW-0600037, Ver 6.8.0, 1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Description RB4 General Timber Beam Page 1 bldg3.4.ecw: Revised-Roof [General Information Section Name 4x16 Beam Width 3.500 In Beam Depth 15.250 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 11.50 ft Lu O.OOft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 85.0 psi Fc Allow 625.0 psi E 1,300.0 ksi [jrapezoidal Loads #1 DL @ Left DL @ Right 144.00 #/ft #/ft LL @ Left LL @ Right #/ft 160.00 #/ft Start Loc End Loc 0.000 ft 11.500 ft Summary Beam Design OK Span= 11.50ft, Beam Width = 3.500in X Depth = 15.25in, Ends are Pin-Pin Max Stress Ratio 0.287 : 1 Maximum Moment 2.8 k-ft Maximum Shear * 1.5 1.3 k Allowable 9.9 k-ft Allowable 4.5 k Max. Positive Moment 2.79 k-ft at 6.578 ft Shear: @ Left 0.66 k Max. Negative Moment -0.00 k-ft at 11.500 ft @ Right 1.24 k Max @ Left Support 0.00 k-ft Camber: ©Left O.OOOin Max @ Right Support 0.00 k-ft @ Center 0.037 in Max. M allow 9.89 Reactions... @ Right O.OOOin fb 246.68 psi fv 24.36 psi Left DL 0.35 k Max 0.66 k Fb 875.00 psi Fv 85.00 psi Right DL 0.63 k Max 1.24 k Deflections \ Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.025 in -0.048 in Deflection 0.000 in 0.000 in ...Location 5.934 ft 5.934 ft ...Length/Defl 0.0 0.0 ...Length/Defl 5,542.6 2,854.23 Right Cantilever... Camber ( using 1.5 * D.L. Defl)... Deflection 0.000 in 0.000 in @ Center 0.037 in ...Length/Defl 0.0 0.0 @ Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 31.260 Le 0.000 ft Sxx 135.661 in3 Area 53.375 in2 Cf 1.000 Rb 0.000 Max Moment CI 0.000 Sxx Rea'd Allowable flD @ Center 2.79 k-ft 38.25 in3 875.00 psi @ Left Support 0.00 k-ft 0.00 in3 875.00 psi @ Right Support 0.00 k-ft 0.00 in3 875.00 psi Shear Analysis @ Left Support Right Support Design Shear 0.93 k 1.30 k Area Required 10.955 in2 15.294 in2 Fv: Allowable 85.00 psi 85.00 psi Bearing @ Supports Max. Left Reaction 0.66 k Bearing Length Req'd 0.300 in Max. Right Reaction 1.24 k Bearing Length Req'd 0.567 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description : Scope: Job# Date: 11:36AM, 13 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Softwrare Description RB4 General Timber Beam Page 2 bldg3.4.eow:Revised-Roof ^^:mi:r^--m'— • - Query Values 1 M, V, & D @ Specified Locations Moment Shear Deflection @ Center Span Location = 0.00 ft 0.00 k-ft 0.66 k 0.0000 in @ Right Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 In @ Left Cant. Location = 0.00 ft 0.00 k-ft 0.00 k 0.0000 in Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. VP LO: i 2^Ce'..ti.fcClxUM'^i -\ '2-j«>ej e>* . t 4o.b.£.i i 1 >i£ SE i : ic i £ : £ a! it. ! i I ! ! I Is' 1 1 .1 , • I ' : : i I 1 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description : Scope: Job# Date: 1:14PM, 12 OCT 06 CIO Rev: 580006 User: KW-0600037, Ver 6.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Steel Beam Design .^...."iL^Ll \ Description RB5 Steel Beam Design .^...."iL^Ll \ General Information Code Ref: AISC 9th ASD. 1997 UBC. 2003 IBC, 2003 NFPA 5000 '; Steel Section : W14X30 Center Span 21.00 ft Left Cant. 3.00 ft Right Cant 0.00 ft Lu : Unbraced Length 0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00 ksi 1.00 29,000.0 ksi Trapezoidal Loads Note! Short Term Loads Are WIND Loads. #1 DL @ Left DL @ Right #2 DL @ Left DL @ Right 0.144 0.288 0.288 0.216 LL @ Left LL @ Right LL @ Left LL @ Right 0.160 0.320 0.320 0.240 ST @ Left ST @ Right ST @ Left ST @ Right k/ft k/ft k/ft k/ft Start End Start End -3.000 ft 5.000 ft 5.000 ft 21.000 ft Summary Beam OK static Load Case Governs Stress Using: W14X30 section. Span = 21.00ft, Fy = 36.0ksi, Left Cant End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000 Actual 3.00ft, Right Cant. = O.OOft Allowable Moment 31.372 k-ft fb : Bending Stress 8.963 ksi fb / Fb 0.377 :1 Shear 5.995 k fv : Shear Stress 1.604 ksi fv/Fv 0.111 :1 83.160 k-ft 23.760 ksi 53.810 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.293 in 1,109.3 :1 544.2 :1 [Force & Stress Summary «- These columns are Dead + Live Load placed as noted ~» DL LL LL+ST LL LL+ST Maximum Onlv (S>. Center (S>. Center (8). Cants (3) Cants Max. M + 31.37 k-ft 15.50 31.37 15.10 k-ft Max. M --0.86 -0.86 -1.67 k-ft Max. M @ Left -0.86 -0.86 -1.67 k-ft Max. M @ Right k-ft Shear @ Left 5.99 k 3.03 5.99 3.07 k Shear @ Right 5.71 k 2.85 5.71 2.81 k Center Defl. -0.293 in -0.145 -0.293 -0.293 -0.140 -0.140 in Left Cant Defl 0.132 in 0.065 0.132 0.132 0.061 0.061 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 7.21 3.63 6.60 6.60 4.24 4.24 k Reaction @ Rt 5.71 2.85 5.71 5.71 2.81 2.81 k Fa calc'd per Eq. E2-1, K*L/r<Cc 1 Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy [section Properties W14X30 Depth 13.840 in Weight 30.06 #/ft Web Thick 0.270 in Ixx 291.000 in4 Width 6.730 in lyy 19.600 in4 Flange Thick 0.385 in Sxx 42.000 in3 Area 8.85 in2 Syy 5.820 in3 Rt 1.740 in R-xx 5.730 in Values for LRFD Design.. R-yy 1.490 in J 0.380 in4 Zx 47.300 in3 Cw 887.00 in6 Zy 8.990 in3 K 0.785 in Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Date: Job# 1:27PM, 12 OCT 06 Rev: 580006 User: KW-06D0037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Steel Beam Design Description Page 1 bldg3.4.eow: Revised RB6 [General Information Steel Section : W14X61 Center Span Left Cant. Right Cant Lu : Unbraced Length Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 23.50 ft 0.00 ft 0.00 ft 0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL & ST Act Together Fy Load Duration Factor Elastic Modulus 36.00 ksi 1.00 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. #1 DL LL ST Start Location End Location 0.288 0.320 23.500 #2 1.406 9.000 19.000 #3 #4 #5 #6 #7 km k/ft k/ft ft ft Trapezoidal Loads @ Left 0.320 Note! Short Term Loads Are WIND Loads. ' i km Start ft #1 DL @ Left 0.288 LL @ Left 0.320 ST ©Left Note! Short Term Loads Are WIND Loads. ' i km Start ft DL @ Right LL @ Right ST @ Right k/ft End 23.500 ft Point Loads Note! Short Term Loads Are WIND Loads. : #1 Dead Load 2.850 Live Load 2.860 #2 #3 #4 #5 #6 #7 k k Short Term Location 22.000 Summary Using: W14X61 section. Span = 23.50ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000 Actual Moment 133.434 k-ft fb : Bending Stress 17.386 ksi fb / Fb 0.732 :1 Shear 23.961 k fv : Shear Stress 4.600 ksi fv/Fv 0.319:1 Allowable 182.358 k-ft 23.760 ksi 75.006 k 14.400 ksi Beam OK static Load Case Governs Stress Max. Deflection -0.697 in Length/DL Defl 557.0 :1 Length/(DL+LL Defl) 404.4 : 1 Force & Stress Summary Maximum 133.43 k-ft DL Onlv 98.40 -0.00 • These columns are Dead + Live Load placed as noted • Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction © Left Reaction @ Rt Fa calc'd per Eq. E2-1,K*Ur<Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy 18.67 k 23.96 k -0.697 in O.OOOin 0.000 in 0.000 ft 18.67 23.96 12.22 16.27 -0.506 0.000 0.000 0.000 12.22 16.27 LL (3) Center 133.43 -0.00 18.67 23.96 -0.697 0.000 0.000 0.000 1S.57 23.96 LL+ST ! Center LL (3! Cants LL+ST (Si Cants -0.697 0.000 0.000 0.000 18.67 23.96 0.000 0.000 0.000 0.000 k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 1:27PM, 12 OCT 06 Cl2 Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB6 Steel Beam Design Page 2 bldg3.4.ecw: Revised [section Properties W14X61 Depth 13.890 in Weight 60.80 #/ft Web Thick 0.375 in Ixx 640.000 in4 Width 9.995 in lyy 107.000 in4 Flange Thick 0.645 in Sxx 92.100 in3 Area 17.90 in2 Syy 21.500 in3 Rt 2.700 In R-xx 5.980 in Values for LRFD Design.... R-yy 2.450 in J 2.200 in4 Zx 102.000 in3 Cw 4,710.00 In6 Zy 32.800 in3 K 1.240 in Thornton Tomasetti Cl3 PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. j — — — ^ ; 1 ri'"' y — — — • 1 i ' 1 i ! r : I .. _.. ....L . ! CO ... --1 ' 1 1 , R 1 > i i i \ \ 1. I : L ; 1 i \i Pi' — 1 ! i : i ... i : i — - \i Pi' — 1 ! i : i ... i : i — -; i j i 1 1 1 — — . L \& 1 — — AO . L.V>:Lil.QJl: ' 1 : i ! ! i i i i 1 s o\L.: J . . 1 — — AO . L.V>:Lil.QJl: ' 1 : i ! ! i !___^ i ! SI — i j 1 — i 1 i r 1 1 ,., 1 ; . J : - 1. o (^'^ —j • : ; / -f LJJ 1 i - ' • J — / '-2-' •<^' / 1 ! j •<^' 'T"'' „.-..L-y 'T"'' „.-..L- i 1 ; 1 j > <3 i 9 CM = i • t i > <3 i 9 — i ^ 1 1 ' ' I'' 1 i uo. W p 1 r ' : 1 T i .. • \ ! 1 1 be: i i ' _ . _ ..j _ .' _ _ _. 1.._. .. ;!:-;! j t-i i ; ; ! i ! 1 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description : Scope: Date: Job# 1:38PM, 12 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0, 1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB7 General Timber Beam 1 bldg3.4.ecw: Revised General Information Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Section Name Beam Width Beam Depth Member Type Load Dur. Factor Beam End Fixity Prilm: 3.5x9.5 3.500 in 9.500 in Manuf/So.Pine 1.000 Pin-Pin Center Span 10.00ft Lu Left Cantilever ft Lu Right Cantilever ft Lu Truss Joist - MacMillan, Paraliam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 0.00 ft 0.00 ft 0.00 ft [FUII Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 165.00 #/ft #/ft #/ft LL LL LL 240.00 #/ft #/ft m [Trapezoidal Loads #1 DL @ Left DL @ Right 138.00 #/ft LL@Left 200.00 #/ft Start Loc 0.000 ft #/ft LL(@ Right #/ft End Loc 10.000 ft Summary Beam Design OK Span= 10.00ft, Beam Width = 3.500in X Depth = 9.5in, Ends are Pin-Pin Max Stress Ratio 0.565 : 1 Maximum Moment 7.2 k-ft Maximum Shear* 1.5 3.9 k Allowable 12.7 k-ft Allowable 9.6 k Max. Positive Moment 7.19 k-ft at 4.760 ft Shear: @ Left 3.15k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.59 k Max (g Left Support 0.00 k-ft Camber; @ Left O.OOOin Max (@ Right Support 0.00 k-ft @ Center 0.158 in Max. M allow 12.72 Reactions... @ Right O.OOOin ftD 1,639.38 psi fv 117.15 psi LeftDL 1.28 k Max 3.15k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.05 k Max 2.59 k Deflections ' Center Span... Dead Load Total Load Left Cantilever... Dead Load Total Load Deflection -0.105 in -0.258 in Deflection 0.000 in 0.000 in ...Location 4.960 ft 4.960 ft ...Length/Defl 0.0 0.0 ...Length/Defl 1,139.8 464.65 Right Cantilever... Camber ( using 1.5 * D.L. Defl)... Deflection 0.000 in 0.000 in @ Center 0.158 in ...Length/Defl 0.0 0.0 (g Left 0.000 in @ Right 0.000 in Stress Calcs Bending Analysis Ck 21.298 Cf 1.000 @ Center (@ Left Support (g Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 7.19 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 3.90 k 13.431 in2 290.00 psi 3.15 k 2.59 k Sxx 52.646 in3 Area CI 0.000 Sxx Req'd 29.76 in3 0.00 in3 0.00 in3 (g Right Support 3.41 k 11.745 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 33.250 in2 Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 1.385 in 1.138 in Thornton-Tomasetti Group, Inc. Title: Job # 2415 Campus Drive, Suite 110 °^anr. Date: 1:38PM, 12 OCT 06 Irvine, CA 92612 Description: P 949.271.3300 / F 949.271.3301 www.thettgroup.com Scope: 015 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 2 bldg3.4.eow:Revised Description RB7 Query Values M, V, & D ig Specified Locations (g Center Span Location = @ Right Cant. Location = @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 3.15 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: Dsgnr: Description: Scope: Date: Job# 1:38PM, 12 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Description RB8 Steel Beam Design Page 1 bldg3.4 ecw: Revised [General Information Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 t Steel Section : W14X30 Center Span Left Cant. Right Cant Lu : Unbraced Length 19.00 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 36.00 ksi 1.00 29,000.0 ksi Distributed Loads Note! Short Tenn Loads Are WIND Loads. #1 #2 #3 #4 #5 #6 #7 DL LL ST Start Location End Location 0.220 0.320 k/ft k/ft km ft ft [jrapezoidal Loads Note! Short Term Loads Are WIND Loads. #1 DLg gLeft 0.165 LL(? gLeft 0.240 STg ILeft k/ft Start 2.000 ft DL(£ g Right LL^ § Right ST(^ g Right k/ft End 19.000 ft Point Loads Note! Short Term Loads Are WIND Loads. ' Dead Load Live Load Short Term Location # 1 1.060 1.500 2.000 #2 #3 #4 #5 #6 #7 k k k ft Summary Beam OK static Load Case Governs Stress Using: W14X30 section. Span = 19.00ft, Fy = 36.0ksi End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000 Actual Moment 38.287 k-ft fb : Bending Stress 10.939 ksi fb / Fb 0.460 :1 Shear fv : Shear Stress fv/Fv 9.760 k 2.612 ksi 0.181 :1 Allowable 83.160 k-ft 23.760 ksi 53.810 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.296 in 1,794.6 :1 769.6 :1 1 [Force & Stress Summary «~ These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Onlv (3) Center (5) Center &. Cants (5) Cants Max. M + 38.29 k-ft 16.42 38.29 k-ft Max. M --0.00 -0.00 k-ft Max. M @ Left k-ft Max. M (g Right k-ft Shear @ Left 9.76 k 4.16 9.76 k Shear @ Right 7.07 k 3.05 7.07 k Center Defl. -0.296 in -0.127 -0.296 -0.296 0.000 0.000 in Left Cant Defl O.OOOin 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.000 in 0.000 0.000 0.000 0.000 0.000 in ...Query Defl (g 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction (g Left 9.76 4.16 9.76 9.76 k Reaction @ Rt 7.07 3.05 7.07 7.07 k Fa calc'd perEq. E2-1, K*L/r<Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 vmw.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 1:38PM, 12 OCT 06 cn Rev: 580006 User: KW-0600037, Ver 5.8.0, 1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Description RB8 Steel Beam Design Page 2 bldg3.4.ecw:Revised Section Properties W14X30 Depth 13.840 in Weight 30.06 #/ft Web Thick 0.270 in Ixx 291.000 in4 Width 6.730 in lyy 19.600 in4 Flange Thick 0.385 in Sxx 42.000 in3 Area 8.85 in2 Syy 5.820 in3 Rt 1.740 in R-xx 5.730 in Values for LRFD Design ... R-yy 1.490 in J 0.380 in4 Zx 47.300 in3 Cw 887.00 in6 Zy 8.990 in3 K 0.785 in Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. i 1 ri_..L. _i [ i • i" i Re , i 1 j 1 r 1 ; _L.. .....: 1 i i i' • i 1 1 \- V, si- \ / ' • i EH. ( L Cv Q .*?^<r J '/•> i-f : — — EH. ( L Cv Q .*?^<r J '/•> - ^ — — Cv 1 1 i k i i L ... 1 . ' 1 i 1 ; : ^ 1 ! ! : ' ! ! 1 • ; > > r ^ r vl* >X. vJ- J/ NX* VL. *. _ .... / ' ! i n f > • ! • i — — C'/-- 1 ^ • 1 r ~T ' ] — 1 i ; 1 i 1 i-Ji..,.- tl..^^.-X-L j 1 • ! ^ i ; ; i ill ! ' • i 1 i ! 1 ^ ^ ; ! i : • • ' ; -i • J —i : : : 1 1 T i — i • ; i i -i • J —i 1 — 1 i r Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 1:41PM, 12 OCT 06 Rev: 580004 User KW-0600037, Ver S.S.0,1-t>ec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB9 General Timber Beam ^ \ u«,ciiii bldg3.4.ecw;Revised I General Information Section Name 6x10 Beam Width 5.500 in Beam Depth 9.500 in Member Type Sawn Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined | ?WT^??^5^piW^^«^^^ffiw^?^?^:?5?»w^i^^^i^^^PW^^Pi^^ws^!^^ii^wr^t^ Center Span 10.00 ft Lu O.OOft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Douglas Fir - Larch, No.2 Fb Base Allow 875.0 psi Fv Allow 85.0 psi Fc Allow 625.0 psi E 1,300.0 ksi Center DL 179.00 m LL 260.00 m Left Cantilever DL m LL m Right Cantilever DL m LL m Summary Beam Design OK Span= 10.00ft, Beam Width = 5.500in x Depth = 9.5ln, Ends are Pin-Pin Max stress Ratio 0.936 : 1 Maximum Moment 5.6 k-ft Maximum Shear * 1.5 2.9 k Allowable 6.0 k-ft Allowable 4.4 k Max. Positive Moment 5.65 k-ft at 5.000 ft Shear: @Left 2.26 k Max. Negative Moment 0.00 k-ft at 0.000 ft @ Right 2.26 k Max @ Left Support 0.00 k-ft Camber: @ Left O.OOOin Max @ Right Support 0.00 k-ft @ Center 0.127 In Max. M allow 6.03 Reactions... @ Right O.OOOin fb 819.00 psi fv 54.98 psi LeftDL 0.96 k Max 2.26 k Fb 875.00 psi Fv 85.00 psi Right DL 0.96 k Max 2.26 k Deflections Center Span... Deflection ...Location ...Length/Defl Camber ( using 1.5 * D.L. @ Center @ Left @ Right Dead Load -0.084 in 5.000 ft 1,421.3 Defl)... 0.127 in 0.000 in 0.000 In Total Load -0.199 in 5.000 ft 603.19 Left Cantilever... Deflection ...Length/Defl Right Cantiiever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.000 in 0.0 0.000 ft 0.000 Max Moment Sxx CI @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction 5.65 k-ft 0.00 k-ft 0.00 k-ft I Left Support 2.87 k 33.798 in2 85.00 psi 2.26 k 2.26 k 82.729 In3 0.000 Sxx Rea'd 77.43 in3 0.00 in3 0.00 In3 @ Right Support 2.87 k 33.798 in2 85.00 psi Bearing Length Req'd Bearing Length Req'd Area 52.250 In2 Allowable fb 875.00 psi 875.00 psi 875.00 psi 0.657 in 0.657 in Total Load 0.000 in 0.0 0.000 in 0.0 [Stress Calcs Bending Analysis Ck 31.260 Le Cf 1.000 Rb Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 1:41PM, 12 OCT 06 Rev: 580004 User KW-0600037, Vsr 5.8.0.1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam ,«g3.^p'evisL I Description RB9 Query Values M, V, & D @ Specified Locations @ Center Span Location @ Right Cant. Location - @ Left Cant. Location = 0.00 ft 0.00 ft 0.00 ft •Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear 2.26 k 0.00 k 0.00 k iSefiection 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: Description: Scope: Job# Date: 1:46PM, 12 OCT 08 cn Rev: 580004 User KW-0600037, Ver 5.8.0,1-Dec-2003 (c)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 Description RB10 bldg3.4.ecw: Revised | 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 deflned Center Span 12.00 ft Lu O.OOft Left Cantilever ft Lu 0.00 ft Right Cantilever ft Lu 0.00 ft Truss Joist - MacMillan, Paraliam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi Center Left Cantilever Right Cantilever DL 273.00 DL #m DL m LL LL LL 223.00 m m m Summary Beam Design OK Span= 12.00ft, Beam Width = Max stress Ratio Maximum Moment Allowable Max. Positive Moment Max. Negative Moment Max @ Left Support Max @ Right Support Max. M allow ft) 1,389.85 psi Fb 2,900.00 psi 5.250in x Depth = 9.5in, Ends are Pin-Pin 0.479 : 1 9.1 k-ft 19.1 k-ft 9.15 k-ft at 6.000 ft 0.00 k-ft at 0.000 ft 0.00 k-ft Maximum Shear' Allowable Shear 1.5 0.00 19.08 ^ Fv k-ft 79.95 psi 290.00 psi Reactions... LeftDL Right DL Camber: 1.71 k 1.71 k @ Left @ Right @Left @ Center @ Right Max Max 4.0 k 14.5 k 3.05 k 3.05 k O.OOOin 0.266 in O.OOOin 3.05 k 3.05 k Deflections 'mm Center Span... Deflection ...Location ...Length/Defl Dead Load -0.177 in 6.000 ft 812.1 Total Load -0.316 in 6.000 ft 455.70 Camber ( using 1.5 * D.L. Defl)... @ Center 0.266 in @ Left 0.000 in @ Right 0.000 in Left Cantilever. Deflection ...Length/Defl Right Cantiiever... Deflection ...Length/Defl B^B^Baj^asBE Dead Load Total Load 0.000 in 0.0 0.000 in 0.0 0.000 In 0.0 0.000 in 0.0 5 Stress Calcs Bending Analysis Ck 21.298 Cf 1.000 @ Center @ Left Support @ Right Support Shear Analysis Design Shear Area Required Fv: Allowable Bearing @ Supports Max. Left Reaction Max. Right Reaction Le Rb 0.000 ft 0.000 Max Moment 9.15 k-ft 0.00 k-ft 0.00 k-ft @ Left Support 3.99 k 13.751 in2 290.00 psi 3.05 k 3.05 k Sxx 78.969 In3 Area CI 0.000 Sxx Rea'd 37.85 in3 0.00 in3 0.00 in3 49.875 in2 Allovrable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi @ Right Support 3.99 k 13.751 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 0.893 in 0.893 in Thomton-Tomasetti Group, Inc. Title: Job # 2415 Campus Drive, Suite 110 P*B"L' . Date: 1.46PM, 12 OCT 06 Irvine. CA 92612 Description: A ^ P 949.271.3300 / F 949.271.3301 gcope: ^ www.thettgroup.com Rev: 580004 „ Z 1, User KW-0600037, Ver5.8.0, i-Dec-2003 General Timhpr Bpflm ^^9^ ^ I (0)1983-2003 ENERCALC Engineering Software WPCiicia IWCI Dcaill bldg3.4.ecw:Revised I Description RB10 Query Values ^ k IM, V, & D @ Specified Locations IMoment Shear Deflection @ Center Span Location = O.OOft 0.00 k-ft 3.05 k 0.0000 in @ Right Cant Location 3 O.OOft 0.00 k-ft 0.00 k 0.0000 in @ Left Cant Location - O.OOft 0.00 k-ft 0.00 k 0.0000 in Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. .CO to: LO y- > O C u «_ - 8' H.ST' pNP ^ ^.,i??.f^..L.,.L'At..ay...r.'U."5..i =1 ^.:i-<5'.,eAl. .ri..._ik.£^ L'/i..4.&lB \l±fto\.£ ^S>&; Vi \^ X •j> J- 4* 4" 4* ^ car Si£ -7^ bu - Spit ^ -V, s (:>e>c^) C'V{!€^ - '^'^^ Thomton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr Description: Scope: Date: Job# 1:50PM, 12 OCT 06 Rev: 580006 U«er KW-0600037, Ver 5.8.0,1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Steel Beam Design Page 1 bldg3.4.ecw:Revised Description RB11 General Information Steel Section : W14X30 Center Span 11.50ft Left Cant 0.00 ft Right Cant 2.00 ft Lu : Unbraced Length 0.00 ft Plnned-Plnned Bm Wt Added to Loads LL& ST Act Together Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Distributed Loads #1 DL LL ST Start Location End Location 0.207 0.230 8.000 '••Tf'WX'f'-'" ^ #2 0.024 0.027 8.000 13.500 #3 #4 iS #6 #7 km km km ft ft Trapezoidal Loads #1 DL @ Left DL @ Right 0.288 Note! Short Term Loads Are WIND Loads. | 0.144 LL (g Left 0.320 LL @ Right 0.160 ST @ Left ST @ RigW km k/ft Start End 1.500 ft 13.500 ft Dead Load Live Load Short Term Location #1 12.220 6.450 1.500 #2 Notel Short Term Loads Are WIND Loads. #5 #6 #7 k k k ft r; Summary ? Using: W14X30 section. Span = 11.50ft, Fy = 36.0ksi, Left Cant. = O.OOft, Right Cant. = 2.00ft End Fixity = Pinned-Pinned, Lu = O.OOft, LDF = 1.000 Actual Beam OK static Load Case Governs Stress Moment 32.089 k-ft fb: Bending Stress 9.168 ksi fb / Fb 0.386 :1 Shear 20.955 k fv: Shear Stress 5.608 ksi fv/Fv 0.389:1 Allowable 83.160 k-ft 23.760 ksi 53.810 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.086 in 1,924.6 :1 1,104.6 :1 «~ These columns are Dead + Live Load placed as noted -» DL LL LL+ST LL LL+ST Maximum Onlv O Center (5) Center 0). Cants (S). Cants Max. M + 32.09 k-ft 19.26 32.09 19.18 k-ft Max. M --0.41 -0.41 -0.80 k-ft Max. M @ Left k-ft Max. M @ Right -0.41 -0.41 -0.80 k-ft Shear @ Left 20.96 k 12.93 20.96 12.90 k Shear @ Right 6.55 k 3.65 6.55 3.69 k Center Defl. -0.086 in -0.050 -0.086 -0.086 -0.049 -0.049 in Left Cant Defl O.OOOin 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.043 in 0.025 0.043 0.043 0.024 0.024 in ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 20.96 12.93 20.96 20.96 12.90 12.90 k Reaction @ Rt 7.40 4.07 6.97 6.97 4.51 4.51 k Fa calc'd per Eq. E2-1, K*L/r < Cc 1 Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 1:50PM, 12 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB11 Steel Beam Design Page 2 bldg3.4.ecw:Revised I Section Properties W14X30 Depth 13.840 in Weight 30.06 #m Web Thick 0.270 in Ixx 291.000 in4 Width 6.730 in lyy 19.600 in4 Flange Thick 0.385 in Sxx 42.000 in3 Area 8.85 in2 Syy 5.820 in3 Rt 1.740 In R-xx 5.730 in Values for LRFD Design.... R-yy 1.490 in J 0.380 In4 Zx 47.300 in3 Cw 887.00 in6 Zy 8.990 in3 K 0.785 in Thomton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 4:05PM, 13 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software Description RBI 2 General Timber Beam Page 1 bldg3.4.eow:Re»i8ed-Roof General Infonnation Section Name Prilm: 1.75x11.25 Beam Width 1.750 in Beam Depth 11.250 in Member Type Manuf/So.Plne Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity PIn-PIn Wood Density 35.000 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 9.00 ft Lu O.OOft Left Cantilever 2.00ft Lu 4.00 ft Right Cantilever ft Lu 0.00 ft Truss Joist - MacMillan, Paraliam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi 1 Full Length Unifonn Lxg^ 1 Full Length Unifonn Lxg^ Center DL 55.00 #m LL 80.00 #m Left Cantiiever DL 55.00 m LL 80.00 m Right Cantiiever DL #/ft LL m 220.0 lbs Dead Load Live Load 320.0 Ibs ...distance -2.000 ft Summary lbs Ibs 0.000 ft lbs Ibs 0.000 ft lbs Ibs 0.000 ft lbs Ibs 0.000 ft imrmmmsssmmm lbs Ibs 0.000 ft lbs Ibs 0.000 ft Beam Design OK Span= 9.00ft, Left Cant= 2.00ft, Beam Width = 1.750in x Depth = 11.25in, Ends are Pin-Pin Max Stress Ratio 0.181 : 1 Maximum Moment -1.4 k-ft Maximum Shear * 1.5 1.0 k Allowable 7.8 k-ft Allowable 5.7 k Max. Positive Moment 1.15 k-ft at 4.961 ft Shear: @ Left 0.81k Max. Negative Moment -0.56 k-ft at 0.000 ft @ Right 0.57 k Max @ Left Support -1.36 k-ft Camber: @ Left 0.003 in Max @ Right Support 0.00 k-ft @ Center 0.015 in Max. M allow 7.75 Reactions... @ Right O.OOOin fb 441.97 psi fv 52.50 psi LeftDL 0.67 k Max 1.60 k Fb 2,519.39 psi Fv 290.00 psi Right DL 0.21 k Max 0.57 k Deflections Center Span... Dead Load Total Load Deflection -0.010 In ...Location 5.137 ft ...Length/Defl 11,093.1 Camber (using 1.5 * D.L. Defi)... ©Center 0.015 In @ Left 0.003 in (@ Right 0.000 in -0.038 in 4.698 ft 2,843.55 Left Cantilever... Deflection ...Length/Defl Right Cantilever- Deflection ...Length/Defl Dead Load -0.002 In 27,254.9 0.000 in 0.0 Total Load -0.026 in 1,876.3 0.000 in 0.0 Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 4:05PM, 13 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB12 General Timber Beam ^^^^ ^ I wiieiHi iiiiiMv,! mjMattt bWg3.4.60«:Re»lsed-Roof | 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 8.237 ft 19.059 Max Moment 1.15 k-ft 1.36 k-ft 0.00 k-ft @ Left Support 1.03 k 3.564 In2 290.00 psi 1.60 k 0.57 k Sxx 36.914 in3 Area CI 0.869 Sxx Reo'd 4.76 in3 6.48 in3 0.00 in3 @ Right Support 0.66 k 2.265 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 19.688 in2 Allowable ft) 2,900.00 psi 2,519.39 psi 2,900.00 psi 1.406 in 0.498 in Query Values IM, V, & D @ Specified Locations Moment @ Center Span Location = 0.00 ft -1.36 k-ft @ Right Cant Location = 0.00 ft 0.00 k-ft @ Left Cant. Location = 0.00 ft -1.36 k-ft Shear 0.78 k 0.00 k 0.78 k Deflection 0.0000 in 0.0000 in 0.0000 in Thornton Tomasetti -sk. sk. Of- U>_ i L 4 -ta3r X sL X X .j^ ..j^ 3.* L,X. ^, .4:bey...le/r..tsi^^ -4L\_fe..ek.'rJ: l.:.£,_*?.^.„liL^2,Xl^^l..._ ii,Q, 4/ 7 -i-Jl 5" i —^ .iTk>'..i...b s i..o,.,c^.,.$?if... „ I ri ) e>3pt-r 4iQofe^ L tS/X:..l jjr:_..„ ^ U<0 PROJECT PROJECT NO. DATE BT SHEET of SUBJECT CHECKED BY DRAWING NO. Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Date: Job# 1:54PM, 12 OCT 06 Rev: 580004 User. KW-0e00037. Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RBI 3 General Timber Beam Page 1 I btdg3.4.ecw:Revised |: Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined | Section Name Prilm: 3.5x16.0 Beam Width 3.500 in Beam Depth 16.000 in Member Type Manuf/So.Pine Bm Wt. Added to Loads Load Dur. Factor 1.000 Beam End Fixity Pin-Pin Wood Density 35.000 pcf General Information Center Span Left Cantilever Right Cantilever Truss Joist - MacMillan, Fb Base Allow Fv Allow Fc Allow E 5.00 ft Lu ft Lu 3.00ft Lu Paraliam 2.0E 2,900.0 psi 290.0 psi 650.0 psi 2,000.0 ksi 0.00 ft 0.00 ft 0.00 ft Full Length Uniform Loads Center DL Left Cantilever Right Cantilever DL DL 42.00 m #/ft 42.00 m LL 60.00 m LL m LL 60.00 m 681.0 lbs Ibs lbs lbs lbs Ibs lbs Live Load 990.0 Ibs Ibs Ibs Ibs Ibs ibs Ibs ...distance 8.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft 0.000 ft Summary r Beam Design OK Span= 5.00ft, Right Cant= 3.00ft, Beam Width = 3.500in x Depth = 16.in, Ends are Pin-Pin iVIax Stress Ratio 0.172 : 1 Maximum Moment -5.5 k-ft Maximum Shear * 1.5 2.8 k Allowable 36.1 k-ft Allowable 16.2 k Max. Positive Moment 0.00 k-ft at 0.000 ft Shear: @ Left 0.97 k Max. Negative Moment -2.29 k-ft at 5.000 ft @ Right 2.01 k Max @ Left Support 0.00 k-ft Camber: @ Left O.OOOin Max @ Right Support -5.53 k-ft @ Center 0.004 in Max. M allow 36.09 Reactions... @ Right 0.019 in fb 444.64 psi fv 49.95 psi LeftDL -0.32 k Max -0.82 k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.45 k Max 3.41 k Center Span... Dead Load Deflection 0.002 in ...Location 2.930 ft ...Length/Defl 25,605.8 Camber (using 1.5 * D.L. Defi)... @ Center 0.004 In @ Left 0.000 in ©Right 0.019 In Total Load 0.002 in 3.025 ft 29,911.84 Left Cantilever... Deflection ...Length/IDefl Right Cantiiever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 -0.012 In 5,816.5 Total Load 0.000 in 0.0 -0.031 in 2,339.6 Thomton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 inline, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job # Date: 1:54PM, 12 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Description RB13 General Timber Beam Page 2 bldg3.4.ecw: Revised i i I 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 Reactton 0.000 ft 0.000 Max Moment 2.29 k-ft 0.00 k-ft 5.53 k-ft @ Left Support 1.56 k 5.381 in2 290.00 psi -0.82 k 3.41 k Sxx CI 149.333 in3 Area 0.000 Sxx Reo'd 9.49 in3 0.00 in3 22.90 in3 \ Right Support 2.80 k 9.646 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd 56.000 in2 Allowable flj 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.359 in 1.500 in Query Values M, V, & D @ Specified Locations @ Center Span Location = 0.00 ft @ Right Cant. Location - 0.00 ft @ Left Cant. Location = 0.00 ft Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft Shear -0.82 k -0.82 k 0.00 k Deflection 0.0000 in 0.0000 In 0.0000 in Thomton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr. Description: Scope: Date: Job# 1:58PM, 12 OCT 06 Rev: 580004 User: KW-0600037, Ver 5.8.0,1-Deo-2003 (0)1983-2003 ENERCALC Engineering Software General Timber Beam Page 1 bldg3.4.ecw:Revised Description RB14 General Information Section Name Beam Width Beam Depth MemijerType Bm Wt Added to Loads Load Dur. Factor Beam End Fixity Wood Density Prilm: 3.5x16.0 3.500 in 16.000 in Manuf/So.Pine 1.000 Pin-Pin 35.000 pcf Code Ref: 1997/2001 NDS, 2000/2003 IBC, 2003 NFPA 5000. Base allowables are user defined Center Span 15.50ft Lu O.OOft Left Cantilever ft Lu 0.00 ft Right Cantilever 1.50 ft Lu O.OOft Truss Joist - MacMillan, Paraliam 2.0E Fb Base Allow 2,900.0 psi Fv Allow 290.0 psi Fc Allow 650.0 psi E 2,000.0 ksi I Full Length Uniform Loads Center Left Cantilever Right Cantilever DL DL DL 106.00 #m #/ft 106.00 m LL LL LL 153.00 m #/ft 153.00 m Point Loads Dead Load Live Load ...distance -320.0 Ibs 110.0 Ibs -500.0 Ibs 5.500 ft 160.0 Ibs 17.000 ft lbs' Ibs 0.000 ft lbs Ibs 0.000 ft lbs Ibs 0.000 ft Ibs Ibs 0.000 ft Ibs Ibs 0.000ft Summary L, 1 :trg''WB3tiBWregiiei£t< Beam Design OK Span= 15.50ft, Right Cant= 1.50ft, Beam Width = 3.500in x Depth = 16.in, Ends are Pin-Pin Max Stress Ratio 0.164 : 1 Maximum Moment 5.9 k-ft Maximum Shear * 1.5 2.3 k Allowable 36.1 k-ft Allowable 16.2 k Max. Positive Moment 5.92 k-ft at 8.770 ft Shear: @Left 1.56 k Max. Negative Moment -0.30 k-ft at 15.500 ft @ Right 1.87 k Max @ Left Support 0.00 k-ft Camber. @Left O.OOOin Max @ Right Support -0.71 k-ft @ Center 0.069 in Max. M allow 36.09 Reactions... @ Right 0.020 in flj 475.50 psi fv 40.60 psi LeftDL 0.70 k Max 1.56 k Fb 2,900.00 psi Fv 290.00 psi Right DL 1.12 k Max 2.55 k Deflections Center Span... Deflection ...Location ...Length/Defl Camijer (using 1.5 @ Center @ Left @ Right Dead Load -0.046 in 7.886 ft 4,054.6 D.L. Defl)... 0.069 in 0.000 in 0.020 in Total Load -0.104 in 7.954 ft 1,783.97 Left Cantilever... Deflection ...Length/Defl Right Cantiiever... Deflection ...Length/Defl Dead Load 0.000 in 0.0 0.013 in 2,689.0 Total Load 0.000 in 0.0 0.032 in 1,139.6 mi Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Date: Job# 1:58PM, 12 OCT 06 Rev: 580004 User KW-0600037, Ver S.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software wzumsii General Timber Beam Page 2 Description RB14 Wdg3.4.ecw:Revised p Stress Calcs Bending Analysis Ck 21.298 Le 0.000 ft Sxx 149.333 in3 Area 56.000 in2 Cf 1.000 Rb 0.000 CI (3 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 5.92 k-ft 0.00 k-ft 0.71 k-ft @ Left Support 1.82 k 6.270 in2 290.00 psi 1.56 k 2.55 k 149.333 in3 0.000 Sxx Rea'd 24.49 ln3 0.00 in3 2.94 in3 @ Right Support 2.27 k 7.839 in2 290.00 psi Bearing Length Req'd Bearing Length Req'd Allowable fb 2,900.00 psi 2,900.00 psi 2,900.00 psi 0.688 in 1.119 in Query Values i.^-^^^" ^iS^^ Moment 0.00 k-ft 0.00 k-ft 0.00 k-ft M, V, & D @ Specified Locations @ Center Span Location = 0.00 ft @ Right Cant. Location = 0.00 ft @ Left Cant. Location = 0.00 ft Shear Deflection 1.54 k 1.54 k 0.00 k 0.0000 In 0.0000 in 0.0000 in Thornton Tomasetti L4«- 1.5- 'i i -TT \ 3. B - ">.,3.,_.p^.<;|.. Pu' t.^^..9.\^... , d.k j ^k2^^gb^^"^^^!€>d»^ti c 1^3 V M^-f^ - %t^p.f>,kf.. (2- L: ::lii: ale sJur. .u :?-i',i...sL,..;e.i^L kife.' i= p\f PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. RJ-1 6^ 16" TJI® 210@16"o/c '^''OCfeyerhaeuscr Business TJ-Beam® 6.20 Serial Number 7005108334 User 2 10/12/2006 2:07:34 PM _ Page 1 Engine Version 6 20 16 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED I Overall Dimension: 17' 1'«" 4--15- 6" Product Diagram is Conce|>tuai. LOADS: Analysis is for a Joist Member. Primary Load Group - Residential - Living Areas (psf): 0.0 Live at 100 % duration, 0.0 Dead Vertical Loads: Type Class Live Dead Location Application Comment Uniform(psf) Floor(1.00) 40.0 9.5 OToS'S" Adds To Uniform(psf) Floor(1.00) 40.0 26.5 0To17' Adds To Point(plf) Floor(I.OO) 48.0 154.0 5'6" Point(plf) Floor(I.OO) 48.0 54.0 0 SUPPORTS: 1 Stud wall 2 Plate on steel beam Input Bearing Vertical Reactions (Ibs) Ply Depth Width Length Live/Dead/Upliftn'otal 5.50" 5.50" 885/625/0/1510 N/A 5.50" Hanger 461 /323 / 0 / 784 1 N/A 16.00" Nailing Depti) N/A 1.50" Detail E1: Blocking H3: Top Mount Hanger Other 1 Ply 16" TJI® 210 None ^UTION: Required bearing iength(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications, ports, 3 1/2". Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. ^ee TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): E1: Blocking,H3: Top Mount Hanger Limits: End HANGERS: Simpson Strong-Tie® Connectors Support Model Slope Skew 2 Top Mount Hanger ITT2.1/16 0/12 0 -Nailing for Support 2: Face: 2-N10, Top 4-N10, Member: 2-N10 Reverse Flanges N/A Top Flange Offset No Top Fiange Slope 0 Support Wood Species Douglas Fir PROJECT INFORMATION: Crescent del Sol 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-Beani® are registered trademarks of Trus Joist. e-I Joist™, Pro'" and TJ-Pro** are trademarks of Trus Joist. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie Con^any, Inc. P:\CRl\Project3\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 3-4\RJl.sms V^^Xbvrhaeuser Business TJ-BeamO 6.20 Serial Number 7005108334 User 2 10/12/20062:07:35 PM Page 2 Engine Version: 6,20.16 RJ-1 16" TJI® 210 @ 16" O/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED DESIGN CONTROLS: iWaximum Design Control Control Location Shear (Ibs) 1106 1000 2190 Passed (46%) Lt. end Span 1 under Floor loading Vertical Reaction (Ibs) 1510 1510 2565 Passed (59%) Bearing 1 under Floor loading Moment (Ft-Lbs) 3119 3119 4895 Passed (64%) MID Span 1 under Floor ALTERNATE span loading Live Load Defl (in) 0.127 0.494 Passed (U999-I-) MID Span 1 under Floor ALTERNATE span loading Total Load Defl (in) 0.221 0.370 Passed (L/805) MID Span 1 under Floor ALTERNATE span loading TJPro 53 30 Passed Span 1 -Deflection Criteria: Specified(LL:L/360,TL:L/480). Additional checks follow. -Left Overtiang:(LL:0.200", TL:0.200"). -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 4' o/c unless detailed othenvlse. Proper attachment and positioning of lateral bracing is required to achieve member stability. -The load conditions considered in this design analysis include altemate 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 beams. Additional considerations for this rating include: Ceiling - None. A structural analysis of the deck has not been performed by the program. Comparison Value: 1.54 ADDITIONAL NOTES: -IMPORTANT! The analysis presented is output from software developed by Tms Joist (TJ). TJ warrants the sizing of its products by this software wnll 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, •lowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above, ad load on portion of joist area is less than minimum allowed, ive load on portion of joist area is very low. ^Livi PROJECT INFORMATION: Crescent del Sol 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-BeaiwB are registered trademarks of Trus Joist. e-I Joist*", Pro* and TJ-Pro*" are trademarks of Trus Joist. Simpson Strong-Tie® connectors is a registered trademark of Simpson Strong-Tie Company, Inc. P:\CAl\Projects\GG5 )fEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 3-4\RJl.sm5 RJ-1 VA%^s«Busi«ss ^ g„ jjid) 210 @ 16" o/c THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group r^Vhvihaeuscr Business TJ-Beam«6.20 Serial Number 7005108334 User 2 10/12/2006 2:07:35 Plt4 Page 3 Engine Version: 6.20.16 Max. Vertical Reaction Total (lbs) Max. Vertical Reaction Live (lbs) Selected Bearing Length (in) Max. Unbraced Length (in) 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) L' 8.75" 14' 9.75" ^ 1510 784 885 461 5.50(W) 104 104 48 0.90 1 -144 -155 N/A N/A 0 Dead 428 470 289 625 625 -196 1332 -307 -307 307 323 Loading on all spans, LDF =1.00 Shear at Support (lbs) Max Shear at Support (lbs) Shear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) N/A -0.034 -0.063 0 Dead + 1.0 Floor -368 1000 -725 -403 1106 -725 523 1510 725 1510 766 -466 2968 0.116 0.210 ALTERNATE span loading on odd # spans, LDF ^hear at Support (lbs) X Shear at Support (lbs) ear Within Span (lbs) Member Reaction (lbs) Support Reaction (lbs) Moment (Ft-Lbs) Live Deflection (in) Total Deflection (in) -368 -403 N/A 0 0.006 -0.022 1.00 , 1.0 Dead +1.0 Floor 445 -289 488 -289 307 891 289 891 305 -466 1178 -0.012 0.082 ALTERNATE span loading on even # spans, LDF = 1.00 , 1.0 Dead Shear at Support (lbs) -144 983 -744 Max Shear at Support (lbs) -155 1088 -744 Shear Within Span (lbs) N/A 505 Member Reaction (lbs) 1243 744 Support Reaction (lbs) 1243 784 Moment (Ft-Lbs) 0 -196 3119 Live Deflection (in) -0.041 0.127 Total Deflection (in) -0.069 0.221 +1.0 Floor PROJECT INFORMATION: Crescent del Sol 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. Simpson Strong-Tie® Connectors is a registered trademark of Simpson Strong-Tie Company, Inc. P:\CAJ\Proiects\GG5 YEAR 2005\GG5532.00 - Cresent Del Sol\Analysis\Structural\TJI\Bldg 3-4\RJl.sms RJ2 16" TJI® 210, 2 plies @ 16" o/c A\ftveilueuser Business TJ-Beamdl 6.20 Seriai Numlier 7005108334 User 2 10M2/2006 2:11.54 PM Page 1 Engine ve^ion 62016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Member Slope: 0.12 Roof Slo|>e0.>12 Overall Dimension: 16' 5" r J All dimensions are iiorizontal. LOADS: Analysis Is for a Joist Memlser. Primary Load Group - Roof (psf): 0.0 Live at 125 % duration, 0.0 Dead Vertical Loads: Live Dead -14" 11" Product Diagram is Conce|>tuaL Type Uniform(psf) Unifonn(psf) Point(plf) Point(plf) SUPPORTS: Class Roof(1.25) 40.0 9.5 Roof(1.25) 40.0 260.0 154.0 54.0 Roof(1.25) 48.0 Roof(1.25) 48.0 Location 0 To 5' 6" 5' 6" To 16' 5" Adds To 5' 6" 0 Application Comment Adds To 1 Stud wall 2 Plate on steel beam Input Bearing Vertical Reactions (Ibs) Width Length Live/Dead/UpliftnTotal 5.50" 5.50" 596 /1629 / 0 / 2225 5.50" Hanger 414 / 2503 / 0 / 2917 Ply Depth Detail Other N/A N/A N/A N/A Nailing Depth N/A RI: Blocking 1 Ply 16" TJI® 210 1.50" H6: Top Mount Hanger None , MITION: Required bearing length(s) exceed the minimum shown in the TJ Builder's guide for single family residential applications. Limits: End Ipports, 3 1/2". Intermediate supports, 3 1/2" with web stiffeners and 5 1/4" without web stiffeners. -See TJ SPECIFIER'S / BUILDERS GUIDE for detail(s): RI: Blocking,H6: Top Mount Hanger HANGERS: No Manufacturer Selected Support Model Slope Skew Reverse Top Flange Top Flange Support Wood Flanges Offset Slope Species 2 H6: Top Mount Hanger NONE FOUND 0/12 0 N/A N/A N/A Douglas Fir DESIGN CONTROLS: IMaximum Design Control Control Location Shear (Ibs) -2734 -2344 3942 Passed (59%) Rt. end Span 1 under Dead loading Vertical Reaction (Ibs) 2344 2344 2583 Passed (91%) Bearing 2 under Dead loading Moment (Ft-Lbs) 9340 7923 8811 Passed (90%) MID Span 1 under Dead loading Live Load Defl (in) 0.055 0.474 Passed {U999+) MID Span 1 under Roof ALTERNATE span loading Total Load Defl (in) 0.358 0.711 Passed (L/477) MID Span 1 under Roof ALTERNATE span loading -Deflection Criteria: STANDARD(LL:L/360,TL:L/240). Additional checks follow. -Left Overtiang:(LL:0.200", TL:0.200"). -Bracing(Lu): All compression edges (top and bottom) must be braced at 3' 3" 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 altemate member pattem loading. -Design assumes adequate continuous lateral support of the compression edge. PROJECT INFORMATION: OPERATOR INFORMATION: Crescent del Sol Angela Hemandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHemandez(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 3-4\RJ2.sms TJ-BeamO 6.20 Seriai Number7oS5l§8M4^ 16" TJI® 210, 2 plies @ 16" o/c User 2 10/12/2006 2:11:54 PM Page 2 Engine Version 6 2016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED ADDITIONAL NOTES: -IMPORTANTI The analysis presented is output from software developed by Trus Joist (TJ). TJ warrants the sizing of its products by this software will be accomplished in accordance with TJ product design criteria and code accepted design values. The specific product application, input design loads, and stated dimensions have been provided by the software user. This output has not been reviewed by a TJ /\ssociate. -Not ail products are readily available. Check with your supplier or TJ technical representative for product availability. -THIS ANALYSIS FOR TRUS JOIST PRODUCTS ONLY! PRODUCT SUBSTITUTION VOIDS THIS ANALYSIS. -Allowable Stress Design methodology was used for Building Code UBC analyzing the TJ Distribution product listed above. -Note: See TJ SPECiFiER'S / BUILDER'S GUIDES for multiple ply connection. -Dead load on portion of joist area is less than minimum allowed. -Live load on portion of joist area is very low. PROJECT INFORMATION: OPERATOR INFORMATION: Crescent del Sol Angela Hemandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHemandez@thettgroup.com Copyright © 2005 by Trus Joist, a Weyerhaeuser Business TJI® and TJ-Bearo® 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 3-4\RJ2.sms «1 ''AVCtvcrmowcr Business ^ ^11 11^^ A #% •• _ . -M AH . i _ f _ __ TJ-Beam® 6.20 Serial Number 7005108334 16" TJI® 210, 2 piles @ 16" o/c User 2 10/12/20062:11.54 PM Pages Engine Version 6 2016 THIS PRODUCT MEETS OR EXCEEDS THE SET DESIGN CONTROLS FOR THE APPLICATION AND LOADS LISTED Load Group: Primary Load Group 1' 8.75" 14' 2.75" " Max. Vertical Reaction Total (lbs) 2225 2917 Max. Vertical Reaction Live (lbs) 596 414 Selected Bearing Length (in) 5.50(W) 1.75(W) MaXi Unbraced Length (in) 104 104 39 Loading on all spans, LDF = 0.90 , 1.0 Dead Shear at Support (lbs) -91 1267 -2344 Max Shear at Support (lbs) -94 1535 -2344 Shear Within Span (lbs) N/A 1487 Member Reaction (lbs) 1629 2344 Support Reaction (lbs) 1629 2503 Moment (Ft-Lbs) N/A -143 7923 Loading on all spans, LDF = 1.25 , 1.0 Dead +1.0 Floor +1.0 Roof Shear at Support (lbs) -235 1621 -2727 Max Shear at Support (lbs) -250 1975 -2727 Shear Within Span (lbs) N/A 1726 Member Reaction (lbs) 2225 2727 Support Reaction (lbs) 2225 2910 Moment (Ft-Lbs) N/A -334 9295 Live Deflection (in) -0.016 0.053 Total Deflection (in) -0.108 0.356 ALTERNATE span loading on odd # spans, LDF = 1.25 , 1.0 Dead +1.0 Floor +1.0 Roof ^hear at Support (lbs) -235 1449 -2529 X Shear at Support (lbs) -250 1761 -2529 ear Within Span (lbs) N/A 1613 Member Reaction (lbs) 2012 2529 Support Reaction (lbs) 2012 2700 Moment (Ft-Lbs) N/A -334 8564 Live Deflection (in) -0.007 0.024 Total Deflection (in) -0.098 0.327 ALTERNATE span loading on even # spans, LDF = 1.25 , 1.0 Dead + 1.0 Floor +1.0 Roof Shear at Support (lbs) -163 1615 -2734 Max Shear at Support (lbs) -172 1968 -2734 Shear Within Span (lbs) N/A 1719 Member Reaction (lbs) 2140 2734 Support Reaction (lbs) 2140 2917 Moment (Ft-Lbs) N/A -239 9340 Live Deflection (in) -0.018 0.055 Total Deflection (in) -0.109 0.358 PROJECT INFORMATION: OPERATOR INFORMATION: Crescent del Sol Angela Hemandez 2415 Campus Dr. Suite 110 Irvine, CA 92612 Phone: 9492713300 AHernandezigthettgroup.com Copyright (9 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\TJl\Bldg 3-4\RJ2.sms Thomton-Tomasetti Group Project Project #:. Date: 5^^ By: ^ sheet of. Checked by: Drawing #: Thornton Tomasetti cm PROJECT PROJECT m. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. -Tr\ i n L*J Kit >f/ ^ • i—i :—i : i: ; t In i ii—::: i.: i: 2: 1-2-' 3s: =li: z ri'.. ^„'-:_, r 64- ^: Ll'*;,,'. •CL -i ^C'/tu CIT „.,os..e:,j \U }1 ,QL._..,5^_ v^-^pxf :^if.. Thornton-Tomasetti Group, Inc. 241S Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description; Scope: Job# Date: 4:52PM, 12 OCT 06 0^ Rev: 580006 User KW-0e00037, Ver S.8.0,1-Oec-2003 (0)1983-2003 ENERCALC Engineering Software Description FB-1 Steel Beam Design Page 1 bldg3.4.ecw:Revised - Floor I General Information steel Section: W12X26 Center Span 12.00 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu: Unbraced Length 0.00 ft Code Ref: AiSC 9th ASD, 1997 UBC, 2003 iBC, 2003 NFPA 5000 Pinned-Pinned Bm Wt. Added to Loads LL& ST Act Together Fy Load Duration Factor Elastic Modulus 36.00l(si 1.00 29,000.0 l(si Note! Short Temi Loads Are WIND Loads. | #4 #5 #6 #7 DL LL ST Start Location End Location 0.219 0.326 12.000 km km km ft ft Note! Short Term Loads Are WIND Loads. | 0.286 0.138 ST ©Left ST @ Right k/ft km Start End ft 12.000 ft Using: W12X26 section. Span = 1 End Fixity = Pinned-Pinned, Lu = Moment fb: Bending Stress fb/Fb Shear fv: Shear Stress fv/Fv 2.00ft, Fy = 36.0l<sl O.OOft, LDF = 1.000 Actual 16.676 k-ft 5.991 ksi 0.252 :1 5.804 k 2.065 ksi 0.143 :1 Beam OK Static Load Case Governs Stress Allowable 66.132 k-ft 23.760 ksi 40.473 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.073 in 4,706.2 :1 1,971.9 :1 Max. M + Max. M - Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Maximum 16.68 k-ft 5.80 k 5.31 k -0.073 in O.OOOin 0.000 in 0.000 ft 5.80 5.31 DL Onlv 6.99 2.43 2.23 -0.031 0.000 0.000 0.000 2.43 2.23 • These columns are Dead + Live Load placed as noted -> Fa calc'd per Eq. E2-1, K*L/r < Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy LL ! Center 16.68 5.80 5.31 -0.073 0.000 0.000 0.000 5.80 5.31 LL+ST (3>. Center -0.073 0.000 0.000 0.000 5.80 5.31 LL > Cants 0.000 0.000 0.000 0.000 LL+ST &. Cants k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Thornton-Tomasetti Group, Inc. Title: Job * 2415 Campus Drive, Suite 110 Date: 4.52PM, 12 OCT 06 Irvine. CA 92612 Description: P 949.271.3300 / F 949.271.3301 www.thettgroup.com Scope: Rev 580006 D n\- user KW-0600037,Ver5.8.0, i-Dec-2003 Steel Beam Desicin '^^^^ ^ I (0)1983-2003 ENERCALC Engineering Software wiw^yi Mcciiii bldg3.4.eow:Revisetl - Floor I Description FB-1 I 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. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. CD , 1 o L k r N>- ^ -jr ~ > 4/ .> ,h 2^,.,U CO L. ' ,..'2i'.,P, " 4? ^ ^- '^^ cP /^(2.v> n ) 1 -, „2in •jsVf Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 5:01PM, 12 OCT 06 Rev: 580006 User KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Soflware Description FB-2 Steel Beam Design Page 1 | bldg3.4.eew.Revise<l - Floor | General Information Steel Section: W12X26 Code Ref: AISC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 | Center Span 12.00 ft Left Cant. 0.00 ft Right Cant 6.00 ft Lu : Unbraced Length 0.00 ft Pinned-Pinned Bm Wt. Added to Loads LL& ST Act Together Fy Load Duration Factor Elastic Modulus 36.00ksi 1.00 29,000.0 ksi Distributed Loads Note! Short Term Loads Are WIND Loads. DL LL ST Start Location End Location #1 0.080 0.120 12.000 'trntmrnimrA #2 0.018 0.027 12.000 18.000 #3 #4 #5 #6 #7 k/ft k/ft km ft ft I Trapezoidal Loads #i DL@Left 0.193 LL @ Left 0.290 DL@ Right 0.060 LL@ Right 0.090 Notel Short Term Loads Are WIND Loads. | ST @ Left ST @ Righl k/ft k/ft Start End ft 18.000 ft Dead Load Live Load Short Term Location 2.430 3.380 3.000 #2 0.225 0.180 11.000 #3 #4 #5 #6 Notel Short Term Loads Are WIND Loads. #7 k k k ft 1 Summary | Beam OK 1 ^ Static Load Case Governs Stress Using: W12X26 section. Span = 12.00ft, Fy = 36.0ksi, Left Cant. = O.OOft, Right Cant. = O.OOft End Fixity = Pinned-Pinned, Lu = O.OOft, LDF =1.000 Actual Allowable Moment 20.984 k-ft 66.132 k-ft Max. Deflection 0.115 in fb: Bending Stress fb/Fb 7.539 ksi 0.317 :1 23.760 ksi Length/DL Defl 3,838.3 :1 fb: Bending Stress fb/Fb 7.539 ksi 0.317 :1 Length/(DL+LL Defl) 1,255.6 :1 Shear 8.023 k 40.473 k fv: Shear Stress 2.855 ksi 14.400 ksi fv/Fv 0.198 :1 Force & Stress Summary «- These columns are Dead + Live Load placed i IS noted -» DL LL LL+ST LL LL+ST Maximum Onlv (S) Center (3! Center (Si Cants (S! Cants Max. M + 20.98 k-ft 8.53 20.98 7.90 k-ft Max. M --2.14 -2.14 -4.64 k-ft Max. M @ Left k-ft Max. M @ Right -2.14 -2.14 -4.64 k-ft Shear @ Left 8.02 k 3.28 8.02 3.07 k Shear @ Right 5.37 k 2.43 5.37 2.64 k Center Defl. -0.085 in -0.033 -0.085 -0.085 -0.027 -0.027 in Left Cant Defl O.OOOin 0.000 0.000 0.000 0.000 0.000 in Right Cant Defl 0.115 in 0.038 0.115 0.115 0.013 0.013 In ...Query Defl @ 0.000 ft 0.000 0.000 0.000 0.000 0.000 in Reaction @ Left 8.02 3.28 8.02 8.02 3.07 3.07 k Reaction @ Rt 7.24 3.19 6.12 6.12 4.30 4.30 k Fa calc'd per Eq.E2-1,K*L/r<Cc 1 Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 5:01PM, 12 OCT 06 Rev: 580006 User KW-0600037, Ver 5.8.0,1-Dec-2003 I (0)1983-2003 ENERCALC Engineering Software s, - - Description FB-2 Steel Beam Design Page 2 I bldg3.4.ecw:Revi8e<l - Floor f 1 Section Properties W12X26 Depth 12.220 in Weight 25.98 m Web Thick 0.230 in Ixx 204.000 in4 Width 6.490 in lyy 17.300 in4 Flange Thick 0.380 in Sxx 33.400 in3 Area 7.65 in2 Syy 5.340 in3 Rt 1.720 in R-xx 5.170 in Values for LRFD Design.... R-yy 1.510 in J 0.300 in4 Zx 37.200 in3 Cw 606.00 in6 Zy 8.170 in3 K 0.680 in Thornton Tomasetti PROJECT PROJECT NO. DATE BY SHEET of SUBJECT CHECKED BY DRAWING NO. iJ3. U — ,L,.v ^ D i- •iZjOfJ-C-^-i - ^-l ..IC'i (MM i.^. T.A. t^U^4C+'^i 4..^ tSijl^OOXV-.,,. L ,., fc GO, q> L. i.o,._p.,^^,c....j/v,(Lh:j 1. : < 'ig> p^f C'^I i^'^ ^ ! ^ ^fr p\f 0.O pi^<^ tVr !C\'} I r ko p\ t CO 7' .2k afcl .,.,(L..o,S?e , ? i,.^^ i • 4 4 . - - ii „i.,.,y. "Jjp.'A.iSo ^ \ e KL Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 Irvine, CA 92612 P 949.271.3300 / F 949.271.3301 www.thettgroup.com Title: Dsgnr: Description: Scope: Job# Date: 12:22PM, 14 OCT 06 Rev: S80006 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software mMmuem Description RB-3 Steel Beam Design Page 1 bldg3.4.ecw:Revlsed - Floor General Information ^Sri^^nTwi2X26 Center Span 14.00 ft Left Cant. 0.00 ft Right Cant 0.00 ft Lu: Unbraced Length 0.00 ft Code Ref: AiSC 9th ASD, 1997 UBC, 2003 IBC, 2003 NFPA 5000 Fy 36.00ksi Pinned-Pinned Load Duration Factor 1.00 Bm Wt. Added to Loads Elastic Modulus 29,000.0 ksi LL& ST Act Together 1 Distributed Loads Notel Short Term Loads Are WIND Loads. 1 #1 #2 #3 #4 #5 #6 #7 DL 0.224 0.171 0.219 k/ft LL 0.160 0.330 k/ft ST km Start Location ft End Location 14.000 14.000 14.000 ft TrapgzoidalLoads #1 DL@Left ' DL @ Right I Summary Note! Short Term Loads Are WIND Loads. 0.140 0.014 LL @ Left LL @ Right 0.110 0.010 ST @ Left ST @ Right k/ft k/ft Start End ft 14.000 ft Using: W12X26 section. Span = 14. End Fixity = Pinned-Pinned, Lu = 0 Moment fb: Bending Stress fb/Fb Shear fv: Shear Stress fv/Fv 00ft, Fy = 36.0ksi .00ft, LDF =1.000 Actual 31.048 k-ft 11.155 ksi 0.469 :1 9.133 k 3.249 ksi 0.226 :1 Beam OK static Load Case Govems Stress Allowable 66.132 k-ft 23.760 ksi 40.473 k 14.400 ksi Max. Deflection Length/DL Defl Length/(DL+LL Defl) -0.185 in 1,603.8 :1 907.6 :1 Max. M + Max. M- Max. M @ Left Max. M @ Right Shear @ Left Shear @ Right Center Defl. Left Cant Defl Right Cant Defl ...Query Defl @ Reaction @ Left Reaction @ Rt Maximum 31.05 k-ft 9.13 k 8.61 k -0.185 in O.OOOin 0.000 in 0.000 ft 9.13 8.61 DL Onlv 17.57 5.17 4.87 -0.105 0.000 0.000 0.000 5.17 4.87 «- These columns are Dead + Uve Load placed as noted -» Fa calc'd per Eq.E2-1,K*Ur<Cc I Beam Passes Table B5.1, Fb per Eq. F1-1, Fb = 0.66 Fy LL ! Center 31.05 9.13 8.61 -0.185 0.000 0.000 0.000 9.13 8.61 LL+ST 0. Center -0.185 0.000 0.000 0.000 9.13 8.61 LL ! Cants 0.000 0.000 0.000 0.000 LL+ST (S Cants k-ft k-ft k-ft k-ft k k 0.000 in 0.000 in 0.000 in 0.000 in k k Thornton-Tomasetti Group, Inc. 2415 Campus Drive, Suite 110 irvine, CA 92612 P 949.271.3300 / F 949.271.3301 virww.thettgroup.com Title: Dsgnr. Description: Scope: Job# Date: 12:22PM, 14 OCT 06 Rev: 580006 User: KW-0600037, Ver 5.8.0,1-Dec-2003 (0)1983-2003 ENERCALC Engineering Software Page 2 Description RB-3 Steel Beam Design b«g34ecw:Rev^-Roor Section Properties W12X26 Depth 12.220 in Web Thick 0.230 in Width 6.490 in Flange Thick 0.380 in Area 7.65 in2 Rt 1.720 in Values for LRFD Design.... J 0.300 in4 Cw 606.00 in6 Weight Ixx lyy Sxx Syy R-xx R-yy Zx Zy K 25.98 #m 204.000 in4 17.300 in4 33.400 in3 5.340 in3 5.170 in 1.510 in 37.200 in3 8.170 in3 0.680 in END PART 1 OF 2